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MUPs 2004-523 (AR),gyp 4�d,� / ,./�` _ I. . _ j� ' .. . ;t11• y i : Eby . i E` , - v` ./�/• 1}m" F'•1' C t' L� 1 �, l l'%l:�l l �; (I.i !% P-0. B o x 15.04 78-495 CALLE TAMrtco (760) 777-7000 LA QUINTA, CALIFORNIA 92253 FAX (760) 777-7101 September 29, 2004 Andrew Pierce Corporation P.6. Box 3420 Palm Desert, Ca. 92261 SUBJECT: Minor Use Permit 2004-523 (Guest.House Use) Dear Sirs, The Community -Development Department has approved your request to allow a attached guest.house in conjunction with the residence at 80-080 Via Pessaro. You must have the enclosed Covenant, and:Agreement recorded by the County Recorder . in Riverside,. and deliver a copy of the recorded documents to us for our files. Once recorded, our Department will give the Building and Safety. De partment clearance to issue -the building, permit. - Enclosed is,,a letter addressed to the County Recorder indicating our approval of the request. On_ the covenant please -fill in the date of signing the Covenant on the second page prior to recordation.. You. need to sign on the second page, with the signatures notarized. For your information, Homeowners Association approval may required for .construction of this nature. Should you have any questions; please call rne.at (760) 777-7065. Very truly yours, OSCAR ORCI Interim Community, Development Director Fre Baker, AICP Principal Planner Attachments _ c: Building and Safety_.,Department P:\FREDWIUP 2004-523 guest house app.Itr.doc �(� Building & Safety Department Public Works. Release to Issue Building .Permit . g, To: John Freeland, Senior Engineer Date To Customer: 9 / O From: Greg Butler, Building & Safety Manager A release from Public Works Department is required prior to building permit issuance for the following project: Description: I.sF4 Address or general location Applicant contact and telephone number: —3 2 ;kF Please do not return this form to Building & Safety Department until released for building permit issuance. For issues delaying°or preventing release, please contact applicant directly at the number above. Note: Action required (reply to Building Department or -contact Applicant) within . five (5) working days from date received by Public Works Department. To: Greg Butler, Building & Safety Manager From: John Freeland, Senior Engineer . The Public Works Department has reviewed the above project and finds that: ❑ issuance of this Building Permit does not require Public Works Department approval. ... issuance of this Building Permit is approved by the Public Works Department. , tea.. Fr d, Senior Engineer PWPM I OGREEN - 4/18/03 Agreement The signature of the property owner or authorized representative):' ✓ Shall act as his/her acknowledgment of dust control requirements and their enforceability, pursuant to AQNID. Rules .403 and 403.1. ✓.. Shall constitute an agreement to comply . withall project .conditions as identified in the' approved dust control plan: The property owner. (or authorized representative): ✓ Acknowledges that dust control is required 24 hours a day,. 7� days a -week; throughout the period of project performance, .regardless of project • size or status; Shall ensure that each and every colitractorfsubcontractor and all. other persons associated with the project shall. be 'in continuous compliance with all requirements of the approved dust control plan; Shall take all necessary precautions to minimize dust, even if additional measures beyond those listed in the dust -control plan are necessary; Shall authorize representatives of, the City/County-to enter upon the above- mentioned property for inspection and/or abatement .purposes; and ✓ Shall. hold harmless the City/County and its representatives from liability for any actions related to this dust control plan or any. City/County-initiated abatement activities: . PROPERTY OWNER/ AUTHORIZED .REPRESENTATIVE Mv�'FI PRINTED NAME: L?AIAp.. TITLE COMPANY: SIGNATURE: DATE: Remember... DUST CONTROL IS REQUIRED 24 HOURS A.DAY, 7 DAYS:A WEEK, REGARDLESS OF'CONSTRUCTION: STATUS 1.5":Gravel Access (maintained to 4" Water extending 100' into site) Tower i I W�tnr Cn� �re-n / I Project Contact Information for'(check one ® Owner Owner's.Authorized Representative* (] Environmental' Observer* General Contractor Sub -Contractor Instructio Name i below �Js.�l1t� Title (if applicable)�Mt� Company Name (if applicable) f N Mailing Address City •r - State Zip. gz�.6l Location Address 10- OeO VI.r A054440. Aim& City PAO1OA State ' Zip Primary Phone i to - 341� _W& ,. Fax 1 bo- 3�6 - 62 63 24 -Hour Access/Emergency Phone Cellular Phone E-mail address. Responsible for dust control during construction activities? Myes. [] No Responsible for dust control during off -hours? MYes ❑. No *Where the property owner is not the lead contact for the project, his/her authorized representative is responsible for all dust control actions. Remember... DUST CONTROL IS REQUIRED 24 HOURS A. DAY, 7 DAYS A WEEK, REGARDLESS OF CONSTRUCTION STATUS Dust Control Actions Project Name: Mt0UJJAJ �6�. 208 Contractor Name: qs;kn � Instructions: Please complete this form for each phase of the construction project. Identify the phase by number (e.g.,.Phase 2 of 5) in the spaces provided below. • Phase of Instructions, W as requested. Clearing/Grubbing E] Mass Grading Project Phase (check), ❑ Finish Grading %Construction Phase Other (specify:_ Anticipated Start Date-.�� 1 Anticipated Completion Date: Number of Acres under Active Construction: 1 Detailed description:of dust control actions implemented during this phase (should match information provided on site plan; use additional pages as necessary):. . Attach a Plot Plan for reference Irv*-4� .. {�Ikl� �" I�kl• �t�►oo- � i f;Azt.Aq 1A f:40+104q ��X• ��Gl�il.l.. �A�l. ' W 1� �`�� . ��i� 'i� l�oYlP1� Remember... DUST CONTROL IS REQUIRED.24 HOURS A DAY, 7 DAYS A WEEK, REGARDLESS OF CONSTRUCTION STATUS` COACHELLA VALLEY WATER DISTRICT , •• CASH RECEIPT DETAIL 9 - Received From: : <y c i t• `` '• t tJ Date Address: r' .;'' -> rl t:.�r.. .` f 3 Account No. - Lot(s) Tract Service Address ;: ;. , . , ... , t : i; 1 G.A. Code a Meter(s) ❑ Service(s) 3 . ❑ Backflow(s) ❑ .House Later al(s)y ❑ DetectorCheck(s) ❑ Meter Surcharge. ©' Sanitation Capacity Charge Q ' W.S.B:F.C. ❑ 'Temporary Construction Meter a ❑ Turn on Charge ❑ Uncollected. Account - Name " ❑ Inspection Fee - Tract - Fee - ' ❑ Plan Check Fees -Water / Sewer. - , Tract - ` ❑ Bond Payment - A.D. --Bond 11 J. " Assmt. ' ❑ ,Customer Deposit s ` <) ❑ Other TOTAL $ Remarks: a OCopy to: ' x' i• ' 1 ,� Cash i."C „ '1� WaterService Checkf Money Cashier CERTIFICATE OF FIELD VERIFICATION & DIAGNOSTIC TESTING .(Page t of 8) ' CF 4R', :: ' Project Address �� -v`c�o ry �c.s.,�e aco t H:;A�co- ://Jrr`` Builder Name j9 Cx AMC �[]`1 37 Y� Builder Contact r Telephone. Plan Number , 6 'AG ;0 v t. ✓ } HERS Rater '.. '+ :"." Telephone Sam le Grou Number Pass ❑ Fail'• C S: McFGaaeel 71,a Ai1c1�-t3c)$ Enter Tested Leakage Flow in'CFM,from CF 6R: Pre -Test of Existing Duct.Sy'stem,Prior to, Com fiance Method (Prescriptive) cs,, " , Climate Zone :; Duct System-Alterafion`and/or Equipment Change -Out Certifying Signature";_ ,' t Date Sample House -Number,;, { µ` r 5 for Duct System Alteration and/or E ui `•ment Chan a -Out: Firm ' HERS Provider . Enter Reduction in Leakage for Altered Duct System �_(Lue.#,4) Minus (Line # 3)] " GM Ener Dnsl-F.. CHEERS (Only if Applicable). r, 'Street Address: rr c,: ' City/State/Zip: Enter Tested•Leakage'Flow in CFM to Outside (Only if Apphcal le) ✓ + ;, ✓ " •-.8 Entire `New Duct System-`Pass•if Leakage Percentage <_ 6%`_X f. . Copies to: BUILDER, HERS PROVIDER AND BUILDING DEPARTMENT HERS RATER COMPLIANCE STATEMENT -� The house .was: ✓, .Tested ✓ ❑ Approved as' part of sample testing, but'was not.tested ' As'the HERS rater providing diagnostic testing and field verificahon;,I certify,that the house identified on this form complies with ',4 the diagnostic tested compliance requirements as`checked ✓ on -this form. The HER&xater must check and verify that the new E distribution system is fully.ducted and correct tape is used before a.CF4R may be released on every tested biulding "The HERS rater must not release the CF -4R until a properly completed and signed CF -6R has been received for the sample and tested! buildings. x ' The installer has rovided a co y of CF -6R siallarion;Certificate a New Distribution system is fully ducted (i.e., does notiuse'building cavities as plenums or platform r'etums m. lieu of ducts) } • .New systems where cloth backed, rubber adhesiveduct tape is installed, mastic and draw bands are used in combination with cloih-backed; rubber adhesive duct tape to seal leaks at duct connections:.; 0 MINIMUM REQUIREMENTS FOR DUCT LEAKAGE REDUCTION COMPLIANCE CREDIT "J ` Procedures for field verification -and diagnostic testing of air'distribution systems are available in RACM, Appendix RC4 } Duct Diagnostic Leakage Testing Ressults:•,' .r NEW CONSTRUCTION:. ,.. Duct Pressurization Test Results'(CFM @'25 Pa) i " ' • \, Measured ` Values r I Enter Tested Leakage Flow in CFMi '' 37 Y� 2 Fan Flow: 'Calculated (Nominal _✓ Cooling ,� ❑• Heating) or ✓. ❑ Measured ✓ Enter Total Fan Flow in CFM. %A(� ✓ } Pass iLe100X 1)`/b Lie3 < , o Pass ❑ Fail'• "ALTERATIONS: Duct System and/or HVAC,Equipmen't Change=Out Enter Tested Leakage Flow in'CFM,from CF 6R: Pre -Test of Existing Duct.Sy'stem,Prior to, 4 Duct System-Alterafion`and/or Equipment Change -Out Enter Tested Leakage Flow in CFM: Final Test of New Duct System or Altered Duct'System r 5 for Duct System Alteration and/or E ui `•ment Chan a -Out: '- Enter Reduction in Leakage for Altered Duct System �_(Lue.#,4) Minus (Line # 3)] " 6 (Only if Applicable). r, 71: Enter Tested•Leakage'Flow in CFM to Outside (Only if Apphcal le) ✓ + ;, ✓ " •-.8 Entire `New Duct System-`Pass•if Leakage Percentage <_ 6%`_X 0 Pass ❑'Fail` 100 x ine #',5) / <. Line # 2 ' r TEST OR VERIFICATION STANDARDS: For Altered Duct Systemand/or HVAC Equipment Change -Out' Use one ofthe`lollowin four Test or Verification Standards for compliance: ' 9 Pass if Leakage Percentage <—:15% [100 z ( (Line# 5) / ^. (Line # i)]]- 0 Pass ❑'Fail 10 Pass if Leakage, io Outside Percentage <_ 10% [100`x f (Line # 7) f (Line # 2)]], f, ❑ Pass ❑ Fail Pass if Leakage Reduction Percentage >_ 60% [ l00 x(Line # 6) / (Line # 4)]] ❑pass ❑ Fail 11 and•Vehficafion by Smoke Test and Visual. Ins ection ; 12 Pass if Sealing of 'all Accessible Leaks and Verification by Smoke Test and `Visual Ins' ection " ,:JANINE=' ❑ Pass ❑ Fail •�, ,w Pass if.One of Lines # 9 through.#'12 pass O'Pass 0 Fail' Residential Compliance. Forms `April 2005 ' CERTIFICATE OF FIELD VERIFICATION & DIAGNOSTIC TESTING (Page 3 of 8) CF -4R Project Address Qct- ofa0 V , q peKs v CD ( The . R ,%A WckP«wGy ' 7G0 • 6 - 322 0 Builder Name GCA( o� Builder ContactTelephone An6sew Q�e c . • , 316 - .2.28 Plan Number N A HERS Rater Mc F'0AC\e_ \ Telephone .7&0) AA � X30 Sample Grou Number NIA Btu/hr Compliance Method (Prescriptive) 4' ✓Yes Climate Zone Certifying Signature Date Sample House Number N Firm CM (must be checked monthly) HERS Provider CHEFR5 Street Address: P.o. Box 4(,55 installation of the specific equipment shall be verified. City/State/Zip: q2a (61 Copies to: BUILDER, HERS PROVIDER AND BUILDING DEPARTMENT HERS RATER•COWLIANCE STATEMENT The house was: ✓X Tested ✓ ❑ Approved as part of sample testing, but was not tested As the HERS rater providing diagnostic testing and field verifications I certify that the house identified on this form complies with the diagnostic tested compliance requirements as checked on this form. ✓gThe installer has provided a copy of CF -6R (Installation Certificate). THERMOSTATIC EXPANSION VALVE (TXV) lures for field verification of thermostatic expansion valves are available in RACM,, Appendix RI. ✓ ❑ REFRIGERANT CHARGE MEASUREMENT Verification for Required Refrigerant Charge for Split System Space Cooling Systems without Thermostatic Expansion Valves Moor Unit Serial # Location ` Outdoor Unit Make Outdoor Unit Model Cooling Capacity Access is provided for inspection. The procedure shall consist of Btu/hr Date of Verification ✓Yes Date of Refrigerant Gauge Calibration ❑ No visual verification that the TXV is installed on the system and Date of Thermocouple Calibration ❑ (must be checked monthly) installation of the specific equipment shall be verified. Yes is a pass Pass 1 Fail ✓ ❑ REFRIGERANT CHARGE MEASUREMENT Verification for Required Refrigerant Charge for Split System Space Cooling Systems without Thermostatic Expansion Valves Moor Unit Serial # Location ` Outdoor Unit Make Outdoor Unit Model Cooling Capacity Btu/hr Date of Verification Date of Refrigerant Gauge Calibration (must be checked monthly) Date of Thermocouple Calibration I (must be checked monthly) Standard Charge Measurement (outdoor air dry-bulb 55 °F and above): . Note: The system should be installed and charged in accordance with the manufacturer's specifications and installer verification shall be documented on CF -6R before starting this procedure. If outdoor air dry-bulb is below 55 °F rater shall use the Alternative Charge Measure Procedure 'rocedures for Determining Refrigerant Charge using the Standard Method are available in RACM, Appendix RD2. v'❑Yes. ❑ No A copy of CF76R (Installation Certificate) has been provided with refrigerant charge measurement documented. Residential Compliance Forms April 2005 r TITLE 24 REPORT 0 R i NTA Title 24 Report for:Cl QUI DEPT - DI P3JILDING & OU SAFEi`� r ".Andrew Pierce Corporation OVE® . Lot 208 -Hideaway FOR O�NSTRUCTION La Quinta, Ca 92253 Project. Designer: - t BBG Architects ' 20371 Irvine Ave:, Suite 120 Santa Ana Heights, Ca 92707-5651 (714) 434-2506 , R Report Prepared By: �..� Tim Scott _ H & H Air Conditioning 74-991 Joni Drive #20 Palm Desert, CA 92260-2043 . (760) .340-3088 Job Number: .fish' Date: . 9/27/04 `• The EnergyPro computer programhasbeen 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 2001 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC (415) 883-5900. EnergyPro 3.1 By EnergySoft Job Number: User Number: 5533 to 5 � arh U : to r _' - TABLE OF CONTENTS a _ Cover Page s _ Table of Contents 2 r r .Form CF -1R Certificate of Compliance 3 Form MF-1R,Mandatory Measures Checklist 8 Form C=2R Com'130tertMethod Summary 10 HVAC System Heating and Cooling Loads Summary, - { 17 tr, Room Load Summary T . , 20 r Room Heating, Peak Loads' 23 Room Cooling Peak Loads 29 ♦t ' `EnergyPro 3.1 By EnergySoft Job Number: User Number: 5533 R Certificate of Compliance: Residential (Part 1 of 2) CF. -1 R • Andrew Pierce Corporation 9/27/04 rojec i e -D-are - • • Lot 208 -Hideaway La Qulnta Project Address H & H Air Conditioning (760) 340-3088 Documentation Author TdIephone Computer Performance .15 Building Permit Plan L;heck Date Field ec DNFe Compliance Method (Package or Computer) Climate Zone Enforcement Agency Use Only GENERAL INFORMATION Total Conditioned Floor Area: 4,116 fl? Average Ceiling Height: 11.0 ft Total' Conditioned Slab Area: 3,435 ft2 Building Type: (check one or more) ® Single Family Detached ❑ Addition ❑ Single Family Attached ❑ Existing Building, ❑ Multi -Family ❑ Existing Plus Addition Front Orientation: (West) 255 deg Number of Dwelling Units: 1.00 'Number of Stories: 1 BUILDING SHELL INSULATION Floor Construction Type: 0 Slab Floor ❑ Raised Floor Component Type Frame Type ,Assembly U -Value Location/Comments (attic, garage, typical, etc.) R-38 Roof (R.38.2x14.16) Wood 0.028 Exterior Roof R-21 Wall (W.21.2x6.16) Wood 0.059 Exterior Wall Solid Wood Door None 0.387 Exterior Door • ` Slab On Grade n1a 0.756 Covered Slab w/R-0.0 Perimeter Insulation Slab On Grade n1a ' 0.756 Exposed Slab w/R-0.0 Perimeter Insulation FENESTRATION Shadina Devices Type Orientation Area Fenestration Exterior Overhang Side Fins (SF) U -Factor SHGC Shading Yes / No Yes / No Front (West) 95.0 0.60 0.53 Bug Screen ❑ X❑ ❑ ❑X Front (West) 40.0 0.55 0.53 Bug Screen X❑ ❑ ❑X❑ Left (North) 6.0 0.87 0.59 Bug Screen ❑ X❑ ❑ ❑x Left (North) 6.0 0.72 0.60 Bug Screen 111 X❑ ❑ ❑X Left (North) 50.2 0.60 0.53 Bug Screen ❑ X❑ 0 IN Rear (East) 150.0 0.85 0.59 Bug Screen 191 ❑ ❑ X❑ Rear (East) 30.0 0.87 0.59 Bug Screen ❑ K ❑ x0 Rear (East) 35.0 0.72 0.60 'Bug Screen. ❑ x❑ ❑ X❑ Rear (East) 25.0 0.57 0.55 Bug Screen E] M F1 MRight (South) 72.0 0.72 0.60 Bug Screen ❑ X❑ ❑ X❑ Right (South) 68.0 0.85 0.59 Bug Screen ❑ X❑ ❑ X❑ Right (South) 27.0 0.87 0.59 Bug Screen ❑ El ❑X❑ Run Initiation Time: 09/27/04 13:37:26 Run Code: 1096317446 EnergyPro 3.1 By Energysoft User Number: 5533 Job Number: Page:3 of 36 2 Certificate of Compliance:. Residential (Part 1 of 2) CF -1 R Andrew Pierce Corporation 9/27/04 ro/ec i e -D-are— L01,208-Hideaway a e Lot208-Hideaway La Qulnta 11-rojeCt Address H & H Air Conditioning (760) 340-3088 ocumen a ion Author I a ep one Computer Performance. .15 Building ermi Plan Check Date Reld CheckDate Compliance Method (Package or Computer) Climate Zone Enforcement Agency Use Only GENERAL INFORMATION Orientation Total Conditioned Floor Area: 4,116 ft2 Average Ceiling Height: Total Conditioned Slab Area: 3,435 f? Building Type: (check one or more) (SF) ® Single Family Detached ❑ Addition ❑ Single Family Attached ❑ Existing Building . ❑ Multi -Family ❑ Existing Plus Addition Front Orientation: (West) 255 deg Floor Construction Type: 0 Slab Floor Number of Dwelling Units: 1.00 . Number of Stories: 1 ❑ Raised Floor BUILDING SHELL INSULATION X❑ • 11.0 ft Const. Component Frame Assembly Location/Comments' Type Type U -Value (attic, garage, typical, etc.) FENESTRATION Shading Devices Type Orientation `Area Fenestration Exterior Overhang Side Fins (SF) U -Factor SHGC Shading Yes / No Yes / No Right (South) 50.5 0.60 0.53 Bug Screen ❑ X❑ ❑ X❑. Front (West) 20.5 0.57 0.55 Bug Screen ❑ X❑ ❑ x❑ Left (North) 63.0 0.57 0.55 Bug Screen ❑ X❑ ❑ X❑ Left (North) 48.0 0.55 0.53 ' Bug Screen ❑ X❑ ❑ X❑ Rear (East) 80.0 0.55 0.53 Bug Screen . ❑X❑ ❑ X❑ Right . (South) 20.0 . 0.55 0.53 Bug Screen ❑ X❑ ❑X❑ Front (West) 40.0 0.55 0.53 Bug Screen ❑ X❑ ❑ X❑ ❑ ❑ ❑ ❑ ❑❑ 0 E El El 1:1 El ❑❑ 1:1 El Run Initiation Time: 09/27/04 13:37:26 Run Code: 1096317446 EnergyPro 3.1 By EnergySoft User Number: 5533 Job Number: PageA of 36 Certificate of Compliance: Residential (Part 2 of 2) CF -1 R Andrew Pierce Corporation 9/27/04 rojec Title HVAC -1 & 2 a e HVAC SYSTEMS Note: Input Hydronic or Combined Hydronic data under Water Heating Systems, except Design Heating Load. Heating Equipment Distribution Minimum Type and Duct or HVAC -3 Type (furnace; heat Efficiency Location Piping Thermostat Location / pump, etc.) (AFUE/HSPF) (ducts, attic, etc.) R -Value Type Comments Central Furnace 81% AFUE Ducts in Attic 4.2 Setback HVAC -1 & 2 Central Furnace 81% AFUE Ducts in Attic 4.2 Setback HVAC -3 Central Furnace 80% AFUE Ducts in Attic 4.2 Setback HVAC -4 • • Cooling Equipment Minimum Duct Type (air conditioner, Efficiency Location Duct Thermostat Location / heat pump, evap. cooling) (SEER) (attic, etc.) R -Value Type Comments Split Air Conditioner 13.0 SEER - Ducts in Attic 4.2 Setback HVAC -1 & 2 Split Air Conditioner 13.0 SEER Ducts in Attic 4.2 Setback HVAC -3 Split Air Conditioner 13.0 SEER Ducts in Attic 4.2 Setback HVAC -4 WATER HEATING SYSTEMS Rated 1 Water Heater Water Heater -Distribution # in Input System Name Type Type Syst. Btu/hr AMERICAN CG32-100T88- Large Gas Recirc/Time+Temp •1 88,000 WA Tank Energy Facti 1 External Cap. or Recovery Standby Tank Insul. (gal) Efficiency Loss (%) R -Value 96 0.85 0.0200 0.0 1 For small gas storage (rated inputs of less than or equal to 75,000 Btu/hr), electric resistance and heat pump water heaters, list energy factor. For large gas storage water heaters (rated input of greater than 75,000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss. For instantaneous gas water heaters, list Rated Input and Recovery Efficiency. REMARKS COMPLIANCE STATEMENT This certificate of compliance lists the building features and performance specifications needed to comply with Title 24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. The undersigned recognize that compliance using duct sealing and TXV's requires installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Documentation Author Name: Name: Tim Scott Title/Firm: BBG Architects Title/Firm: H & H Air Conditioning Address: 20371 Irvine Ave., Suite 120 Address: 74-991 Joni Drive #20 Santa Ana Heights, Ca 92707-5651 Palm Desert, CA 92260-2043 Telephone: (714) 434-2506 Telephone: (760) 340-30 8 Lic. #: (signature)date (date) (signaturedate)) Enforcement Agency Name: Title/Firm: Address: Telephone: signature stamp date Run Initiation Time: 09/27/0410:11:38 ' Run Code:, 1096305098 EnergyPro 3.1 By EnergySoft User Number: 5533 Job Number: Page:5 of 36 Certificate of Compliance: Residential (Addendum) CF -1 R �►ndrew Pierce Corporation 9/27/04 �l'ro/ect Title Date Special Features and Modeling Assumptions The local enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The local enforcement agency determines the adequacy of the justification, and may reject a.building or design that otherwise complies based on the adequacy of the special justification and documentation submitted. I Pia„ F;Ai, C � The HVAC System "HVAC -1 & 2" must meet all CEC Criteria for a Zonally Controlled system serving only Living Areas. The HVAC System "HVAC -1 & 2" includes credit for a Radiant Barrier installed per Section 8.13 of the Residential Manual. HIGH MASS Design(see C-211) - Verify Thermal Mass: 309 sqft Covered Slab Floor, 3.50" thick at Living/Kitchen/Dining/Noo HIGH MASS Design(see C -2R) - Verify Thermal Mass: 1398 sqft Exposed Slab Floor, 3.50" thick at Living/Kitchen/Dining/Nook The. HVAC System "HVAC -3" must meet all CEC Criteria for a Zonally Controlled system serving only Sleeping Areas. The HVAC System "HVAC -3" includes credit for a Radiant Barriee installed per Section 8.13 of the Residential Manual. HIGH MASS Design(see C -2R) - Verify Thermal Mass: 571 sqft Covered Slab Floor, 3.50" thick at Master Suite HIGH MASS Design(see C-211) - Verify Thermal Mass: 281 sqft Exposed Slab Floor, 3.50" thick at Master Suite The HVAC System "HVAC -4" must meet all CEC Criteria for a Zonally Controlled system serving only Sleeping Areas. The HVAC System "HVAC -4" includes credit for a Radiant Barrier installed per Section 8.13 of the Residential Manual. HIGH MASS Design(see C-211) - Verify Thermal Mass: 288 sqft Covered Slab Floor, 3.50" thick at Den/Office HIGH MASS Design(see C-211) - Verify.Thermal Mass: 38 sqft Exposed Slab Floor, 3.50" thick at Den/Office HIGH MASS Design(see C -2R) - Verify Thermal Mass: 272 sqft Covered Slab Floor, 3.50" thick at Casita HERS Required Verification These features must be confirmed and/or tested by a certified HERS rater under the supervision of a CEC approved HERS :;.le TLas 0000 ..4 ..4 .1.. .-a •1-., s:..13 . -:r._ �- _ _.__.. _..� ..�..� .-..�. ...��. ��........ .. ..... ..v.� .v...•vva•v.• a...� v.uy. via. ar aa.Jay VIIGJG IIIGPJ 4I GJ VII q IVI111 Vr-V R. an le ld e system - includes Reffiberant Charge and Airflow Credit (ora certitied HERS ra er —must prc vicle verifification of the TXV, or measure the Refrigerant Charge and Airflow. - The HVAC System "HVAC -1 & 2" is using reduced duct leakage to comply and must have diagnostic site testing of duct leal age performed by a certified HERS Rater. The results of the diagnostic testing must be reported on a CF -6R Form. The HVAC System "HVAC -3" includes Refrigerant Charge and Airflow Credit ora TXV). A certified HERS rater must provide verifification of the TXV, or measure the Refrigerant Charge and Airflow. e HVAC system is using reduced uc leakage to comply and must have diagnostic site testing ot ductleakage performed by a certified HERS Rater. The results of the diagnostic testing must be reported on a CF -6R Form. The HVAC System includes Refrigerant Charge and Airflow Credit (ora certified HERSra er must providd— verifification of the TXV, or measure the Refrigerant Charge and Airflow. The HVAC System is using re uce uc ea age to comply and must have diagnostic site testing of TuRTT—eakage performed.by a certified HERS Rater. The results of the diagnostic testing must be reported on a CF -611 Form. Run InitiationTime: un Code: 1096305098 EnergyPro 3.1 By EnergySoft User Number: 5533 Job Number: Page:6 of 36 tUdificate of Compliance: Residential (Addendum) CF -1 R Affipndrew Pierce Corporation 9/27/04 Project Title Date. Special Features and Modeling Assumptions The local enforcement agency should pay special attention to the items specified in this.checklist. These items require special written justification and documentation, and special verification to tie used with'the performance approach. The local - enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies UOJWU U11 1110 dUel4UC1L.Y U1 U1e bpULAC l JUaun�auun anU UUcurnemauvn suomiaeU. _,P lanield HIGH MASS Design(see C -2R) - Verify Thermal Mass: 91 sqft Exposed Slab Floor, 3.50" thick at Casita HIGH MASS Design(see C -2R) -Verify Thermal Mass: 187 sgft Exposed Slab Floor, 3.5V.thick at.Loft/M Bdrm Hall. t k HERS Required Verification These features must be confirmed and/or tested by a certified HERS rater under the supervision of a CEC.approved HERS provider. The HERS rater must document the field verification and diagnostic testing of these measures on a form CF -6R. an ie ld "1 T• - Run Initiation Time: un Code: e: EnergyPro 3.1• By EnergySoft User. Number: 5533 !Job Number:. - . 1 Pagel of 36 s 1 ' Mandatory Measures Checklist: Residential ' . (Page 1 of 2) MF -1 R . - NOTE: Lowrise residential buildings subject to the Standards must containthese measures regardless of the compliance approach used. Items marked with an • ,asterisk (•) may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the, documents or on this checklist only. f DESCRIPTION Instructions: Check or initial applicable boxes or enter N/A if not applicable. DESIGNER ENFORCEMENT Building Envelope Measures ®'§150(a): Minimum R-19 ceiling. insulation. ❑ , § 150(b): Loose fill insulation manufacturer's labeled R -Value. '§ 150(c): Minimum R-13 wall in in wood framed walls or equivalent U -value in metal frame walls (does ® not apply to exterior mass walls). • I 0 ' § 150(d): Minimum R-13 raised Floor insulation in framed Floors or equivalent. , 150(1): Slab edge insulation- water absorption rate no greater than 0.3%, water vapor'transmission rate no ' ❑§ greater than 2.0 piemVinch. ®§118: Insulation specified or installed meets insulation quality standards. Indicate type and form. rX§ 116-17: Fenestration Products, Exterior Doors and Infiltration/Exfiltration Controls , 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. 2. Fenestration products (except field fabricated) have label with certified LI -Factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration certification. 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. §150(g): Vapor barriers mandatory in Climate Zones 14 and 16 only.. § 150(f): Special infiltration barrier installed to comply with Section 151 meets Commission quality standards.' 4- §150(e): InstallationofFireplaces, Decorative Gas Appliances and Gas Logs.` 1. Masonry and factory-built,fireplaces have: ` a. Cl oseable metal or glass door " b. Outside air intake with damper and control' , c. Flue damper and control , 2. No continuous burning gas pilots allowed. Space'Conditioning, Water Heating and Plumbing System Measures ® ,.§110-13: HVAC equipment, water heaters, showerheads and.faucets certified by the Commission. ❑X § 150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACOA. ® §150(i): Setback thermostat on all applicable heating and/or cooling systems. ®§1500): Pipe and Tank Insulation - 1. Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with insulation having an installed thermalresistanceof R-12 or greater. I 2. First 5 feet of pipes closest to water heater tank; non -recirculating systems, insulated (R4 or greater) 3. Back-up tanks for solar system, unfired storage tanks, or other indirect hot water tanks have R-12 external insulation or R-16 combined internal/external insulation. ' 4. All buried or exposed piping 1risulated in recirculating sections of hot water systems. ' 5. Cooling system piping below 55 degrees F. insulated. - 6. Piping insulating between heating source and indirect hot water tank. EnergyPro 3.1' By EnergySoft User Number: 5533 7 'Job Number: Page:8 of 36 4 Wandatory, Measures Checklist: -Residential (Page 2 of 2) MF -1 R ,, „ NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an asterisk • (') may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. I ♦. • DESCRIPTION Instructions: Check or initial applicable boxes or enter N/A if not applicable. F DESIGNER ENFORCEMENT Space Conditioning, Water Heating and Plumbing System Measures: (continued) '§ 150(m): Ducts and Fans 4 1. All ducts and plenums installed, sealed and insulated to meet the requirements of the 1998 CMC Sections, 601, 603, 604 and Standard 6-3; ducts insulated to a minimum installed level of R-4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape, aerosol sealant, or other duct -closure system that meets the applicable requirements of UL181, UL181A,.or UL181B. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used. Building cavities shall not be used for conveying conditioned air. 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 drawbands. " 2. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. 3. Joints and seams of duct systems and their components shall 'not be sealed with cloth back rubber adhesive duct tapes unless such a tape is used in combination with mastic and drawbands. 4. Exhaust fan systems have back draft or automatic dampers.. i 5. Gravity.ventilation systems serving conditioned space have eitherautomatic or readily, accessible, manually , operated dampers. 6. Protection of Insulation. Insulation shall be protected -from damage, including that due to sunlight, moisture, equipment maintenance, and wind but not limited to the following: Insulation exposed to weather shall be suitable for outdoor service e.g., protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding; from solar radiation that can cause degradation of the material. „ (� § 114: Pool and Spa Heating Systems and Equipment 1. Certified with 78% thermal efficiency, on-off switch, weatherproof operating instructions, no electric resistance I heating, and no pilot. ' . - • 2. System is.insfalled with at least 36" of pipe between filter and heater for future solar, cover for outdoor pools or - spas. a. At least 36" of pipe between filter and heater for future solar heating. b. Cover for outdoor pools or outdoor spas. 3. Pool system has directional inlets and a circulation pump time'switch. iL] §115: Gas fired central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously burning pilot light. (Exception: Non -electrical cooking appliances with pilot < 150 Btu/hr) a ® §118 (f): Cool Roof material meet specified.criteria Lighting Measures _ e §150(k)1: Luminaires for general lighting in kitchens shall have lamps with an efficacy 40 lumens/watt or greater for general lighting in kitchens. This general lighting shall be controlled by a switch on a readily accessible lighting control panel at an entrance to the kitchen. %� §150(k)2: Rooms with a shower or bathtub must have either at least one luminaire with lamps with an efficacy of 40 lumens/watt or greater switched at the entrance to the room or one of the alternative to this requirement , allowed in Section 150(k)2.; and recessed ceiling fixtures are IC (insulation cover) approved. t 3,1 By EnergySoft User Number: 5533 Job Number:. Page:9 of 36 t Computer Method Summary (Part 1 of 3) C -2R ndrew Pierce Corporation 9/27/04 rof Tit e a e _Lot 208 -Hideaway La Quinta Pro/—'ect Address w m' g Pe�mif- H & H Air Conditioning (760) 340-3088 P an C>,ecwUa e -Docu�a if onAu ofd a ep one Computer Performance 15 ie Chemic dDa e Compliance etho—c (Package or computer) C ima a zone Source Energy Use Standard Proposed Compliance (kBtu/sf-yr) Design Design Margin Space Heating Space Cooling Domestic Hot Water Totals 3.90 3.16 0.74 37.72 35.89 1.82 6.92 6.85 0.08 —48.5-4 54 45.90 2.65. %3trvtrwL irvrvruviHI1UN X Slab Floor Conditioned Floor Area: 4,116 Floor Construction Type: F-1 Raised Floor Building Type: Single Fam Detached Building Front Orientation: (West) 255 deg 'Total Fenestration Area: 22.5% Number of Dwelling Units: 1.00 Total Conditioned Volume: 45,257 Number of Stories: 1 Slab Floor Area: 3,435 BUILDING ZONE INFORMATION # of Thermostat Vent Zone Name Floor Area Volume Units Zone Type Type Hgt. Area HVAC -1 & 2 1,707 21,167 0.41 Living_ LivingStat 2 n/a VAC -3 852 8,520 0.21 Sleeping SleepingStat 2 n/a VAC -4 1,557 15,570 0.38 Sleeping SleepingStat 2 n/a OPAQUE SURFACES Act. Type Area U -Fac. Azm. Tilt Som Gains Y/N Roof 1,607 0.028 255 20 Wall 460 0.059 255 90 Door 21 0.387 255 90 Wall 476 0.059 345 90 Wall 327 0.059 75 90 Wall 646 0.059 165 90 Roof 755 0.028 255 20 Wall 118 0.059 255 90 Wall 473 0.059 345 90 Wall 360 0.059 75 90 Roof 29 0.028 255 20 Wall 42 0.059 255 90 Wall 75 0.059 165 90 Roof 363 0.028 255 20 Wall 205 0.059 255 90 Wall 85 0.059 345 90 Wall 152 0.059 165 90 Roof 440 0.028 255 20 Wall 122 0.059 255 90 Wall 122 0.059 345 90 Wall 175 0.059 75 90 Wall 120 0.059 165 90 Roof 241 0.028 255 20 Wall 224 0.059 255 90 Wall 154 0.059 345 90 80 0.059 75 90 •Wall Wall 98 0.059 165 90 Form 3 Reference R-38 Roof (R.38.2x14.16) R-21 Wall (W.21.2x6.16) Solid Wood Door R-21 Wall (W.21.2x6.16) R-21 Wall (W.21.2x6.16) R-21 Wall (W.21.2x6.16) R-38 Roof (11.38.2x14.16) R-21 Wall (W.21.2x6.16) R-21 Wall (W.21.2x6.16) R-21 Wall (W.21.2x6.16) R-38 Roof (11.38.2x14.16) R-21 Wall (W.21.2x6.16) R-21 Wall (W.21.2x6.16) R-38 Roof (R.38.2x14.16) R-21 Wall (VN.21.2x6.16) R-21 Wall (W.21.2x6.16) R-21 Wall (W.21.2x6.16) R-38 Roof (R.38.2x14.16) R-21 Wall (W.21.2x6.16) R-21 Wall (W.21.2x6.16) R-21 Wall (W.21.2x6.16) R-21 Wall (W:21.2x6.16) R-38 Roof (R.38.2x14.16) R-21 Wall (W.21.2x6.16) R-21 Wall (W.21.2x6.16) R-21 Wall (W.21.2x6.16) R-21 Wall (W.21.2x6.16) Location / Comments Living/Kitchen/Dining Living/Kitchen/Dining Living/Kitchen/Dining Livin /Kitchen/Dining Living/Kitchen/Dining Living/Kitchen/Dining Master Suite Master Suite Master Suite Master Suite Den/Office Den/Office _ Den/Office _ Casita Loft/M Bbrm Hall Loft/M Bbrm Hall Loft/M Bbrm Hall Loft/M Bbrm Hall Loft/M Bbrm Hall Guest Bedroom Guest Bedroom _ Guest Bedroom Guest Bedroom Guest Bedroom Run Initiation Time: 09/27/04 13:43:25 • Run Code:. 1096317805 EnergyPro 3.1 By EnergySoft User Number: 5533 Job Number: Page: 10 of 36 1 Computer Method Summary (Part 2 of 3) C -2R drew Pierce 9/27/04 ate U- Act. - Glazing Type Location/ # Type Area Factor SHGC Azm. Tilt Comments 1 Window Front est 15.0 2 Window Front (West) 40.0 3 Window Front (West) 6.0 4 Window Left (North) 6.0 5 Window Left (North) 6A 6 Window Left (North) 15.0 7 Window Rear East) 150.0 8 Window Rear (East) 15.0 9 Window Rear (East) 15.0 10 Window Rear (East) 15.0 11 Window Rear (East) 5.0 12 Window Rear (East) 5.0 13 Window Rear East 5.0 14 Window Rear (East) 5.0 15 Window Rear (East) 5.0 16 Window Rear (East) 5.0 17 Window Right (South) 24.0 18 Window Right (South) 48.0 19 Window Right (South) 24.0 20 Window Right (South) 6.0 21 Window Right (South) 6.0 22 Window Right (South) 6.0 23 Window Right (South) 6.0 24 Window Right (South) 20.0 25 Window Right (South) 27.0 6 Window Right (South) 8.0 T V11m"�Ic ow RigTf -(Souft7i 8-0- 28 Wins owFrom es T2.5- 29 Window Left (North) 24.0 INTERIOR AND EXTERIOR SHADING # Exterior Shade Type SHGC 0.600 0.550 0.600 0.600 0.570 0.600 0.850 0.600 0.570 0.600 0.570 0.570 0.570 0.570 0.570 0.570 0.570 0.550 0.570 0.570 0.570 0.570 0.570 0.550 0.600 0.600. -0:600- 6.5T0- 0.570 0.53 255 90 Double NonMtl Tinted Default 0.53 255 90 Double NonMtl Tinted Default 0.53 0.53 0.55 0.53 0.59 255 345 345 345 75 90 Double NonMtl Tinted Default, 90 Double NonMtl Tinted Default 90 Double NonMtl Tinted Default 90 Double NonMtl Tinted Default Double Metal Tinted Default 0.53 0.55 75 75 __90 90 Double NonMtl Tinted Default 90 Double NonMtl Tinted Default 0.53 75 90 Double NonMtl Tinted Default 0.55 75 90 Double NonMtl Tinted Default 0.55 0.55 75 75 90 Double NonMtl Tinted Default 90 Double NonMtl Tinted Default 0.55 0.55 75 75 90 Double NonMtl Tinted Default 90 Double NonMtl Tinted Default 0.55 75 90 Double NonMtl Tinted Default 0.55 0.53 165 165 90 Double NonMtl Tinted Default 90 Double NonMtl Tinted Default 0.55 165 90 Double NonMtl Tinted Default 0.55 165 90 Double NonMtl Tinted Default 0.55 165 90 Double NonMtl Tinted Default 0.55 165 90 Double NonMtl Tinted Default .0.55 165 90 Double NonMtl Tinted Default 0.53 0.53 0.53 165 165 165 90 Double NonMtl Tinted Default 90 Double NonMtl Tinted Default 90 Double NonMtl Tinted Default -033 0.55DoubleNonMtl X65 -S0ouD�rN_o_nM mte-d-De au f- Tintede of uTf_ 0.55 345 90 Double NonMtl Tinted Default WITFIre. 980101. 2 Bug Screen 0.76 8.0 5.0 6.0 0.1 6.0 6.0 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 10.0 15.0 10.0 0.1 10.0 10.0 -8- Bug Screen 0.T6- 9 Bug Screen 0.76 10 Bug Screen 0.76 11- Bug Screen 036 TZ Bug Screen 0:76- 13 Bug Screen -07-6 14 Bug Screen 0 1� T5 Bug Screen -0-.76- -.7fi16 1-6 Bug Screen 0 716 17 Bug Screen 0.76 1-9 Bug Screen -0-.76- .7fi19 1-9 Bug Screen 0.76 26 Bug Screen 0.n 31- Bug Screen 22 Bug Screen 0.76 23 Bug Screen 0.76 24 Bug Screen 0.76 25 Bug Screen 0.76 6 Bug Screen 0.76 7 Bug Screen 0.76 28 Bug Screen 0.76 29 Bug Screen 0.76 Left Fin Living/Kitchen/Dining__ Living/Kitchen/Dining Living/Kitchen/Dining Living/Kitchen/Dining Living/Kitchen/Dining Living/Kitchen/Dining Living/Kitchen/Dining Living/Kitchen/Dining Living/Kitchen/Dining Living/Kitchen/Dining Living/Kitchen/Dining Living/Kitchen/Dining Living/Kitchen/Dining Living/Kitchen/Dining Living/Kitchen/Dining _ Living/Kitchen/Dining Living/Kitchen/Dining Living/Kitchen/Dining iCving/Kitchen/Dining Masfe-r Swte __ Master Suite ht Fin Run Initiation Time: 09/27/0413:43:25 Run Code: 1096317805 EnergyPro 3.1 By EnergySoft User Number: 5533 Job Number: Page: 11 of 36 Computer Method Summary (Part 2 of 3) C -2R ndrew Pierce Corporation 9/27/04 roject Tiif Fe -Date U- Act. Glazing Type Location/ # Type Area Factor SHGC Azm. Tilt Comments 30 Window Left (North) 48.0 0.550 0.53 345 90 Double NonMtl Tinted Default Master Suite 51 Window Left (North) 24.0 0.570 0.55 345 90 Double NonMtl Tinted Default Master Suite 52 Window Left (North) 11.2 0.600 0.53 345 90 Double NonMtl Tinted Default Master Suite 53 Window Left (North) 15.0 0.570 0.55 345 90 Double NonMtl Tinted Default Master Suite 34 Window Rear (East) 40.0 0.550 0.53 75 90 Double NonMtl Tinted Default Master Suite 55 Window Rear (East) 40.0 0.550 0.53 75 90 Double NonMtl Tinted Default _ Master Suite 36 Window Front (West) 18.0 0.600 0.53 255 90 Double NonMtl Tinted Default Den/Office 57 Window Right (South) 15.0 0.600 0.53 165 90 Double NonMtl Tinted Default Den/Office 38 Window Front (West) 18.0 0.600 0.53 255 90 Double NonMtl Tinted Default Casita 39 Window Front (West) 6.0 0.600 0.53 255 90 Double NonMtl Tinted Default Casita 40 Window Front (West) 6.0 0.600 0.53 255 90 Double NonMtl Tinted Default Casita 41 Window Right (South) 3.8 0.600 0.53 165 90 Double NonMtl Tinted Default Casita 42 Window Right (South) 3.8 0.600 0.53 165 90 Double NonMtl Tinted Default Casita 43 Window Right (South) 20.0 0.550 0.53 165 90 Double NonMtl Tinted Default _ Casita 44 Window Front (West) 40.0 0.550 0.53 255 90 Double NonMtl Tinted Default Loft/M Bbrm Hall 45 Window Front (West) 8.0 0.570 0.55 255 90 Double NonMtl Tinted Default Loft/M Bbrm Hall 46 Window Left (North) 8.0 0.600 0.53 345 90 Double NonMtl Tinted Default Loft/M Bbrm Hall 47 Window Rear (East) 5.0 0.570 0.55 75 90 Double NonMtl Tinted Default Loft/M Bbrm Hall 48 Window Rear (East) 5.0 0.570 0.55 75 90 Double NonMtl Tinted Default Loft/M Bbrm Hall 49 Window Rear (East) 5.0 0.570 0.55 75 90 Double NonMtl Tinted Default Loft/M Bbrm Hall 50 Window Front (West) 20.0 0.600 0.53 255 90 Double NonMtl Tinted De cult Guest Bedroom 51 Window Front (West) 6.0 0.600 0.53 255 90 Double NonMtl Tinted Default Guest Bedroom 52 Window Left (North) 16.0 0.600 0.53 345 90 Double NonMtl Tinted Default Guest Bedroom 53 Window Right (South) 12.0 0.600 0.53 165 90 Double NonMtl Tinted Default Guest Bedroom INTERIOR AND EXTERIOR SHADING Window Overhang Left Fin Right Fin # -3-0-Bug Exterior Shade Type SHGCgra Len. Hgt. LExt. RExt. Dist. Len. Hgt. -Dist. Len. Hgt. Screen 0.76 51 Bug Screen 0.76 52 Bug Screen 0.76 53 Bug Screen 0.76 54 Bug Screen 0.76 "- 35 Bug Screen 0.76 - 36 Bug Screen 0.76 Y " 37 Bug Screen O:7fi -- 58 Bug Screen 0.76 59 Bug Screen -F7-6- 40 Bug Screen 0M 4T Bug Screen 0-76- 42 Bug Screen 0:76 43 Bug Screen -0-M 44 Bug Screen 0:76- 45Bug Screen 076- 46 Bug Screen 0.76 -- 47 BugScreen 0:76- 48 Bug Screen -0 T6 49 Bug Screen __OM -- 50 Bug Screen 0.76 51 Bug Screen 0.76 52 Bug Screen 0.76 53 Bug Screen 0.76 Run Initiation Time: 09/2710413:43:25 Run Code: 1096317805 EnergyPro 3.1 By EneravSoft User Number: 5533 Job Number: Page: 12 of 36 Computer Method Summary, (Part 3 of 3) C -2R "ndrew Pierce Corporation Slab Perimeter 9/27/04 ro/ect Tile 0.0 0 'Date ` THERMAL MASS FOR HIGH MASS DESIGN 0.76 0.0 Area Thick. Heat Inside Location Type (sf) (in.) Cap. Cond. Form 3 Reference R -Val. Comments Concrete, Heavyweight 309 3.50 28 0_98 n/a. --3.50 _ 2 Living/Kitchen/Dining / Slab on Grade Concrete, Heavyweight 1,398 28 0.98 n/a 0 Living/Kitchen/Dining / Slab on Grade Concrete, Heavyweight 571 3.50 28 0.98 n/a 2 Master Suite / Slab on Grade Concrete, Heavyweight 281 3.50 28 0.98 n/a 0 Master Suite / Slab on Grade Concrete, Heavyweight 288 3.50 28 0.98 n/a 2 Den/Office / Slab on Grade PERIMETER LOSSES ` Type Length F2 Factor Insulation R, -Val. Depth Slab Perimeter 56 0.76 0.0 0 Slab Perimeter 114 0.76 0.0 01 Slab Perimeter 86 0.76 0'.0 0 Slab Perimeter 29 • 0.76 0.0 .0 Slab Perimeter 15 0.76 0.0 0 HVAC SYSTEMS Heating Equipment Type (furnace, heat pump, etc.) Location / Comments uvmgifvtcneniuimng Master Suite Master Suite Den/Office r Minimum Distribution. Type Efficiency and Location Duct Thermostat Location / (AFUE/HSPF)(ducts/attic, etc.) R -Value Type Comments Central Furnace 81%AFUE Ducts in Attic r .42 Setback HVAC -1 & 2 Central Furnace 81%AFUE Ducts in Attic 4.2 Setback HVAC -3 Central Furnace. 80%AFUE Ducts in Attic 41Setback HVAC -4 11W-lydronic Piping Pipe System Name Length Cooling Equipment Type (air conditioner, heat pump, evap. cooling) Split Air Conditioner Split Air Conditioner Split Air Conditioner .r. Pipe Insul. Diameter Thick. r • l WATER HEATING SYSTEMS Ratedl. Tank Energy Fact? 1 Tank Insul. Water Heater Water Heater Distribution . # in Input Cap.. or Recovery Standby R -Value System Name Type Type. Syst.i (Btu/hr) (gal) Efficiency Loss (%) Ext. AMERICAN CG32-100T88-4N** Large Gas Recirc/Time+Temp 11 88,000 96 0.85 0.0200 0.0 1 For small gas storage (rated input <= 75000 Btu/hr), electric resistance and heat pump water heaters, list energy factor. 'For large gas storage water heaters (rated input > 75000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss. For instantaneous gas water heaters, list Rated Input, and Recovery Efficiency. r REMARKS Run Initiation Time: 09/27/04 10:11:38 - Run Code: 1096305098 - EnergyPro 3.1 By EnergySoft User Number: 5533 Job Number: Page: 13 of 36 Minimum Duct t Efficiency Location Duct Thermostat Location / (SEER) (attic, etc,) R -Value Type Comments - 13.0 SEER Ducts in Attic 4.2 Setback HVAC -1 & 2 13.0 SEER Ducts in Attic 4.2 Setback. HVAC -3 13.0 SEER Ducts in Attic 4.2 Setback HVAC -4 l WATER HEATING SYSTEMS Ratedl. Tank Energy Fact? 1 Tank Insul. Water Heater Water Heater Distribution . # in Input Cap.. or Recovery Standby R -Value System Name Type Type. Syst.i (Btu/hr) (gal) Efficiency Loss (%) Ext. AMERICAN CG32-100T88-4N** Large Gas Recirc/Time+Temp 11 88,000 96 0.85 0.0200 0.0 1 For small gas storage (rated input <= 75000 Btu/hr), electric resistance and heat pump water heaters, list energy factor. 'For large gas storage water heaters (rated input > 75000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss. For instantaneous gas water heaters, list Rated Input, and Recovery Efficiency. r REMARKS Run Initiation Time: 09/27/04 10:11:38 - Run Code: 1096305098 - EnergyPro 3.1 By EnergySoft User Number: 5533 Job Number: Page: 13 of 36 Run Initiation Time: 09/27/0410:11:38 Run Code: 1096305098, - l EnergyPro 3.1 By. EnergySoft User Number: 5533 Job Number: Page: 14 of 36 y,. Computer M `Summary�t . T Method, � (Part 3 of 3) :. C -2R, AftndreW Pierce Corporation r a 9/27/04 project Tit a _.. -Date - THERMAL MASS FOR HIGH MASS"DESIGN ' Area Thick. Heat Inside Location Type (sf)' (in.) Cap, Cond. Form.3 Reference - R -Val Comments ' Concrete, Heavyweight 38 3_50. 28 ;' 0_98 n/a ' 0 Den/Office / Slab on Grade Concrete, Heavyweight 272 3.50. 28 0.98 .n/a . 2 Casita / Slab on Grade Concrete, Heavyweight 91. 3.50 28 0.98 n/a 0 Casita /Slab on Grade , Concrete, Heavyweight 187 3.50 28' 0.98 n/a 0 Loft/M Bbrm Hall / Slab on Grade PERIMETER LOSSES ' F2 Insulation Type Length Factor R -Val. Depth. Location / Comments _ _ Slab Perimeter 37 0.76 0.0 0 Casita . Slab Perimeter 13 0.76 0.0 0 - . Casita'_ HVAC SYSTEMS y Heating Equipment Minimum 'Distribution Type F Type'(furnace, heat Efficiency and Location Duct Thermostat Location / pump, etc.) (AFUE/HSPF)(ducts/attic, etc.) R -Value Type Comments Y AMC ydronic Piping f Pipe, Pipe Insul. ,. System Name Length Diameter Thick. - - Cooling Equipment Minimum Duct Type (air conditioner, Efficiency Location , Duct,. Thermostat Location / heat pump, evap. cooling) (SEER) (attic, etc) R -Value Type Comments WATER HEATING SYSTEMS Ratedl Tank Energy Fact? 1 Tank Insul. y Water Heater Water Heater . Distribution # in -Input' Cap. - or Recovery Standby R -Value System Name Type Type Syst. (Btu/hr)' (gal) Efficiency Loss (%) Ext. - r , 1 For small gas storage (rated input <= 75000 Btu/hr), electric resistance and heat pump water heaters, list energy factor. For large gas storage water heaters (rated input > 75000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss. For instantaneous gas water heaters, list Rated Input, and Recovery Efficiency. REMARKS,-, - Run Initiation Time: 09/27/0410:11:38 Run Code: 1096305098, - l EnergyPro 3.1 By. EnergySoft User Number: 5533 Job Number: Page: 14 of 36 y,. Computer Method Summary (Addendum) C -2R ndrew Pierce Corporation 9/27/04 Imw Project Title Date Special Features and Modeling Assumptions The local enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The local enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the adequacy of the special justification and documentation submitted. Plan Field The HVAC System "HVAC -1 & 2" must meet all CEC Criteria for a Zonally Controlled system serving only Living Areas. The HVAC System "HVAC -1 & 2" includes credit for a Radiant Barrier installed per Section 8.13 of the Residential Manual. HIGH MASS Design(see C -2R) - Verify Thermal Mass: 309 sqft Covered Slab Floor, 3.50" thick at Living/Kitchen/Dining/Nook HIGH MASS Design(see C -2R) - Verify Thermal Mass: 1398 sqft Exposed Slab Floor, 3.50" thick at Living/Kitchen/Dining/No k The HVAC System "HVAC -3" must meet all CEC Criteria for a Zonally Controlled system serving only Sleeping Areas. The HVAC System "HVAC -3" includes credit for a Radiant Barrier installed per Section 8.13 of the Residential Manual. HIGH MASS Design(see C -2R) - Verify Thermal Mass: 571 sqft Covered Slab Floor, 3.50" thick at Master Suite HIGH MASS Design(see C -2R) - Verify Thermal Mass: 281 sqft Exposed Slab Floor, 3.50" thick at Master Suite The HVAC System," HVAC -4" must meet all CEC Criteria for a Zonally Controlled system serving only Sleeping Areas. The HVAC System "HVAC -4" includes credit for a Radiant Barrier installed per Section 8.13 of the Residential Manual. HIGH MASS Design(see C -2R) - Verify Thermal Mass: 288 sqft Covered Slab Floor, 3.50" thick at Den/Office HIGH MASS-Design(see C-211) - Verify Thermal Mass: 38 sqft Exposed Slab Floor, 3.50" thick at Den/Office HIGH MASS Design(see C-211) - Verify Thermal Mass: 272 sqft Covered Slab Floor, 3.50" thick at Casita HERS Required Verification These features must be confirmed and/or tested by a certified HERS rater, under the supervision of a CEC approved HERS nrnvirlar Tha biFRR rater mnef rinrnmanf fhn finl rifin�fii.n �..A .I:..... N ♦w H - _c aa. - _ _ ____- _ _-_ . __. __ .�_. ...___-.��-.... �..- .. ... ....... .... ............. a...� ...uy..v�•.� •a.uuy vl VICJc IIIca5UFes VII a 1V1111 %,r -OR. an Field e HVAG Siy-stem - includes Refrigerant Charge and AIMOW Credit (or a certified HERS rater must provide verifificatiori of the TXV, or measure the Refrigerant Charge and Airflow. + The HVAC System "HVAC -1 & 2" is using reduced duct leakage to comply and must have diagnostic site testing of duct lea age performed by a certified HERS Rater. The results of the diagnostic testing must -be reported on a CF -6R Form. H The HVAC System "HVAC--3"-includes Refrigerant Charge and Airflow Credit (or a TXV). A certified HERS rater must provide verifification of the TXV, or measure the Refrigerant Charge and Airflow. e HVAC Sys em is using reduced uc leakage to comply and must have ciiagnostic site testing of ductleakage performed by a certified HERS Rater.. The results of the diagnostic testing must be reported on a CF -6R Form. The HYAG System , includes Refrigerant Charge and Airflow Credit (ora certified HERS rater must provi verifification of the TXV, or measure the Refrigerant Charge and Airflow. r TITe ys em is using reduced uc leakage to comply and must have diagnostic site testing of ductleakage performed by a certified HERS Rater. The results of the diagnostic testing must be reported on a CF -6R Form. e: EnergyPro 3.1 By EnergySoft User Number: 5533 Job Number: Page: 15 of 36 Computer. Method Summary (Addendum) C -2R �ndrew Pierce Corporation 9/27/04 ko" j"ect Title Date Special Features and Modeling Assumptions The local enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The local enforcement agency determinesthe adequacy of the justification, and may reject a building or design that otherwise complies .. .. v Ll— auc4—Y — anc aFW�9m Juauni.auVn anu uvwnrenrauvn svunuueu.. • Plan Field HIGH MASS Design(see C -2R) - Verify Thermal Mass: 91 sgft Exposed Slab Floor, 3.50" thick at Casita - HIGH MASS Design(see C-211) - Verify Thermal Mass: 187 sgft Exposed Slab Floor, 3.50" thick at Loft/M Bdrm Hall HERS Required Verification These features must be confirmed and/or tested by a certified HERS rater under the supervision of a CEC approved HERS provider. The HERS rater must document the field verification and diagnostic testing of these measures on a form CF -6R, an ie un InitiationTime: un. Code: 1096305098 EnergyPro 3.1 By EnergySoft User Number: 5533 Job Number: Page: 16 of 36 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE Andrew Pierce Corporation 9/27/04 YSTEM NAME FLOOR AREA HVAC -1 & 2 1,707 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 2 Heating System Output per System 71,000 Total Output (Btuh) 142,000 Output (Btuh/sqft) 83.2 Cooling System Output per System 42,000 Total Output (Btuh) 84,000 Total Output (Tons) 7.0 Total Output (Btuh/sgft) 49.2 Total Output (sgft/Ton) 243.9 Air System CFM per System 1,600 Airflow (cfm) 3,200 Airflow (cfm/sgft) 1.87 Airflow (cfm/Ton) 457.1 1 11 Outside Air (%) 0.0 Outside Air (cfm/sgft) 0.00 Note: values above given at ARI conditions 26.0 of 69.5 of 69.5 of Outside Air z� 0 cfm 69.5 OF 11.0 / 77.6 of 310 Outside Ai 0 cfm 4.5 / 63.2 of Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD VAC EQUIPMENT SELE COIL COOLING PEAKCOIL HTG. PEAK CFM Sensible Latent CFM Sensible i Total Adjusted System Output (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK 54,743 18,174 Aug 2 pm 2,32 37,025 0 729 31,617 0 1,851 1,581 0 0 0 0 0F o 0 0 pl 1,851 1,581 40,728 0� CARRIER 38HDC042 54,743 18,174 Total Adjusted System Output (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK 54,743 18,174 Aug 2 pm Supply Fan Heating Coil 3200 cfm k Return Air Ducts AWIVIG I F%1V0 trursiream i empera[ures aL I Ime 74.5/63.2OF 74.5/63.20F m 58.5/57.6oF Supply Fan Cooling Coil 3200 cfm k Return Air Ducts Y 34,779 142,000 142,000 Jan 12 am Supply Air Ducts 110.8 of ROOMS 70.0 of Supply Air Ducts 59.0 / 57.8 of 55.0% R.H. w ROOMS 74.0 / 63.1 of EnergyPro 3.1 By EnergySoft User Number: 5533 Job Number: Page 17 of 36 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE . Andrew Pierce Corporation 9/27/04 SYSTEM NAME FLOOR AREA HVAC -3 Qr,D Number of Systems 1 Heating System Output per System 54,000 Total Output (Btuh) 54,000 Output (Btuh/sqft) 63.4 Cooling System Output per System 34,000 Total Output (Btuh) 34,000 Total Output (Tons) 2.8 Total Output (Btuh/sqft) 39.9 Total Output (sgft/Ton) 300.7 Air System CFM per System 1,200 Airflow (cfm) 1,200 Airflow (cfm/sgft) 1.41 Airflow (cfmlron) 423.5 Outside Air (%) 0.0 Outside Air (cfm/sqft) 0.00 Note: values above given at ARI conditions 26.0 of >--o Outside Ai 0 cfm 69.5 OF 111.0 177.6 of Outside Ai 0 cfm 74.5 / 61.6 of Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK COIL HTG. PEAK CFM Sensible Latent CFM I Sensible 604 11,520 0 315 13,812 0 576 691 0 0 0 0 0 0 0 0 0 576 691 12,672 0 15,193 CARRIER 38HDC036 24,046 4,687 54,000 I Total Adjusted System Output 24,046 4,687 54,000 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK Aug 2 pm Jan 12 am earn Temperatures at Time of Heatma ea 69.5 of 69.5 of 111.7 of t®' Supply Fan Heating Coil 1200 cfm Rctnrn Air rL irrtc 74.5/61.6OF 74.5/61.60F v 55.6/54.60F Supply Fan Cooling Coil 1200 cfm ng �, Return Air Ducts 14 Supply Air Ducts 111.2 of ROOMS 70.0 of Supply Air Ducts 56.1 / 54.8 of 49.1% R.H. ROOMS 74.0/61.4 of I EnergyPro 3.1 By EnergySoft User Number. 5533 'Job Number: Page: 18 of 36 1 -IVAC SYSTEM HEATING AND COOLING LOADS SUMMARY IPROJEGT NAME DATE - Andrew Pierce Corporation 9/27/04 'SYSTEM NAME FLOOR AREA HVAC -4 1,557 Number of Systems 1 Heating System Output per System 89,000 Total Output (Btuh) 89,000 Output (Btuh/sqft) 57.2 Cooling System Output per System 58,000 Total Output (Btuh) 58,000 Total Output (Tons) 4.8 Total Output (Btuh/sqft) 37.3 Total Output (sgftrron) 322.1 Air System CFM per System 2,000 Airflow (cfm) 2,000 Airflow (cfm/sqft) 1.28 Airflow (cfm/Ton) 413.8 Outside Air (%) 0.0 Outside Air (cfm/sqft) 0.00 Note: values above given at ARI conditions 26.0 of 69.7 of Outside 0 cfm Supply Fan 2000 cfm 69.7 OF Total Room Loads Return Vented Lighting Return Air'Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK ICOILHTG.PEAK CFM SensibleLatent CFM Sensible 897 18,430 404 321 14,052 0 922 703 0 0 0 0 0 0 0 0 0 922 703 20,273 404 15,457 HVAC EQUIPMENT SELECTION CARRIER 38HDC060 42,880 7,079 89,000 Total Adjusted System Output 42,8:8:0[:::::7,079 89,000 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK Aug 2 pm Jan 12 am 69.7 of 111.5 of Heating Coil Pati irn Air n, irtc 11.0 / 77.6 of 76.7 / 62.8 of 76.7/62.80F 0 56.5 / 55.4 of Outside 0 cfm Supply Fan Cooling Coil 2000 cfm 76.7/62.8 of Supply Air Ducts 111.2 of ROOMS 70.0 of 9 Supply Air Ducts 56.9 / 55.6 of 47.0% R.H. ROOMS 76.2/62.6 of Return Air Ducts EnergyPro 3.1 By EnergySoft User Number: 5533 Job Number: Page: 19 of 36 t 6 ROOM LOAD SUMMARY NAME 6 Andrew Pierce Corporation DAME HVAC -1 & 2 DATE 9/27/04 FLOOR AREA 1,707 IROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK ZONE NAME ROOM NAME Mult. CFM SENSIBLE LATENT CFM SENSIBLE LATENT CFM SENSIBLE Living/Kitchen/Dining wing i c en ming o 1 2,321 37,025 0 2,321 37,025 0 729 31,617 e ' F . PAGE TOTAL 2,3211 37,0251 011 729 31,617 TOTAL 1 2,321 37,025 0 729 31,617 EnergyPro 3.1 By EnergySoft User Number: 5533 Job Number: Page:20 of 36 t EnergyPro 3.1 By Energy§oft User Number: 5533 Job Number: Page:21 of 36 IROOM LOAD SUMMARY. PROJECT NAME Andrew Pierce Corporation DATE 9/27/04 SYSTEM NAME . HVAC -3 FLOOR AREA 852 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK ZONE NAME ROOM NAME Mult. CFM SENSIBLE LATENT CFM SENSIBLE LATENT CFM SENSIBLE Master Suite Master we 1 604 11,520 ..0 604 11,520 0 315 13,812 f o PAGE TOTAL 604 11,520 0 315 13,812 TOTAL 604 11,520 0 315 13,812 EnergyPro 3.1 By Energy§oft User Number: 5533 Job Number: Page:21 of 36 S ROOM LOAD SUMMARY Andrew Pierce Corporation HVAC -4 DATE 9/27/04 FLOOR AREA, IROOM LOAD SUMMARY �. ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK ZONE NAME ROOM NAME Mult. CFM SENSIBLE LATENT CFM SENSIBLE LATENT CFM SENSIBLE Den/Office venTO ice 1 124 2,244 0 124 2,244 0 43 1,879 Casita asi a 1 267 ;4,842 0 267 4,842 0 121 5,299 Loft/M Bbrm Hall o rm a 1 302 '6,771 297 302 6,771 297 85 3,702 Guest Bedroom ,Uuest uearoom 1 204 4,573 112 204 4,573 112 72 3,171 f �n PAGE TOTAL 1 8971 18,430 404 f o TOTAL 897 18,430 404 321 '14,052 321 14;052 EnergyPro 3.1 By EnergySoft User Number: 5533 Job Number. Page:22 of 36 ROOM HEATING PEAK LOADS nroject Title Date ndrew Pierce Corporation 9/27/04 Room Information Design Conditions Room Name Uving/Kitchen/DininglNook Time of Peak Jan 12 am Floor Area 1,707 Outdoor Dry Bulb Temperature _ 26OF Indoor Dry Bulb Temperature 70 OF Conduction surface Area Area 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 eight U -Value x X x X X X X X x x X x x x x x x x x x x x x x x X x x x x, x x x x x x x x x x AT of = = = = = = = = = — = = = = — = = = - _ = = = = - - = _ = = = = = = = - = _ Btu/hr , R-38 Roof (R.38.2x14.16) 1,607.0 0.0280 44.0 R-21 Wall (W.21.2x6.16) 1,908.7 0.0592 44.0 4,973 Solid Wood Door 21.3 0.3872 44.0 363 Double NonMtl Tinted Default 52.0 0.6000 44.0 1,373 Double NonMtl Tinted Default 40.0 0.5500 44.0 968 Double Metal Tinted Default 63.0 0.8700 44.0 2,412 Double Metal Tinted Default 113.0 0.7200 44.0 3,580 Double Metal Tinted Default 218.0 0.8500 44.0 8,153 Double NonMtl Tinted Default 10.0 0.5700 44.0 251 Slab -On -Grade perimeter 170.0 7,565 ' — r to another room. 1,707 x 17..40 Coiling Items shown with an asterisk (') denote conduction through an interior Infiltration:1.00 x 1.064 x c e u e it ensi a Fraction 0.00 / 6] t; —I Page Total: ® 31,617 TOTAL HOURLY HEAT LOSS FOR ROOM 31,617 EnergyPro 3.1 By EnergySoft User Number: 5533 Job Number: Page: 23 of 36 ROOM HEATING PEAK LOADS roject Title Date - Andrew Pierce Corporation 9/27/04 Room Information Design Conditions . Room Name - Mastersuite Time of Peak Jan 12 am Floor Area 852 Outdoor Dry' Bulb Temperature 26°F Indoor Dry Bulb Temperature 70 OF Btu/hr Conduction Area 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 U -Value X x X X x X x x x x x x x x x X1 x X X x X x X x x X X X x X X X x X X X X X x AT of = = = = = = = = = = = = = = _ = = = = = = = = — = = = = _ = = = Btu/hr 755.0 0.0280 44.0 930 950.2 0.0592 44.0 2,4761 1,894 75.5 0.5700 44.0 128.0 0.5500 44.0 3,098 11.2 0.6000 44.0 297 perimeter 115.0 44.5 5,118 Items shown with an asterisk (•) denote conduction through an interior surface to another room. Page Total: 13--- ,8121 Infiltration: 1.00 x L1.064 x 852 x 1 0.0 0 x 0.00 160] x ® = 0 the u e Air Sensible Area Ceiling Height AC pT Fraction TOTAL HOURLY HEAT LOSS FOR ROOM 13,812 EnergyPro 3.1 By EnergySoft User Number: 5533 Job Number: Page: 24 of 36 R ROOM HEATING PEAK LOADS roject TitleDate Andrew Pierce Corporation 9/27/04 Room Information Design Conditions Room Name. Den/Office Time of Peak Jan 12 am Floor Area 326 Outdoor Dry Bulb Temperature 26 OF Indoor Dry Bulb Temperature 70 OF Conduction surface Area - 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 XX x X XX x x X X X x U -Value x X X X X x X X x x x X X x x x x x X X x X X x x X. x x x x X x x X X X x AT of = = = = = = _ = = = — = = = = - = - = = = — = _ = _ c = - = - _ = = - — = = = Btu/hr R-38 Roof (R.38.2x14.16) 29.0 0.0280 44.0 36 R-21 Wall (W.21.2x6.16) 117.0 0.0592 44.0 305 Double NonMtl Tinted Default 33.0 0.6000 44.0 871 Slab -On -Grade perimeter 15.0 44.5 668 ---) 1 _ -I Items shown with an asterisk (') denote conduction through an interior Infiltration: ��1�00 x 1.064 x cLS hedule' Fraction to another room. s 326 x F 10.00 CeiIm;tAirSens 0.00 / 50] Page Total: 0 AT 1,879 0 TOTAL HOURLY HEAT LOSS FOR ROOM 1 g7g EnergyPio 3.1 By EnergySoft User Number: 5533 Job Number: Page: 25 of 36 DOM HEATING PEAK LOADS roject Title Date ndrew Pierce Corporation- 9/27/04 Room Information, Design Conditions Room Name casita Time of Peak Jan 12 am Floor Area 363 Outdoor Dry Bulb Temperature 26OF Indoor Dry Bulb Temperature • 70 OF AT of f Btu/hr Conduction Area 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. U -Value X X x X x X X X' x x x x x x x X X x x x X X X x X X X x x X x X x AT of = = = = = = _ = _ = = = _ = = = - = c — = = - Btu/hr �. R-38 Roof (R.38.2x14.16) 363.0 0.0280 44.0 447 R-21 Wall (W.21.2x6.16) 442.5 0.0592 44.0 1,153 Double NonMtl Tinted Default 37.5 0.6000 44.0 990 Double NonMtl Tinted Default 20.0 0.5500 44.0 484 Slab -On -Grade perimeter= 50.0 X 44.5 2,225 Items shown with an asterisk('r) denote conduction through an interior surface to another room. Page Total: 5,299 Infiltration: 1 1.00+X•. 1.064 x 363 x 10.00 x 0.00 x _ �p r, L c e u e Fraction Air ensi a Area Ceiling Height AC pT TOTAL HOURLY HEAT LOSS FOR ROOM 5,299 - EnergyPro 3.1 By EnergySoft . User Number: 5533 Job Number: Page: 26 of 36 1 ' / -- �. . x x = x X c X x X X ' x x = X x Items shown with an asterisk('r) denote conduction through an interior surface to another room. Page Total: 5,299 Infiltration: 1 1.00+X•. 1.064 x 363 x 10.00 x 0.00 x _ �p L c e u e Fraction Air ensi a Area Ceiling Height AC pT TOTAL HOURLY HEAT LOSS FOR ROOM 5,299 EnergyPro 3.1 By EnergySoft . User Number: 5533 Job Number: Page: 26 of 36 1 ROOM HEATING PEAK LOADS �ro�ect Title Date ndrew Pierce Corporation . 9/27/04 Room Information Design Conditions Room Name LOW Bdrm Hall Time of Peak Jan 12 am Floor Area 627 Outdoor Dry Bulb Temperature 26°F Indoor Dry Bulb Temperature 70 OF Conduction Area U -Value AT of Btu/hr 440.0 x x x x X X X x X x X x x, x x x x x x x x x x x X X x x X X x X .~ X X x x X x X 0.0280 x x X x x X X X X X. x x x x fix/ x x x x x x x X x x x x x X X X x x x X X X x X 44.0 = = = = = = = = = = — — — - - - — — — = = c = = = = = _ = = = = = = — 539.0 0.0592 44.0 40.0 0.5500 44.0 23.0 0.5700 44.0 8.0 0.6000 44.0 542 1,404' 968 577 211 J y I i - 1 Items shown with an asterisk(*) denote conduction through an interior surface to another room. ,Page Total: 3,702 Infiltration:I 1.00 x 1.064 x 627 x 10.00 x 0,00 / 60 x 44 _ L c e u e Air Sensible Area a mg eig it pT Fraction ; TOTAL HOURLY HEAT LOSS FOR ROOM 3,702 EnergyPro 3.1 By EnergySoft User Number: 5533 Job Number: Page: 27 of 36 C ROOM HEATING PEAK LOADS ro�ecfTitle Date ndrew Pierce Corporation ai��md Room Information Design Conditions Room Name Guest Bedroom Time of Peak Jan 12 am Floor Area 241 Outdoor Dry Bulb Temperature 26OF Indoor Dry Bulb Temperature 70 OF 44.0 Conduction Oran I I_\/ Inn . r Or oa..n. R-38 Roof (R.38.2x14.16) surface Area 241.0 x x x x x x x x x x x x x x x x x x x x X x x x x x x x x x x x x x X x x x x x eig t 0.0280 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 44.0 = = = = c c = _ = = — = = = = = = = o = 297 R-21 Wall (W.21.2x6.16) 556.0 0.0592 44.0 1,448 Double NonMtl Tinted Default 54.0 0.6000 44.0 1,426 »L Items shown with an asterisk (') denote conduction through an interior Infiltration: I _ 1.00 x 1.064 x cFie�u a Air ensu a Fraction to another room. 241 x 10.00 eilmg 0.00 /60 A A J Page Total:3,171 pT TOTAL HOURLY HEAT LOSS FOR ROOM 3,171 EnergyPro 3.1 By EnergySoft User Number: 5533 Job Number: Page:28 of 36 RESIDENTIAL ROOM COOLING LOAD SUMMARY •Andrew Pierce Corporation 9/27/04 Protect Title Date Room Name Living/Kitchen/Dining/Nook Design Indoor Dry Bulb Temperature: 74°F. Design Outdoor Dry Bulb Temperature: 1120F Design Temperature Difference: 38OF Conduction Area U -Value DETD 1 Btu/hr • rt R-38 Roof (R.38.2x14.16) R-21 Wall (W.21.2x6.16) Solid Wood Door Double NonMtl Tinted Default Double NonMtl Tinted Default Double Metal Tinted Default Double Metal Tinted Default Double Metal Tinted Default Double NonMtl Tinted Default x x x x x x x x x 55.0 = = = = = =2,083 = = = 2,475 34.6 3,910 34.6 285 38.0 1,186 38.0 836 38.0 (East) 38.0 3,092 38.0 7,041 38.0 217 1. Design Equivalent Temperature Difference (DETD) Page Total 21,125 Items shown with an asterisk'(*) denote conduction through an interior surface to another room. Shaded Unshaded Solar Gain Orientation Area SGF Area SGF SC Btu/hr Window (West) Window (West) Window (West) Window (North) Window (North) Window (North) Window (East) Window (East) Window (East) Window J (East) 0.0 x X x X X x x x x 11511+ + + + + + + + + + 15.0 X X X X X X X X x x 62) X X x X x 0.590 40.0 15 0.0 .62)x 0.590 0.0 1 6.0 62) 0.590 0.0 15 6.0 15)x 0.657 0.0 1 6.0 15) 0.668 0.0 15 15.0 7 15) 0.590 0.0x 1 150.0 48) 0.657 0.0 1 15"0 41)X 0657 0.0 1 15.0 48)X 0.668 0.0 1 15.0 r 48)k 0.657 Sched. • r Page Total Internal Gain Frac. Area Heat Gain Lights 1.00 X 1,707 x 0.000 Watts/sgft x 3.413 Btuh/Watt Occupants 1.00 X 1,707 X 255 Btuh/OCC. / 0 sqft/occ. Receptacle 1.00 x 1,707 x 0.000 Watts/sgft x 3.413 BtuhfWatt Process 1.00 X 1,707 X 0.000 Watts/sgft x 3.413 Btuh/Watt 549 354 219 59 60 133 4,729 473 481 473 7,530 Btu/hr 0 0 0 0 Infiltration: 1.00 X 1"064 x 1,707 x 12.40 X 0.00 / 60� 3g = �� "'---sssc-hedule A.F Sensi a Area e l g Heigh A(;H pT Fraction NOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 37,025 Sched. Latent Gain Frac. Area Heat Gain Btu/hr Occupants 1.00 X 1,707 x 225 Btuh/occ. / 0 sqft/occ. = 0 Receptacle 1:00 x 1,707 x 0.000 Watts/sgft x 3.413 Btuh/Watt = 0 Process 1.00 x 1,707 X' ' 0.000 Watts/sgft x 3.413 Btuh[Watt = 0 Infiltration:[ 1.0o X 4,77 x 1,70 x 12.40 x 0.00 60] 0.00000 = 0 • Schedule Ai"► en rea Ceding eig C pyy Fraction TOTAL HOURLY LATENT HEAT GAIN FOR ROOM o EnergyPro 3.1 By EnergySoft User Number: 5533 - Job Number: Page: 29 of 36 • RESIDENTIAL _ROOM COOLING LOAD SUMMARY Andrew Pierce Corporation 9/27/04 Protect Title Date Room Name Living/Kitchen/Dining/Nook . Design Indoor Dry Bulb Temperature: Design Outdoor Dry Bulb Temperature: Design Temperature Difference: 740F 112°F 3$°F Conduction Area U -Value DETD 1 Btu/hr 1. Design Equivalent Temperature Difference (DETD) Items shown with an asterisk (•) denote conduction through an interior surface to another room. Page Total 0 Shaded Unshaded Solar Gain Orientation Area. SGF Area SGF . SC Btu/hr Window (East) Window (East) Window (East) Window (East) Window (East) Window (East) Window (South) Window (South) Window (South) Window (South) ( 0.0x xF x x X x X1 x x x 1 + + + + + +, + + + , + 5.0 X X X X X x X X X x = 48)k X X X x 0.668 = = = = = = = = _ = 160 , ( 0.0 1 1 5.0 5.0 48) 0.668 160 ( 0.0 48)X 0.668 160 ( 0.0 1 5.0 -48)x 0.668 160 ( 0.0 1 5.0 48) 0.612 147 ( 0.0 1 5.0 I -48)X 0.612 147 (-0.0 24.0 62) 0.668 994 (-0.0 1 48.0 -62)X 0.657 1,955 (-0.0 1 24.0 62)x . 0.668 994 (-0.0 _ 1 6.0 62) 0.668 2481 Sched. Page Total 5,12s Internal Gain Frac. 'Area Heat Gain Btu/hr Lights 1.00 x 1,707 x 0.000 Watts/sgft x 3.413 Btuh[Watt = 0 Occupants.. 1.00 x 1,707 X 255 Btuhlodc. / 0 sqft/occ. = 0 Receptacle 1.00 x 1,707 x 0.000 Watts/sgft x 3.413 BtuhfWatt = 0 Process 1.00 x 1,707 x .0.000 Watts/sgft x 3.413 Btuh/Watt 0 Infiltration: 1.00 x 1.064 x 1,707 x 12.40 x 0.00 ,/ 60] 38 = c Air Sensible Area Ceiling Height0 Fraction' TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 37,025 Sched. Latent Gain, Frac.. Area Heat Gain Btu/hr Occupants, 1.00 x 1,707 x 225 Btuhlocc. / 0 sgft/occ. = 0 Receptacle 1.00 X 1,707 x 0.000 Watts/sqft x 3.413 BtuhMatt = 0 Process 1.00 x 1,707 x 0.000 Watts/sgft x 3.413 BtuhMatt • = 0 Infiltration: ff [-heduUO X , a�� t X Ar a70 x ce�hny Reign x EA,co.Oo / 60] .0.00000 = Fraction �W R ,TOTAL HOURLY LATENT HEAT GAIN FOR ROOM o EnergyPro 3.1 By EnergySoR User Number: 5533 Job Number Page: 30 of 36 RESIDENTIAL ROOM COOLING LOAD SUMMARY •Andrew Pierce Corporation 9/27/04 Project Title Date Room Name Living/Kitchen/Dining/Nook Design Indoor Dry Bulb Temperature: 740F Design. Outdoor Dry Bulb.Temperature: 11.20F Design Temperature Difference: 38°F Conduction Area U -Value DETD 1 Btu/hr r: • X = X = _ X = X = X = X = X = X — X.. _ — 1. Design Equivalent Temperature Difference (DETD) Page Total Items shown with an asterisk i.) denote conduction through an interior surface to another room. Shaded Unshaded Solar Gain a Orientation Area SGF Area r SGF SC Btu/hr Window (South) Window (South) Window (South) Window (South) Window (South) Window (South) Window (South) 62) 0.668 248 ( 0.0 _ • 1 6.0 ( 0.0 X x x X X X X X x 1 + + + + + + + + + 6.0 X x X X X x x X x 62)X x X )X )X 0.668 = = = = = = = = o 248 ( 0.0 1 6.0 62) 0.668 248 ( 0.0 _ • 1 6.0 62)X 0.668 248 ( 0.0 1 20.0 -62)x 0.657 814 (-0.0 1 27.0 62)x 0.657 1,099 ( 0.0 1 8.0 62) 0.590 293 ( 0.0 1 8.0 62)X 0.590 293 ( - ( Sched. r Page Total 3,245 Internal Gain Frac. Area Heat Gain. Btu/hr Lights 1.00 x 1,707 x 0.000 Watts/sgft x 3.413 BtuhMatt = 0 Occupants 1.00 x 1,707 X '255 Btuh/occ. 1. 0 sgft/occ. = 0 Receptacle 1.00 X 1,707 x 0.000 Watts/sgft x 3.413 BtuhMatt = 0 Process 1.00 X - 1,707 X 0.000 Watts/sgft X 3.413 BtuhMatt- = 0 Infiltration: �6�R-dho.o X 1.064 x 1,707 x 12.40 x -0.00 / 60] 38 Air Sensible Area eihn' g Neig6t AC pT Fraction TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 37,025 Sched. Latent Gain Frac. Area. Heat Gain Btu/hr Occupants 1.00 x 1,707 X .225 Btuh/ocC. / 0 sgft/occ. = 0 Receptacle 1.00 x 1,707 x 0.600 Watts/sqft X 3.413 Btuh/Watt, = 0 Process 1.00 x 1,707 x 0.000 Wattslsgft x 3.413 Btuh/Watt = 0 Infiltration: [ 1.00 X 1 4,77 X 1,70 X 12.40 X , 0.00 / 60] QOV00000 = 0 it Latent Area ei m—"I" g HeigF }. AC Fraction TOTAL HOURLY LATENT HEAT GAIN FOR ROOM o EnergyPro 3.1 By EhergySoft User Number: 503 Job Number: Page: 31 of 36 M RESIDENTIAL ROOM COOLING LOAD SUMMARY •Andrew Pierce Corporation 9/27/04 Project Title Date Room Name 4 Master Suite Design Indoor Dry Bulb Temperature: 740F Design Outdoor Dry Bulb Temperature: 11 20F Design Temperature Difference: 380F Conduction Area U -Value DETD 1 Btu/hr 1. Design Equivalent Temperature Difference (DETD) Items shown with an asterisk (') denote conduction through an interior surface to another room. Shaded Solar Gain Orientation Area SGF Window (West) Window (North) Window (North) Window (North) Window (North) Window (North) Window (East) Window (East) ( 0.0 . 1 ( 2,675 ( 0:0 X::� x) x X+ x+ x+ x11- x X X 1 + + + + + + + ( 0.0 1 ( 0.0 1 ( 0.0 1,947 (-0.0 62) X (-0.0 = ( 0.0 X ( 0.0 . 1 ( 2,675 ( 425 X Page Total 55.0 = 1,163 X Area 34.6 = 1,947 X 62) X 38.0 = 1,635 X 0.612 = 38.0 = 2,675 X 425 38.0 = 256 Sched. Page Total 3,843 Internal Gain Frac. Area Heat Gain Btu/hr Lights 1.00 X 852 X 0.000 Watts/sgft x 3.413 Btuh[Watt = 0 Occupants 1.00 X 852 x 255 Btuh/occ. / 0 sgft/occ. = 0 Receptacle 1.00 X 852 X 0.000 Wattslsgft x 3.413 Btuh[Watt = 0 Process 1.00 x 852 x 0.000 Watts/sgft x 3.41 BtuhlWatt = 0 Infiltration: 1.00 x 1.064 X 852 x 10.00 x 0.00 / 60] 38 = 0 c e u e it ensr a Area er mg e g KC p Fraction i TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 11,520 Sched. Latent Gain Frac. Area Heat Gain Btulhr Occupants 1.00 x 852 x 225 Btuhlocc. I 0 sgft/occ. = 0 Receptacle 1.00 X 852 x 0.000 Wattslsgft x 3.413 Btuh/Watt = 0 Process 1.00 x 952 x 0.000 Watts/sqft x 3.413 BtuhMatt = Infiltration: [ 1.0o x _ 4,77 x Ss x 10.00 • x o.00 / 60] o.00000 = 0 • Schedule Arr a entJ Area Ce. g Heigh dCH pW Fraction TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 0 EnergyPro 3.1 By EnergySoft User Number: 5533 Job Number: Page: 32 of 36 Page Total 7sn Unshaded Area SGF SC Btu/hr 12.5 X 62) X 0.612 = 475 24.0 X 15) X 0.612 = 220 48.0 X 15) X 0.590 = 425 24.0 x 15) X 0.612 = 220 11.2 x 15)X 0.590= 100 15:0 x 15)x 0.612 = 138 40.0 x 48)x 0.590 = 1,133 40.0 x 48)X 0.590 = 1,133 x )x X )X _ Sched. Page Total 3,843 Internal Gain Frac. Area Heat Gain Btu/hr Lights 1.00 X 852 X 0.000 Watts/sgft x 3.413 Btuh[Watt = 0 Occupants 1.00 X 852 x 255 Btuh/occ. / 0 sgft/occ. = 0 Receptacle 1.00 X 852 X 0.000 Wattslsgft x 3.413 Btuh[Watt = 0 Process 1.00 x 852 x 0.000 Watts/sgft x 3.41 BtuhlWatt = 0 Infiltration: 1.00 x 1.064 X 852 x 10.00 x 0.00 / 60] 38 = 0 c e u e it ensr a Area er mg e g KC p Fraction i TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 11,520 Sched. Latent Gain Frac. Area Heat Gain Btulhr Occupants 1.00 x 852 x 225 Btuhlocc. I 0 sgft/occ. = 0 Receptacle 1.00 X 852 x 0.000 Wattslsgft x 3.413 Btuh/Watt = 0 Process 1.00 x 952 x 0.000 Watts/sqft x 3.413 BtuhMatt = Infiltration: [ 1.0o x _ 4,77 x Ss x 10.00 • x o.00 / 60] o.00000 = 0 • Schedule Arr a entJ Area Ce. g Heigh dCH pW Fraction TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 0 EnergyPro 3.1 By EnergySoft User Number: 5533 Job Number: Page: 32 of 36 RESIDENTIAL ROOM COOLING LOAD'SUMMARY •Andrew Pierce Corporation 9/27/04 Project Title Date Room Name Den/Office Design Indoor Dry Bulb Temperature: 740F Design Outdoor Dry Bulb Temperature: 112°F Design Temperature Difference:` 38°F b Conduction. Area U -Value DETD 1 Btu/hr s X 55.0 = 45 X 34.6 = 240 X 38.0 = 752 X = X = X = X = X = X = 1. Design Equivalent Temperature Difference (DETD) Page Total 1,037 Items shown with an asterisk (') denote conduction through an interior surface to another room., Shaded Unshaded Solar Gain Orientation Area SGF Area SGF SC Btulhr Window ' (West) ( 0.0 x 1 .+ 18.0 X' 62)x 0.590 = 658 Window (South) ( 0.0 x 1 + 15.0 X 62)X 0.590 = 549 ( x + x )x = • ( x ( x + + x , x )x = )x _ ( x + X• )x = ( x + x )x = ( x + x )x = ( x + x )x = Sched. • Page Total 1,207 Internal Gain Frac. Area Heat Gain Btu/hr Lights 1.00 X 326 X 0.000 Watts/sqft x 3.413 BtuhfWatt = 0 Occupants 1.00 X. 326 X 255 Btuh/occ. / 0 sgft/occ. = 0 Receptacle 1:00 X 326 X '0.000 Watts/sqft x 3.413 Btuh/Watt = 0 Process 1.00 x, 326 x 0.000 Watts/sqft x 3.413 Btuh/Watt = 0 Infiltration:. 1.0o X _ 1.064 X 326 x , _ 10.00 x 0.00 / 60] 38 I che�ule Air Sensi a Area ening eig AC � p Fraction TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 2,244 Sched. Latent Gain Frac. Area Heat Gain Btu/hr Occupants 1.00 X 326 X 225 Btuhlocc. / 0 sqft/occ. = 0 Receptacle - 1.00 x 326 x 0.000 Watts/sqft x 3.413 Btuh/Watt = 0 Process 1.00 x 326 x 0.000 Watts/sqft X 3.41 Btuh/Watt = o Infiltration: .00 x 4,77 x 32 x 1000 x 0.00 /60] 0.00000 Lc;:, du a it a en rea dei mg eig A QW Fraction TOTAL HOURLY LATENT HEAT GAIN FOR ROOM o EnergyPro 3.1 By EnergySoft User Number: 5533 Job Number: Page:33 of 36 V. I RESIDENTIAL ROOM COOLING LOAD SUMMARY Andrew Pierce Corporation 9/27/04 • Project Title Date Room Name CaSita Design Indoor Dry Bulb Temperature: 740F Design Outdoor Dry Bulb Temperature: 112°F Design Temperature Difference: 380F Conduction Area U -Value DETD 1 Btu/hr • X X X X X X" X X X 55.0 = c = = _ = - = (West) 34.6 907 38.0 855 38.0 418 Window' (South) 6.0 62) 0.590 219. 0.0 1 6.0 62) 1. Design Equivalent Temperature Difference (DETD) Page Total 2,739 Items shown with an asterisk (') denote conduction through an interior surface to another room. Shaded Unshaded Solar Gain Orientation Area' SGF ' Area SGF SC Btu/hr Window (West) Window (West) Window (West) Window (South) Window (South) Window' (South) 6.0 62) 0.590 219. 0.0 1 0.0 0.0 x1 X x x X x x x x X 1 + + + + + + + + + + 18.0 x X X X x x x X x x 62)X x x x X )x )x )x )x 0.590 = = = = = = = = = = 658 6.0 62) 0.590 219. 0.0 1 6.0 62) 0.590 219 0.0 1 3.8 62) 0.590 137 0.0 1 3.8 62)X 0.590 137 0.0 1 20.0 62) 0.590 732 .. Sched. Page Total 2,103 Internal Gain Frac. Area Heat Gain Btu/hr Lights 1.00 X 363 X 0.000 Watts/sqft x 3.413 Btuh[Watt = 0 Occupants 1.00 x 363 x 0 Btuh/occ. / 20,000 .sgft/occ. = 0 Receptacle 1'.00 X 363 X 0.000 Watts/sqft x 3.413 Btuh/Watt = 0 Process 1.00 x 363 X 0.000 Watts/sqft x 3.41 Btuh/Watt = 0 Infiltration: 1.00 x 1.064 x 363 x g 1 900 x : _ . 0.00 / 60] 0 38 = 0 the u e Aii e5 nsi6 a Area ei m ei ICc Fraction TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 4,842 Sched. Latent Gain Frac. Area Heat Gain Btu/hr Occupants 1.00 x 363 x 0 Btuh/ocC. I 20,000 sgft/occ. = 0 Receptacle 1.00 x 363 X 0.000 Wattslsgft x 3.413 BtuhMatt = 0 Process 1.00 x 363 x 0.000 Watts/sqft x 3.413 Btuh/Watt = 0 Infiltration: [ _ 1.00 x 4,771 x 363 x 10.00 x 0.00 / 60] 0.00000 = 0 sche- ule Air Viten Area Ceiling HeifgFi ACH pW Fraction TOTAL HOURLY LATENT HEAT GAIN FOR ROOM o EnergyPro 3.1 By EnergySoft User Number: 5533 Job Number: - Page: 34 of 36 RESIDENTIAL ROOM COOLING LOAD SUMMARY •Andrew Pierce Corporation 9/27/04 Project Title Date Room Name Loft/M Bdrm Hall Design Indoor Dry Bulb Temperature: 78°F Design Outdoor Dry Bulb Temperature: 112°F Design Temperature Difference: 34°F Conduction Area U -Value DETDBtu/hr • X (West) 51.0 = 628 X Window 30.6 = 977 X (East) 34.0 = 748 x 0.612 34.0 = 446 X 15)x 34.0 = 163 1'1 G7 1. Design Equivalent Temperature Difference (DETD) Page Total 2,962 Items shown with an asterisk (') denote conduction through an interior surface to another room. Shaded Unshaded Solar Gain Orientation Area SGF Area SGF SC Btu/hr Window (West) Window (West) Window (North) Window (East) Window (East) Window (East) ( 0.0 1 8.0 62) 0.612 304 ( 0.0x::A111 ( 0.0 x x x X X x x x x 1S + + + + + + +x + + + 40.0 X' x X X x x x x 62)x x )x )x )x )x 0.590 = = = = =E]24]7 = = = _ 1,463 ( 0.0 1 8.0 62) 0.612 304 ( 0.0x::A111 8.0X 15)x 0.590= 71 (� O.O 1 5.0 -48)X 0.612 147 ( 0.0 .1 5.0 -48)x 0.612 147 ( 0.0 1 5.0 -48)X 0.612 ( ( ( ( i Sched: Page Total 2,279 Internal Gain Frac. Area Heat Gain Btu/hr Lights 1.00 X 627 X .0.000 Watts/sqft x 3.41 Btuh/VVatt = 0 Occupants 1.00 X 627 X 245 Btuh/occ. / 333 sgft/occ. = 461 t Receptacle 1.00 X 627 X 0.500 Watts/sqft x 3.413 Btuh/VVatt = 1,070 Process 1.00 x 627 x 0.000 Watts/sgft x 3.413 BtuhMatt = 0� Infiltration: [ 1.00 X. 1.064 x 627 x 10.00 x 0.00 / 60] 34 = 0 Sc e u e WSensi a Area Cening HeigntpT Fraction TOTAL HOURLY SENSIBLE •HEAT `GAIN FOR ROOM 6,771 S_ ched. Latent Gain Frac. Area Heat Gain Btu/hr Occupants 1.00 X 627 X 155 Btuh/OCC. I 333 sgft/occ. = 292 Receptacle 1.00 x 627 x 0.000 Watts/sqft x 3.41 Btuh/VVatt Process 1.00 x 627 x « 0.000 Watts/sgft x 3.413 Btuh/Watt 0 Infiltration:[ . 1.00 x 4,77 x 62 x 10.00 'x 0.00 / 60] 0.00000 = Sc e u e Area Cei mg HeFigh�W 4 Fraction TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 292 EnergyPro 3.1 By EnergySoft User Number: 5533 Job Number: Page: 35 of 36 aA RESIDENTIAL ROOM COOLING LOAD SUMMARY •. Andrew Pierce Corporation 9/27/04 Project Title Date Room Name Guest Bedroom Design Indoor Dry Bulb Temperature: 780F Design Outdoor Dry Bulb Temperature: 112°F Design Temperature Difference: 340F 0 7 Conduction Area U -Value DETD 1 Btu/hr X 51.0 = 344 X 30.6 = 1,007 X 34.0 = 1,102 X = X = X = X = X — X = 1. Design Equivalent Temperature Difference (DETD) Page Total 2,453 Items shown with an asterisk (') denote conduction through an interior surface to another room. Shaded Unshaded Solar Gain Orientation Area SGF Area, SGF SC Btu/hr Window (West) ( 0.0 x 1 + 20.0 X 62)x 0.590 = 732 Window (West) ( 0.0 x 15 + 6.0 x 62) x 0.590 = 219 Window (North) ( 0.0 x 15 + 16:0 x 15)X 0.590 = 142 Window (South) ( 0.0 x 15 + 12.0 x 62)x 0.590 = 439 ( x +' X )X = ( x + x )x = ( x + x )x = _ I ( x +. x )x = ( x + x )x _ Sched. Page Total Internal Gain Frac. Area Heat Gain Btu/hr Lights 1.00 X 241 X 0.000 Watts/sqft x 3.413 Btuh/Watt — 0 Occupants 1.00 x 241 X 245 Btuh/occ. l 333 sqft/occ. = 177 Receptacle 1.00 X 241 X 0.500 Wattslsgft x 3.413 Btuh[Watt = 411 Process 1.00 x 241 x 0.000 Watts/sqft x 3.413 Btuh/Watt' = 0 Infiltration: [ 1.00 x 1.064 x 241 x 10.00 x 0.00 / 6U] 34 = Sc�du a it Sensr a rea ceiling HerglS AC pT Fraction TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 4,573 Sched. Latent Gain Frac. Area Heat Gain Btu/hr Occupants 1.00 x 241 x 155 Btuhlocc.. / 333 sgft/occ. = 112 Receptacle 1.00 x 241 x 0.000 Watts/sgft x 3.41 Btuh/Watt = 0 Process 1.00 x 241 x 0.000 Watts/sgft x 3.41 Btuh/Watt = 0 Infiltration: [ 1.00 x 4,77 x 2a ;x 10.00 iX'o.00 / 60] 0.00000 = 0 c e u e r a e cening Height/C pW Fraction TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 112 EnergyPro 3.1 By EnergySoft User Number: 5533 Job Number: Page: 36 of 36 E.SI/FME,Inc. STRUCTURAL ENGINEERS & CONSULTANTS 2nd PLAN CHECK REPLY PLAN CHECK BY THE CITY OF LA QUINTA DATE NOV. 19, 2004. PROJECT. NO: 604-4517 PROJECT : THE HIDEAWAY - LOT 208 CLIENT NO FILE NO 4517PC2 DEVELOPER: ANDREW PIERCE CORP. SHEET NO 1. OF 1 . ARCHITECT: BBG ARCHITECTS, INC. REGARDING:. PLAN CHECK NO. 04-5998 BY Burt Hanadao, DATED 10/14/04 (760)360-5770 ITEMS FROM PLAN CHECK CORRECTION LIST ITEM PL SHT REPLY GENERAL COMMENTS: 1 Revised roof trusses have been stamped with our review stamp. 2 Revised calculations have been incorporated to the calcs and added . structural information has been incorparated into the foundation and framing plans. A8 Plda rNaOlO 1sNo0 HojO 'ld30 A 13JVS �' JN!0_11fle ViNinpv ISSUED BY: COPIES TO: / ESI /'F M E IN FESS ��`� .(3) BBG ARCHITECTS, INC. STRUCTURAL Eio �2�� Attn: Jim Deford o G33307 rZ„ BY: Ekp. s/. s Danny Matsu oto, for ESI/FME, INC. 1800 E. 16th Street-, Santa Ana, CA 92701 • . (714) 835-2=800 Fax (714) 835-2819 ®®n PROJECT: Structural calculations on " THE HIDEAWAY - LOT 206 " for ANDREW PIERCE CORP. to be built in La Quinta; California THE H I DEAwAY _ .L®T 20A - BASED ON 1997 UBC/2001 GBG ESI/FM.E, Inc. STRUCTURAL ENGINEERS ROOF TILE FLOOR Slope < 4: 12 r Live Load' = 20.0 psf Live Load =40.0 psf Dead Load fLR. TRUSS Rev.: DATE: P/T FOUND. Rev.: DATE: PLAN CHECK: Roofing Mtl. = 17.0 psf. D.L. of F.F. = 5.0 psf Sheathing _ 1.5 DATE: Sheathing _ 1.5 O SHTS: Roof Framing = 3.0 Init. Floor Joists = 3.0 Drywall _ 2.5. DATE: Drywall = 2.5 E S I/ F M E, Inc �tr -Engineers (This signature is.to b,ota copy.) APPROVED BY:s;- 9l� Miscellaneous = 1.0 Miscellaneous = 0.0 Total D. L. = 25.0 psf Total D. L. =12.0 psf Total Load .=..45.0 psf, Total I. Load = 52.0 psf STANDARD SPECIFICATIONS FOR STRUCTURAL CALCULATIONS 1 Sketches of details in calculations are not to scale and may not represent true conditions on plans. Architect or designer • is responsible for drawing details in plans which represent true framing conditions and scale. Enclosed details are intended to complement standard construction practice to be used by experienced and qualified contractors. 2. The structural calculations included here are for the analysis and design of primary structural system. The attachment of non— . structural elements is the responsibility of . Y the architect or designer, unless specifically - shown otherwise.. 3. The drawings, calculations, specifications and reproductions are instruments of service to be used only for the specific project covered by agreement and cover sheet. Any other use is solely prohibited. 4. All changes made to the subject project shall be submitted to E S I / F M E, Inc.- in ncain writing for their review and comment. These calculations are meant to be used 'by a' design professional, omissions are intended. • 5. Copyright ©— 1994 by ESI / F M E, Inc. Structural Engineers. All rights reserved. This material may not be reproduced in . - whole or part without written permission of ESI/FME, Inc. Sheet ASSOC. CHECK: Date BACK CHECK: JN: 604-4517 PROJECT DESCRIPTION: "THE HIDEAWAY - LOT 208 " For Andrew Pierce Corp. kPROJECT ENGINEEa Quinta^California CALCS BY: DATE: ASSOC. CHECK: DATE: BACK CHECK: DATE: ROOF TRUSS Rev.: DATE: fLR. TRUSS Rev.: DATE: P/T FOUND. Rev.: DATE: PLAN CHECK: DATE: REVISIONS: O SHTS: 2 O DATE: O SHTS: l6-, Init. 36 37,3P5 DATE: a - i S =ot , OSHTS: Init. DATE: Init. O SHTS: DATE: Init. O SHTS: DATE: Init. O SHTS: DATE: Init. O SHTS: DATE: Init. E S I/ F M E, Inc �tr -Engineers (This signature is.to b,ota copy.) APPROVED BY:s;- 9l� s CIVIL. ��P* �DFCAUFOP DATE: NOV 192001 ESI/FME, Inc. STRUCTURAL. ENGINEERS DESIGN CRITERIA SHEET FOR RESIDENTIAL CONSTRUCTION CODE: 1997 UNIFORM BUILDING CODE REV. M99 In all cases calculations will supersede this design criteria sheet. Sheet Date. JUL 0 6 2104 JN.. -4 51 7 Douglas Fir -Larch - 19% max. moisture content I 4x6,8 #2/#1: Fb = 1140/1300 psi; fv=95 psi; E=1.6 2x4 #2: Fb = 1315/1510 psi; fv=95 psi; E=1.61 4x10 #241: Fb = 1050/1200 psi; fv=95 psi; E=1.6 2x6 #2: Fb = 1140/1310 psi; fv=95 psi; E=1.61 412 #241: Fb = 965/1100 psi; fv=95 psi; E=1.6/1.7 2x8 #2: Fb = 1055/1210 psi; fv=95 psi; E=1.61 4x14 #241: Fb = 875/1000 psi; fv=95 psi; E=1.6/1.7 2x10 #2: Fb = 965/1105 psi; fv=95 psi; E=1.61 416 #241: Fb = 875/1000 psi; fv=95 psi; E=1.6/1.7 2x12 #2: Fb = 875/1005 psi; fv=95 psi; E=1.61 6x10 #1/SS: Fb = 1350/1600 psi; fv=85 psi; E=1.6 2x14 #2: Fb = 790/905 psi; fv=95 psi; E=1.61 6x12 #1/SS: Fb = 1350/1600 psi; fv=85 psi; E=1.6 It is recommended. that lumber be free of heart center. PARALLAM PSL 2.OE Glued Laminated Beams: Douglas Fir -Larch fb=2900.psi; fv=290.psi; E=2.OE6 psi Ind. App. Grade: Fb=2400 psi;Fv=165 psi;E=1.8E6 psi MICROLLAM LVL: Fb=2600psi;Fv=285psi;E=1:8 CONCRETE' 1. Drypack shall be composed of one part Portland Cement to not more than three parts sand. 2. All structural concrete .................................................... f = 3000 psi w/ inspection. All slab-on-grade/continuous footings/pads .................. f =.2500 psi w/o inspection. All concrete shall reach minimum compressive strength at 28 days. REINFORCING STEEL • 1. All reinforcing shall be A.S.T.M. A-615-40 for #5 bars and smaller. All reinforcing shall be A.S.T.M. A-615-60 for #6 bars and larger. Welded wire fabric to be A.S.T.M. A-185, lap 1-1/2 spaces, 9" min'. 2. Splicing of bars shall have lapping or 40 dia. or 2'-0" min. in all continuous concrete reinforcement (30 dia. for compression). Masonry reinforcement shall have lappings of 40 dia. or 2'-0". This is in all cases U.N.O. 3. All reinforcing bars shall be accurately.and securely placed before pouring concrete, or grouting masonry. 4. Concrete protection for reinforcement shall be at least equal to the diameter of the bars. Cover shall be as follows, U.N.O.: A. Poured against earth .............................. 3" B. Poured against form below grade........... 2" C. Slabs on grade (from top of slab)............ 1" D. Columns and beams to main bars.......... 2" STRUCTURAL STEEL 1. Fabrication and erection of structural steel shall be in accordance with "Specifications for the Design, Fabrication and Erection of Structural Steel Buildings", AISC, current edition. Steel to conform to ASTM A36. Round pipe columns shall conform to ASTM A53, Grade B. Square/Rectangular steel tubes ASTM A500, Grade B.. 2. All welding shall be performed by certified welders, using the Electric Shielded Arc Process at licensed shops or otherwise approved by the Bldg. Dept. Continuous inspection required for all field welding. 3. All steel exposed to weather shall be hot -dip galvanized after fabrication, or other approved weatherproofing method. 4. Where finish is attached to structural steel, provide 112"o bolt holes @ 4'-0" o.c. for attachment of nailers, U.N.O. See architectural drawings.for finishes (Nelson studs 1/2" x 3" CPL may replace bolts). •MASONRY 1. Concrete block shall be of sizes shown on architectural drawings and/or called for in specifications and conform to ASTM C-90, grade N medium weight units with max..linear shrinkage of 0.06% 2. All vertical reinforcing in masonry walls not retaining earth shall be located in the center of the wall (U.N.O.), retaining walls are to be as shown in details. 3. All cells with steel are to be solid grouted (except retaining walls where all cells are to be solid grouted). • • ESI/.FME, Inc. STRUCTURAL ENGINEERS GENERAL SPECIFICATIONS FOR STANDARD RESIDENTIAL CONSTRUCTION (1997 Uniform Building Code) REV. MAW Sheet Date JUL U.6 Nul JN. 4 5 1'7 A. All beams to be supported with full bearing unless noted otherwise. B. All isolated posts and beams to have Simpson PB's, PC's and/or BC's minimum, U:N.O. C. All bearing walls on wood floors are to be supported with double joists or solid blocking, U.N.O. D. Provide 4x or 2-2x members under sole plate nailing less than 6". o/c. E. All Simpson HDA, HPA and CB holdowns to be fastened to 4x4 post min. F. All hardware is to be Simpson Strong-TieTm or approved equal. Install per mfr.'s specifications. G. All shop drawings are to be reviewed by the contractor and the architect prior to submittal for engineers review. H. All exterior walls are to be secured with 5/8"diameter x 10" anchor bolts @ 72" o.c., U.N.O. (WS5884 Ramset/Redhead may be used in lieu of anchor bolts, as a fix) I. All interior walls to. be secured with shot pins per manufacturer's recommendations, U.N.O.. Calculations govem in all cases. Recommend Ramset/Redhead 1516SD @ 24" o.c. J. All conventional framed portions of structure are to be constructed per section 2320 of the 1997 Uniform Building Code, U.N.O. K. All nailing is to be per table 23 -II -B-1 of the Uniform Building Code, U.N.O. L. All nails to be "common",.U.N.O.. - SOLE PLATE LEGEND MARK: DESCRIPTION . SPN12: 16d Sole Plate Nailing at 12"o/c SCR8 : 3/8"o x 6.5" Sole Plate Screws at 8 "o/c SPN10: 16d Sole Plate Nailing at 10"o/c SCR6 : 3/8"o x 6.5" Sole Plate Screws at 6 "o/c SPN8 : 16d Sole Plate Nailing at 8"o/c SPN6 : 16d Sole Plate Nailing at 6"o/c SPN4 : 16d Sole Plate Nailing at 4"o/c SPN3 : 16d Sole Plate Nailing at 3"o/c SPN2 : 16d Sole Plate Nailing,at 2"o/c FOUNDATION HARDWARE LEGEND MARK: DESCRIPTION MARK: DESCRIPTION AB64 : 5/8"o x 10" Anchor Bolts at 64"o/c 244 : Provide a total of 244 at top & 244 at AB56 : 5/8"o x 10" Anchor Bolts at 56"o/c bottom of footing, 3' past posts AB48 : 5/8"o x 10" Anchor Bolts at 48"o/c 344 : Provide a total of 344 at top & 344 at A040 : 5/8"o x 10" Anchor Bolts at 40"o/c bottom of footing, 3' past posts AB32 : 5/8"o x 10" Anchor Bolts at 32"o/c 444: Provide a total of 444 at top 8 444 at AB24 : 5/8"o x 10" Anchor Bolts at 24"o/c bottom of footing, 3' past posts AB16 : 5/8"o x 10" Anchor Bolts at 16"o/c HD2A : (1) Simpson HD2A per post AB8 5/8"o x 10" Anchor Bolts at 8"o/c HD5A : 1 Simpson HD5A per post AB32X: 5/8"o x 12" Anchor Bolts at 32"o/c HD6A : (1) Simpson HD6A per post AB24X: 5/8"o x 12"Anchor Bolts at 24"o/c HD8A : (1) Simpson HD8A per post AB16X: 5/8"o x 12" Anchor Bolts at 16"o/c . HD10A: (1) Simpson HD10A per post AB8X : 5/8"o x 12" Anchor bolts at 8"o/c HD14A: 1 Simpson HD14A per post 2AB : (2) 5/8"o x 10" Anchor Bolts HD20A: (1) Simpson HD20A per post 3AB : (3) 5/8"o x 10" Anchor Bolts HPA : (1) Simpson HPAHD22 per post 2ABX : (2) 5/8"o x 12" Anchor Bolts HPA2P : (1) Simpson HPAHD22-2P per post 3ABX : 3 5/8"o x 12" Anchor Bolts HTT22 : 1 Simpson H1722 per post NOTE: Provide 2" sq. x 3/16' thick plate washers for all sill plate A.B.'s. Sheet J� . Date JUL U 6 2004 JN. 1. 451.7 LATERAL SHEAR NOTES ' ( rev. 5/31 /00) (1997 UBC; SEISMIC ZONES 3 & 4) FRAMING MEMBERS. V E RT I C A L: DOUG FIR -LARCH @ 16" O.C. . 1 — (2) LAYERS 5/8" Blocked Drywall with 6d cooler nails @ 9" o.c. at edges & field at base layer, 8d cooler nails @ T' o.c. at edges & field at face layer...................:......................................:..... 125 plf 2 —.12" Drywall with 5d cooler nails @ T' o.c at edges and field .(Table 25-1 UBC).............................................................. 50 plf 3 - 5/8" Drywall with 6d cooler nails @ T' o.c at edges and field. (Table 25-1 UBC).............................................................. 58 plf 4 —1R" Drywall with 5d cooler nails @ 4" o.c at edges and field. (Table 25-1 UBC)............................................................ 63 plf 5 — 5/8" Drywall with 6d cooler nails @ 4" o.c at edges and field. (Table 25-1 UBC).............................................................. 73 plf 6 — 12" Blocked Drywall with 5d cooler nails @ 4" o.c at edges and field. (Table 251 UBC) ................................................. 75 plf 7. — 5/8" Blocked Drywall with 6d cooler nails @ 4" o.c at edges and field. (Table 251 UBC) .............. pff 8 — 7/8" Stucco over approved lath with 16 gauge staples @ 6" o.c. at top and bottom plates, edges of shear wall, and field. (Table 251 UBC)...........................................................::............:..180 ptf • 9 — 7/8" Stucco over approved lath with 16 gauge staples @ 3" o.c. at top and bottom plates, edges of shear wall,.and 6° o.c. at field. (ICBG report No. 1254, or equal) ...................:............... 260 plf' 10 • — 3/8" Wood Structural Panel w/ 8d common nails @ 6" o.c @ edges & 17'o.c. @ field. (Table 23 -II -1-1 UBC)...............260 ptf 11 — 3/8" Wood. Structural Panel w/ 8d common nails @ 4" o.c'@ edges & 12"o.c. @ field. (Table 23-11-1-1. UBC)...............350 plf 12 ' — 3/8" Wood Structural Panel w/ 8d common nails @ 3" o.c @ edges & 12"o.c. @ field. (Table 23 -II -I-1 UBC)...............490 plf 13 - 3/8" Wood Structural Panel w/ 8d common nails @ 2" o.c @ edges & 12"o.c. @ field. (Table 23 -II -1-1 UBC)................640 plf 14 —1/7' -(or 15/3T) Wood Structural.Panel w/ 1 Od common nails @ 7' o.c at edges and 17' o.c. at field (Table 23 -II -1-1 UBC).................................................................................................................................:.................... 770 plf 15 —1 /2" (or 15/37') Structural I Wood Panel w/ 1 Od common nails @ 7' o.c at edges and 17' o.c. at field (Table 234I -I-1 UBC)................:.::......:.:.::....................................:...............................:....:.................................:......... 870 plf .NOTES: a. Wood Structural Panel: Material approved by APA, PFS/TECO or Pittsburgh Testing Laboratories (this includes OSB) These values are for Doug -Fir Larch or Southern Pine, other lumber species may differ in shear capacities. b. Where plywood is applied on both faces of wall and nail spacing is less than 6" o.c., panel joints shall be offset to fall on different framing members or framing shall be 3x or wider and nails staggered on each side. c. For allowable shear values greater than 350ptf, provide a min. of a single 3x member at foundation sill plates& all framing members receiving edge nailing from abutting panels. Nails shall be staggered. Provide 2x members otherwise. d. 2"X7'x3/16" steel plate washers are required on each bolt; (UBC sect. 1806.6.1) H O R1 Z O N T A L: All roof and floor sheathing to be Exposure I or Exterior (Tables 23.117-H and 23 -II -E-1 UBC). ROOF: Joist Spacing </= 24" o.d.:.15/37' Wood Struct. Panel; 24/0, w/ 8d common nails @ 6" o.c. at edges & boundaries, 17' o.c. field. FLOOR: Joist Spacing </= 16", o.c.: 19/32" Wood Struct. Panel T&G' shtg, 32/16, w/1 Od common nails @ 6".o.c. at edges & bound., 10" o.c. field. Joist Spacing </= 20" o.c.:19/37' Wood Struct. Panel T&G• shtg, 4020, w/1 Od common nails @ V' o.c. at edges & bound., 10" o.c. field.. • Joist Spacing </= 24" o.c.: 23/37' Wood Struct. Panel T&G' shtg, 4824, w/1 Od common nails @ 6" o.c. at edges &bound., 10" o.c. field. • Panel edges shall have approved T&G joints or shall be supported with blocking. Not required when lightweight concrete is placed over subfloor. F" 0 97LwrsM THE HIDEAWAY LOT 208/ ANDREW PIERCE CORP. La Quinta, ' California DROP BM O/ BATH 4 Length = 13.5 ft. P1 = 3825 lbs = 45*17/2*20/2 @L1 _ 7: ft.''. P2 = 2678 lbs = 45*17/2*7 @ L2. _ . 3.5, ft. . z�I w: Roof = ( ..451,psf ) ( 0 + 1 ) = 45.0 .plf .. ► P1.P.2 Wall = ( 14 psf ) ( 0 + 0 ) = 0.0 >p::: Floor = ( 52 psf) ( 0.+-. 0) = 0.0 JR1 R2r , D. L. of Beam . . . ... . . . . = 15.0 w 60.0 plf Fb = 2900 psi. M = 21200 ft-Ib= 254.4 in-k . S = Moment / 1.250 Fb 70.2 in^3 Reactions: *RL= 4230 ,Ibs Fv = 290 psi ; d = 11.9 in. *RR= .3083 lbs _ V = R(max) -(w*d)= 4171 lbs. • A= 1.5 V / 1.250 Fv = 17.3 in^2 Req'd Sec. Properties * S _ 70.2. in^3 Prwd 129.9, Allow defl = L / 240 _ 0.68 in * A 17.3 sq. in. 62.48 E= .2 x 10**6 psi * I = 515.2 in^4 737.29 =5*M*L^2 / 48" E*d= 515 in^4 Estimated :deft ='0.472 in. U S E .5.25 x 11.9. PARALLAM PSL 2E 2 RIDGE BM 01 LIVIING Length =' 26 ft. P1 _ 0 lbs = 0 @ L1 = 0 ft. P2 = 0 lbs = 0 @ L2 = 0 ft.. ® t� -►� w: Roof = ( 45 psf ) ( 18/2 + 0) _ 405.0 plf -� --® P1 P2 Wall = ( 14 psf ). ( 0 + 0) = 0.0 E Floor = ( 52 psf) ( 0 +. 0) _ '0.0 LR1 R2 D. L. of Beam . . . . . . . . . . ... = 15.0 w = 420.0 plf . y Fb = 2400 psi. M = 35490 ft-Ib= 425:9 in-k . S = Moment. 1.195 Fb _= 148.5 in^3 Reactions: *RL= 5460 lbs -Fv = 165 psi ; d = 18 in. *RR= .5460. lbs V=. R(max)-(w*d)= 4830.1 bs. A= 1.5 V / 1'.195 .Fv = 36.7 in^2 - Req'd Sec. Properties Provd • c Allow defl = L / 360 0.87 * S = 148.5 in^3 * 276.75 _ in A = 36.7 sq. in. 92.251 E = 1.8 x 10**6 psi *-1 = 2768.2 in^4 2490.75 . I=5*M*L^2 / 48*E*d= 2768 in^4 Estimated defl =0.963 in. U S E 5.125 x' 18 GLB Comb 24F-V4 ES/FMEfile:4517blmk4 _ w/ 1/2" camber F M E S I THE HIDEAWAY LOT 208/ ANDREW PIERCE CORP.. La Quints,. California ;. O HDR @ REAR OF LOFT Length = . 4 ft. P1, = 5460 lbs 5460 LBS FROM BM 2 @ L1 = 2 ft. P2 0 lbs 0 @ L2 = 0 ft. ► w: Roof ( 45 psf ) ( .+12/2 + 0) _ '270.0 plf P1. P2 Wall-_ ( 10 psf ) ( 1.5 + 0) = 15.0. Floor = (` 52 psf) ( 0 + 0') _ 0.0 R1 R2 D. L. of Beam . . . . . . = 15.0 w = 300.0 plf Fb = 2900 - psi. M.. = 6060 ft -lb= 72.72 in -k k S = Moment/ 1.250 . Fb 20.1 in^3 Reactions: .*RL= 3330. lbs t Fv = 290 psi. ; d 9.5 in. *RR= 3330 lbs V= R(max)-(w*d)= 3093 lbs. - A = 1.5 V / 1.250 Fv = 12.8 in ^2 Req'd Sec. Properties: Pro,/d - * S- = 20.1 in^3 78.97 Allow defl = LJ 360 0:13 in * A = 12.8 sq. in 49:88 E= 2 x 10**6 psi I = 65.4 in^4 . 375.10 1=5*M*L^2 / 48*E*d= 65 in^4 Estimated defl = 0.023 in. U S E: 5.25 x 9.5 PARALLAM PSL 2E 4O DROP BM @ REAR. OF MBR Length = 7 ft. P1 = 0lbs _.. _:_: 0 @L1.= 0ft. P2 0 lbs = 0 @ L2 0 ft. L2 I w: Roof = { 45 psf) (. 25/2 '+ 0) = 562.5. plf - P1 *P2. Wall = ( 14 psf) ( 0 + .0) = 0.0 Floor = ( 52 psf) ( 0 + 0) = 0.0 R1 R2... D. L. of Beam . . . . _ 15.0 W = 577.5. plf Fb = 1200 psi. . M 3537 ft -Ib= 42.45 in=k' S Moment 1.250 Fb ' 28.3 in .3 Reactions: *RL= 2021 lbs • Fv = 85 psi ; d = 7.5 in. *RR=. 2021 lbs' V = R(max)-(w*d)= 1660 lbs. A = 1.5 V / 1.250 Fv = 23.4 in^2 Req'd Sec. Properties: ProVd * S _ 28.3 in^3 51.56 • Allow defl = L / 360 0.23_ in *A = 23.4 sq. in. 41.25 E = 1.6 x 10**6 psi * 1 = 83.6 in^4 193.36 =5*M*L^2./ 48*E*d 84 in^4 Estimated defl = 0.101 in. U S E 6 x 8 W. C. D. F. # 1 ESUFME file :4517blv*4 THE HIDEAWAY LOT 208/ ANDREW PIERCE CORP. La Quinta, California O DROP BM @ REAR OF LOGGIA Length = '19 ft. P1 = 0 lbs = 0 @. L1 = 0 ft. 1� P2 = 0 lbs = 0 : @ L2 = 0 ft. ' w: Roof = ( 45 psf) ( 14/2 + 0) _ . 315.0 Of P1 P2 Wall = ( 10 psf) ( 1.5 + 0) = 15.0 Floor = ( 52 psf) ( 0 + 0) 0.0 ' R� R2 D. L. of Beam . . . = 15.0 W = 345.0 plf Fb = 2900 psi: 'M 15568 ft -Ib= 186.8 in -k S ='Moment / 1.229 Fb = 52.4 in^3 Reactions: t *RL= 3278 lbs, Fv = 290 psi : ; d = 14 in.- *RR= 3278 lbs V= R(max)-(w*d)= 2875 lbs. A= 1.5 V / 1.229 Fv = 12.1 in ^2 Req'd Sec. Properties: ProVd • S _ 52.4 in^3 171.50 Allow defl = L / 360 = 0.63 in ` A = 12.1 sq. in. 75.50 - E = 2 x 10**6 psi 1798.6 in^4 . 1200.50 'I=5*M*L^2 /48*E*d= 799 in^4 Estimated'defl = 0.421 .in. U S E 5.25 x 14 PARALLAM PSL 2E: x' O HDR @ REAR OF LIVING Length = 15.5 ft. . P1 _. , 5460 lbs = ... 5460 LBS FROM BM 2 _ @ L1 = 7.75 ft. L2 P2 = : 0. lbs - 0 @ L2 _ '0 ft. 77 Ll w: Roof _ ( 45 psf ) ( 14/2 +' 0) 315.0 plf P1 P2 Wall = ( 14 psf) ( - 6'+. 0) = " ..84.0. ............................ Floor. _ ( 52 psf) ( 0 + 0) = 0.0 - R1R2 D: L. of Beam ... . . . . . . . . . . . . = 15.0 . w _. 414.0 plf Fb = 2900 psi. - . M = 33590 ft -1b= 403.1 in -k S = Moment 1.229 Fb _ 113.1 in^3 Reactions: *RL= 5939 lbs Fv = . 290 psi ; d = 14- in. *RR= 5939 lbs V =. R(max)-(w*d)=. .5456 lbs. A= 1.5.. V./ 1.229 Fv = 23.0 in^2 Req'.d Sec. Properties: Prow iAllow deft = L / 240 _ 0.78 in *S = 113.1 in^3 *A = 23.0 sq. in.. 171.50 73.50 E = . 2 x 10**6 psi . * 1 = 937.2 in^4 1200.50 =5*M*L^2 / 48*E*d= 937 in^4 Estimated deft = 0.605 in. U S E 5.25 x 14 PARALLAM PSL 2E ESI/FME file :4517b5.wk4 THE HIDEAWAY LOT 208/ ANDREW PIERCE CORP. . La Quinta, • C'alifomia O7 HDR @ FRONT OF LIVING Length = 10 ft. P1 3330 lbs = 3330 -LBS FROM BM 3 @ L1 _ - 2.5 ft. P2 = 3330 lbs = 3330 LBS FROM BM 3 '@ L2 = 7.5 ft. Ll w: Roof = 45 'psf ) ( +12/2 + ( 0 ) _ 270.0• plf �-- P1 P2 Wall - ( 10 psf ) ( 9.+ . _ 0) _. 90:0 _ Floor = (, . 52 psf ) ( +12/2 +, 2 416.0 R1 R2 D. L. of Beam.. . . . . . . . . . . _ 15.0 w _ 791.0 plf Fb = 2900 psi. M = 22375 ft-Ib= 268.5 in-k S = Moment/ 1.000 Fb = 92.6 in"3 Reactions: . *RL= 7285 lbs Fv = 290 psi A- - 11.9 in. *RR= '7285 lbs V =. R(max)-(w*d)= 6501 lbs. A=. 1.5 V /, 1.000 Fv _ 33.6 in^2 . Req'd Sec. Properties: P10Vd • _ * S _ 92.6 in^3 123.91 Allow defl = L / 360 - 0.33 in * A = 33.6 sq. in. 62.48 E= 2 x 10**.6 psi * 11= 604.1 in^4 737.26 5*M*L^2 / 48*E*d= 604 in^4 Estimated deft = 0.273 in. U S E 5.25 x 11.9 PARALLAM . PSL 2E O. FL BM O/ STAIR . Length = .12.5 ft. _ P1 = 2600 lbs = _ . 52*5*20/2. @ L1 = 10 ft. P2 _ 1073 lbs = 52*.7..5"5.5%2 @•L2 _ .3.75 ft. L2 w: Roof = ( 45 psf) ( 0 + 0) = 0.0 plf . :. �► P1 P2 Wall. _ ( 10 psf) ( 6 +.. 0) = 60.0 ............................. Floor = ( 52 psf) ( 0 + 0) _ 0.0 R1 R2 A D. L. of Beam . . . . . ' . . . . . _ 15.0 w = 75.0 plf Fb = . 2900 psi. M. = 9480 ft-Ib= 113.8 in-k S = Moment 1.000 Fb _ 39.2 in^3 Reactions: . *RL= ' 1740 lbs Fv = 290 psi ; d = 11.9 in. *RR= 2871 Abs ' V = R(max)-(w*d)= 2796 lbs. A = 1.5 V. / 1.000 Fv = 14.5 in ^2. Req'd Sec. Properties: Prodd Allow defl = L / 360 = 0.42 in. * S = 39.2 in^3 * A = 14.5 sq. in. 82.61 41.65 :. E _ 2 x 10*`6 psi * I = 320.0 in^4 491.50 I =5*M*L^2 / 48*E*d= 320 in^4 Estimated defl = 0.271 in. U S E 3.5 x 11.9 PARALLAM PSL. 2E ESI/FME file :4517b7.wk4 THE'HIDEAWAY LOT 208/ ANDREW PIERCE'CORP. La Quinta, California O DROP BM @ FRONT OF ENTRY Length = 8 ft. P1 = 0 lbs = 0 @ L1 = 0 ft. P2.0 Obs. = 0 @ L2 = .0 ft. LI w:' Roof _ (. 45 psf ) ( +12/2. + 0) = 270.0 ,plf P1 P2 Wall = ( 14' psf ) ( . 9 + 0) = 126.0 Floor = ( 52 psf) (- +12/2 + 2) _ '416.0 RI R2 D. L. of Beam . . . . . . . . . _ 15.0 W, _ 827,0.plf;. Fb = 2900 psi. M = 6616 ft-Ib= 79.39 in-k, S = Moment] 1.000 Fb = 27.4 in^3 Reactions: *RL= 3308. lbs Fv = 290 psi ; d = 9.5 in. . *RR= 3308 lbs ' V= R(max)-(w*d)= 2653 lbs. 'A = . 1.5 V / 1.000 Fv . = 13.7 in"2 Req'd Sec. Properties: *S = ' 27.4 in^3 . ProVd a , 78.97 Allow defl = L / 360 = 0.27• in *A = 13.7 sq. in.. 49.88 E _ 2 x.10**6 psi - * 1 . 142.9 in"4 375.10 =5`M*L^2 / 48*E"d= 143 in"4 Estimated deft = 0.102 in. U S E 5.25 x 9.5 PARALLAM PSL 2E 10 HDR @ LEFT OF. MBA _ Length = 10 ft. P1 = 2160 lbs _ .. 45*16/2*6 @ L1 = - _7 ft...' P2 = 720 lbs'= 45*8/2`4. @ 1-2- _ .2 ft. LI w: Roof = ( 45. psf ) ( 2.'+ 0) = 90.0 plf P2 Wall = { .. 14 psf ) ( 1.5 +- 0) _ 21.0 . ................ Floor = ( 52 psf ) ( 0 + 0) = 0.0 R1 R27S D. L. of Beam . . _ 15.0 _ w = 126.0 plf Fb = 1350 psi. M = 7263 ft-lb= 87.16' in-k " S Moment j 1.250 Fb _ 51.6 in^3. ', Reactions: *RL= 1854 lbs Fv = 85 psi ; d = . 9.5 in. *RR= 2286 lbs V= R(max)-(w`d)= 2186 lbs. . A= 1.5 V / 1.250 Fv = 30.9 in^2 Req'd Sec. Properties: ProNd • Allow deft = L / 360 = 0.33 in *S = 51.6 in^3 *A = 30.9 sq. in. 82.73 52.25 E= 1.6 x 10**6 psi * 1 _ 245.1 in^4 392.96 1=5*M*L"2 / 48*E*d= 245 in^4 Estimated defl = 0.208 in. USE 6 x 10. W.C.D.F. # 1. ESI/FME file :4517W.M4 Sheet % Date 6-22-04 14N. 604-4517 . THE HIDEAWAY,LOT 208/ ANDREW PIERCE CORP. . La Quinta, California 11 DROP BM @ RIGHT OF LIVING . Length = 11 ft. J P1 = 0 lbs = ,. .0 @L1 = 0 ft. . P2 = 0 lbs' = 0 @ L2 = 0 ft. w:' Roof = ( 45 psf ) ( +9/2 + 0 ) = 202.5 plf -� Pi' P2 Wall = ( 14 psf ) ( :.6 + 0 ) = 84.0 Floor _. ( 52 psf) ( 0 + 0) = 0.0 R1 R2 D. L. of Beam . . . . . . . . w _ 301.5 Of Fb = 1350 psi. M = 4560 ft -Ib= 54.72 in -k S = Moment 1.000 Fb = 40.5 in^3 Reactions: *RL= 165.8 lbs Fv = 85 psi ; d = 9.5 in. *RR= .1658 lbs V= R(max)-(w*d)=- 1420 lbs. A= 1.5 V / 1.000 Fv . _ 25.1 in ^2 Req'd Sec: Properties: ProVd • *S _. 40.5 in^3 -62.73 Allow defl = L / 360 .. _ 0.37 in * A = 25.1. sq. in. 52.25 E _ 1.6 x 10**6 psi * I _ 169.3 in^4 - "392.96 =5*M*L^2 / 48*E*d= 169 in^4 • Estimated defl = 0.158 in. U S E 6 x. 10 W.C.D.F. # 1 12 REAR OF DINING Length = 10 ft.: P1 = 0 lbs = 0 @ L1 = : 0 ft. P2 = -0 Ibs = 0 . @ L2 = 0 ft, Ll w: Roof = ( 45 psf) ( 22/2 + . 1.5) _ 562.5 plf P1 P2 Wall = ( 14. psf) ( 1.5 + 0) _ - 21.0 .............. Floor = ( 52 psf) ( 0 + 0) _ : ` 0.0 R1 R2 D. L. of Beam .. _ 15.0 w = 598.5 plf Fb = 1350 psi. M = 7481 ft -Ib= 89.78 'in -k . . S = Moment / 1.250 .Fb _ 53.2 in^3- Reactions: *RL= 2993 lbs Fv = 85 psi ; d = 9.5 in.. *RR= 2993 lbs . V = R(max)-(w*d)= 2519 lbs. A = 1.5 V / 1.250 Fv.. = 35.6 in 2+ Req'd Sec. Properties: Prodd .. 'S = 53.2 in ^3 82.73. Allow deft = L / 360 = 0.33 in *A = 35.6 sq. in.. 52.25 E _ . 1.6 .x 10**6 P si * 1 = 252.5 in^4 392.96 .. I=5*M*L^2 / 48*E*d= 252 in ^4 Estimated defl = 0.214 in. U S E 6 x 10 W.C.D. F. # 1 ESI/FME file :4517b11.wk4 THE HIDEAWAY.LOT 208/ ANDREW -PIERCE CORP. La Quinta, California' BOT. FL BM cLD FRONT OF DINING Length = 14 ft. P1 = 0 lbs = 0 .:,� L1 .= 0-A P2 = 0 lbs ._ 0 c@ L2 = 0 ft.: Ll w: Roof = ( 45 psf) ( 22/2 + 0) _ 495.0 plf ' P P2 ..Wall = ( 14 psf)..(, . 6+ 0) _ 84.0 Floor = ( 52 psf) ( ; . _ 0 + 0) = 0.0 R1 R9 D. L: of Beam = 15.0 594.0. plf Fb = 2900 psi.. , . . M = 14553 ft -Ib= 174.6 in -k S = Moment / 1.000 Fb = 60.2 in^3 Reactions ,., *RL= 4158 lbs t Fv = 290 psi ; d = 11.9 in. *RR= 4.158 lbs ' V = R(max)-(w*d)= 3569 lbs..' '_• A = 1.5 V ' / 1.000 Fv = :18.5 in^2 Req'd Sec: Properties: Prodd * •S = '60.2 in^3 123.9.1 4 Allow defl = L / 360 _ 0.47, in *A = 18:5 sq. in: 62.48 E = 2 x 10**6 psi, * . I = 550.1 in^4 737.28 =5*M*L^2'/ 48*E*d= 550 in^4 - Estimated defl = 0.348 in. . U S E 5.25 x 11.9 PARALLAM PSL 2E ESI/FME fjL l7b13.wk4 - THE HIDEAWAY LOT 208/ ANDREW PIERCE CORP. <V La Quinta, . California PLAN -CHECK ITEM # 2 DROP BEAM- @ REAR OF ENTRY TOWER ' Length = 5 ft. . P1 ,. _ 1620 Ibs = 45*12/2*12/2 @ L1 •3 ft. P2 = 0 lbs = 0 @ L2 = . ° 0 ft. Doi w: Roof = ( 45 psf) ( 0 + 1') _ ...45.0 plf . 1P2 Wall = ( 14 ' psf) ( 1.5 + 0) _ . 21.0 Floor - ( -52. psf) ( 0.'+ 0) _ . 0.0 V. R1 R2 D.: L. of Beam _ 15.0 w = 81.0 plf Fb = • . 1200 psi.. M = 2197..ft-lb= '26.37 in -k S = Moment / 1.250 Fb = 17.6. in^3 Reactions: *RL= 851. lbs Fv = 85. psi. ; d = 5.5 in. *RR= 1175 lbs V = . R(max)-(w"d)= . 1137 lbs. A = 1.5 V-/ .1.250 Fv = 16.1 in^2 Req'd Sec. Properties: ProVd *S = 17.6 in. ^3 27.73 Allow defl = L '.'360,, _ 0.17 -in .,*A, = 16.1 sq. in. • 30.25 E = - 1.6 x 10**6.psi I = 37.1 in^4 76.26 . =5*M*L^2 / 48*E*d= 37 in^4 Estimated defl = 0.081 in. U S E 6 x 6 W.C.D. F. # 1 ESUFME file :PC1#2.wk4. THE HIDEAWAY LOT 208/ ANDREW PIERCE CORP. La Quinta,'Califomia r yyAe.n. •'LATERAL ANALYSIS .................... 1� .......... 7 ...... LONGITUDINAL (LI) F2 D. L. of Roof: GUEST ROOM Roof 19.5+: = 563 Wall 14)( -9-4.5,-)( 3 189 10)( 9-4.5 2 90 Roof 841.5 F1 -A 78 12-4-15 )-P = 134 .178 si A :E TOTAL DL = 842. plf 324 23-5 )*P = 323 324 Base cy D.L. 1St' FIr. DEN/OFFICE, 324 T5 Floor = 12)(. 19.5. 234 plf. Vb I ---------r Roof = .25)(. 0')-, 0 a. ME MWORN .00"N., A Wall 14)(, .5)( 2 266,' D(min) 10')( 9.5 )( -2,)= 190 ,TOTAL` DL 690 plf 1997 UNIFORM BUILDING CODE: Seismic Zone Factor Y Z 0.4 Soil. Parameter Per soil report - Sd 0.44, Near. Source Factor per Soil Report - 1101 Na Seismic Coefficient (Table 16 -Q): 'Ca =.Na *.Sd 1.01 *,0.44 0.444 Response Factor (Table 16-N) Rw = 4.5 Importance .-Factor 14. SIMPLIFIED DESIGN BASE SHEAR (97UBC - SECTION 612.3.1) - V 3, Ca I Rw Rho *W 1.4 (Assuming Rho (3* 0.44' 4.5 1 W 0.2116' W Actual Rho (3* 0.44 4.5) 1 W, W ,-,,",0.2116 7 WIND CRITERIA: P=Cq*Ce*qs,*I '70 MPH EXP. C-. Ave. Ce (15*1.06+5*1.13+3'5*1.19)/23.5 1.09 P 1.3 J: 09.' 12.6, '92 ps f 17. yyAe.n. Levelgg Roof 841.5 -A 78 12-4-15 )-P = 134 .178 1 - 690 .146 324 23-5 )*P = 323 324 Base 1532, 324 THE HIDEAWAY LOT 208/ ANDREW PIERCE CORP. 4 La Quinti, `_California MIR -ffifflft-, mgg','aiggg LATERAL ANALYSIS .................... ........ . ......... TRANSVERSE (T1') F2 D.L. of Roof GUEST ROOM IF,* Roof 25)(-31+3 850 rti a$q `y :"Wall -.14)(,91-4.5 3 180- 10)( 94.5 2) 90 Ra F1 'TOTAL DL = 1129 plf- 'Roof 1129 D.L. 1st Fir.: DEN/ OFFICE 239 • '124.5�-)*P_ 134 239" 1 828 175 .414 23-5 -323 Floor 12 31 372 plf'.`� Base Vb - A, - Rbof,= -25)(1 0) 0 Wall.' 14 9.5 .266 D(min), 10 .9.5 2 -190 8- TOTAL DL 28 plf 1997 UNIFORM BUILDING ,CODE:. • . Seismic Zone Factor Z.= 0.4 Soil Parameter Per soil report: Sd 0.44•", -Near Source Factor per Soil Report Na 1.01 -Seismic Coefficient (table 16-Q):. 'Ca = Na Sd = 101 *0.44 = 0.444 - 'Response -Factor" (TkId 16-N)'.,' Rw =T 4.5 mportance Factor SIMPLIFIED DESIGN BASE SHEAR (97UBC - SECTION 1612.3.1 V= V Ca Rw Rho W -(Assuming Rho - t1.4 (3- 0.44 -1, 1 W 0.2116 W, 1.4 Actual Rho (3 0.44 4.5) 1W .,0.2116 W WIND CRITERIA: P = Cq Ce qs 70 MPH P.r C-.. Ave. Ce' = -'(15*1.06+5*1.13+3.5*1.19)/23'5 -1 .09 P = 1'.3 1.09 12.6 1.' = F17.92 psf MIR -ffifflft-, mgg','aiggg IF,* a$q Ra 'Roof 1129 239 '124.5�-)*P_ 134 239" 1 828 175 .414 23-5 -323 '414 Base 1957, - A, 414% THE HIDEAWAY LOT 268/ ANDREW PIERCE CORP., ggwl gau .12-arg, w— g"� IN' g La Quinta, California I g§,igg dwae pg LATERAL ANALYSIS ........... ....... LONGITUDINAL (1-2), In F2 D. L. of Roof: LOFT 'Roof 25)( 16+1.E) 438 .21 Roof 671'5 Wall =_( 14)(.9-4.5 4)( 3 189. 142 104.5 )-P = 99 142 10 )("945 45' F1 TOTAL DL 672 plf ' 648+, -137,. 279 )`P = 287.287 i. D. L: 1 st Fie. ENTRY *.1320, 279 Floor 12)(, '16-) 192 plf, Roof 25)( 0-) '0 ,grgmm tis "E4 Wall 14 9.5)( 2 266 D(min) 1 10 -.9.5.)(., 2 190-, 'TOTAL DL 648 plf -1997 UNIFORM. BUILDING CODE: Z= '0.4 .'`Seismic Zone Factor - Soil -Parameter - Per soil report Sd 0.44 Near -Source Factor per Soil Report Na = 1.01 Seismic Coefficient (Table 16-Q): 'Ca = Na Sd' = 1.01, 0.44 0.444 -.Response Factor (Table. 16-N) Rw = 4.5 Importance, Factor SIMPLIFIED DESIGN BASE,SHEAR (97UBC SECTION 1612.3.1)' V (3* Ca Rw.)*Rho W (Assuming Rh -1) (3- 0.44 V * . 1 W 0.2116 W .,4.5) 1.4' (3'- 0.44 4.5)' 1 W 0.2116 W: 1.4 WIND CRITERIA P = Cq Ce *,qs'* I 70 MPH EXP. C., Ave., Ce (15*1'.06+5*1:'-13+3.5*1.19)/23.5- 1.09 P 1.3 1.09 12.6 7.92. ps f .1. log ggwl gau .12-arg, w— g"� IN' g i,-gg gig �,gg gig W—W-I ' I g§,igg dwae pg In Roof 671'5 142 104.5 )-P = 99 142 648+, -137,. 279 )`P = 287.287 IBase1 *.1320, 279 • Sheet Date 6-22-04 JN- 604-4517 THE HIDEAWAY LOT 208/ ANDREW PIERCE CORP.. La Quinta, 'California 'km gontot- �z gagow :Level719, LATERAL ANALYSIS ............... ...................... '.TRANSVERSE (T2) F2 D. L.- of Roof:, LOFT 1 Roof 25 +3, 375 .)(-12 Wall 14 -9-4.5 189 -.10 )(,9-4.5 45 Roof 609 tTOTAL..DL F1 = 609 plf 11-4.5- )-P = 117 129 1. '600 0 -127 D. L. 1st FIr. ENTRY' 22-5 )*P 305 305 Floor,= 12)( 12) = 144 pIt Vb 12091- Roof 25)( 0) _ 0 256 Wall 14)( 9.5)(,. 2,)=, 266 D(min) 9.5.)(. 2.)= '10 -190 TOTAL DL`= 600"olf 1991E UNIFORM CODE: • .BUILDING Seismic, Zone Factor, Z= 0.4'-,' Soil. Parameter Per soil report Sd = 0.44.., !Near 'Source Factor'per Soil 'Report. Na = 1.01 ' Seismic Coefficient (Table 16-Q): 'Ca = Na Sd = 1.01 0.44 0.444 Response Factor '(Table 16-N) Rw = 4.5 Importance "Factor SIMPLIFIED DESIGN BASE SHEAR (97UBC - SECTION 1612.3.1)' .(3 Ca Rw Rho W -V= 1.4 (Assuming Rho=1) '-�3- 0.44./ 4.5)- 1 w 0.2116 W .1.4 Actual Rho -0.44 4.5 1 W 0.2116W , 1.4 WIND CRITERIA: P=Cq*Ce*qs*.l 70 MPH EXP. C. Ave. Ce'. .(15*1.06+5*1.13+3.,5*1.19)/23.5 = 1.09 P 1.3 -12:6 1 1.7.92 psf .1.09,1* 00 'km gontot- �z gagow :Level719, M 10 1 Roof 609 129 11-4.5- )-P = 117 129 1. '600 -127 256 22-5 )*P 305 305 [Ba'; e 12091- 256 ESI/FIVIE, Inc. STRUCTURAL ENGINEERS Sheet 17 Date 6-23-04 JN. 604-4517 . THE HIDEAWAY LOT 2081 ANDREW PIERCE CORP. La Quinta, California . LATERAL ANALYSIS 1997 UNIFORM BUILDING CODE: . Seismic Zone Factor Z= 0.4 , Soil Parameter Per soil report Sd = 0.44 Near Source Factor per Soil Report . - Na = 1.01 Seismic Coefficient (Table 16-Q): Ca = Na * Sd = 0.44 Response factor (Table .16-N) Rw = 4.5 Importance Factor I = 1 SIMPLIFIED DESIGN BASE SHEAR (97UBC - SECTION 1612.3.1) V= (3* Ca / Rw )* W' LONGITUDINAL (1-3) 1.4 '. V= .(3* 0A4 / 4.5 )* 0 * W = 0.2116 W 1.4 TRANSVERSE (T3) V= '(3 0.44 / 4.5)* 1 *W =0.2116W 1.4 * WIND CRITERIA: P = Cq * Ce * qs * 1 70 MPH - EXP. C ' Ave. Ce =' (1.06*15+1.13*0+1..19*0)/15 = 1.06 P = 1:3 * 1.06 * 12.6 * 1. = 17.36 psf LONGITUDINAL (1-3) BATH 3, MBA, CASITA ; Wind: _ ( 17.4 psf)( 14 - 5) _ . 156 plf for Wind Loads.. -Seismic:.. Roof = ( 25 psf)( 24+1.5')' _ 638 Perpend. Wall = ( 14 psf)( 10 - 5)( 3.0) _ -210 _ ( : 1 psf)( '10 - 5.)( 3.0) = 150 Floor- ( 12 psf)( 0) .. _ 0 998 x(. 0.2116 )_ '211 plf ...Controlling Lateral Force: 211 plf (seismic) TRANSVERSE (T3) BATH 3, MBA, CASITA Wind: _ ( 17.4 psf)( 14 - 5) _ .156 Of for Wind Loads. Seismic: Roof = ( 26 psf)(40+1.5) = 1038 , Perpend. Wall = ( 14 psf)( 10 - 5)( 3.0) _ .210 _ ( 10 psf)( '10- 5.)( 3.0) = 150 Floo-12 psf)( 0) = 0 • 1398 x( 0.2116 )_ .296, plf ,,....Controlling Lateral Forcer 296 plf (seismic) . . .0. Sheet Date 6-23-04` . JN. 604451,7 THE HIDEAWAY LOT 208/ ANDREW PIERCE CORP. La Quinta, California LATERAL ANALYSIS 1997 UNIFORM BUILDING CODE: s. Seismic Zone Factor Z= 0.4 Soil Parameter Per soil. report Sd = 0.44. Near Source Factor per. Soil Report Na = 1.01 Seismic' Coefficient (Table 16-Q): Ca = Na-" Sd = 0.44 ' Response Factor (Table 16-N) Rw = 4.5 Importance Factor I = 1 SIMPLIFIED DESIGN BASE SHEAR (97UBC - SECTION 1612.3.1) V= (3* Ca / Rw )* " W LONGITUDINAL (L4) 1.4' ` V= (3* 0.44 / 4.5)* 0 W =0.2.116W 1.4 TRANSVERSE (T4) }, V=. (3 0.44 / 4.5) 1 W - =0.21.16W 1.4 *WIND CRITERIA: P = Cq * Ce.* qs * 1 70 -MPH - EXP. C ' Ave. Ce = (1.06*15+1..13*0+1.19*0)/15 - = 1.06 P = 1.3 * :. 1.06 * .. 12.6,' *, 1 17.36 psf LONGITUDINAL.(L4):.,-,-:.GARAGE Wind: . . . . _ ( 17.4 psf)( 14 - 5 ): ' = 156 plf for Wind Loads. .. Seismic:. Roof=( -25 psf)( 24+1.5) = 638 ` Perpend. Wall = ( 14 . psf)( 10 - 5)( 2.0) _ . 140 t w _ ( 10 psf)( . 10- 5)( 2.0) = 100 —� Floor= ( .1.2 psf)(., 0) = 0 : . 878. x( 0.2116 )_ 186 plf ...Controlling Lateral Force: 186 plf (seismic) TRANSVERSE (T4)' GARAGE Wind: _ ( 17.4 psf)( 12 - 5) = 122 plf for Wind. Loads., Seismic: Roof = ( 25 psf)( 24+1.5) = 638 Perpend. Wall = ( 14 psf)( 10 - 5)( 2.0 ) = .140 _ ( ,10 psf)( 10 - 5)( 2.0 ) = 100 Floo-12 psf)( 0) = 0 • 878 x( 0.2116 )_ 186 plf ' ... Controlling Lateral Force: 186 plf seismic ` J Sheet Date 6-23-04 JN: 604-4517 THE HIDEAWAY LOT 208/ ANDREW PIERCE CORP.,, La Quinta, California LATERAL ANALYSIS. 1997 UNIFORM BUILDING CODE: SeismicZone Factor Z= 0.4 .. Soil Parameter. Per soil report. Sd = 0.44. Near Source Factor per Soil Report Na = 1.01 Seismic Coefficient (Table 16-Q): Ca = Na * Sd = 0.44 Response Factor (Table 16-N) Rw = 4.5 Importance Factor*... l = 1 SIMPLIFIED DESIGN BASE SHEAR (97UBC - SECTION 1612.3.1) V= (3* Ca / Rw )* * W LONGITUDINAL (1-5) 1.4. 'V= (3* 0.44 / 4.5-) 0 W =.0.2116 W 1.4 t , * WIND CRITERIA: P =. Cq * Ce * qs * I 70 MPH - EXP. C' Ave. Ce _ (1.06*15+1,13*0+1.19*0)/15 = 1.06 , P = ` 1.3 * 1.06 * 12.6 * 1 _. 1:7.36 psf LONGITUDINAL (1-5) LOGGIA Wind: _ ( '17.4 psf)( 13 - .8) _ 87 -plf for Wind Loads. .,Seismic: Roof = ( 25 psf)( 24) _ ; -Perpend: Wall = ( 14 psf)(. 10 - 5)( 2.0 .) = .600 140 _ ( 10 psf)( 10 - .: 5)( 0.0) _ 0' Floor- ( 12. psf)( .0) = 0 .; 740 x( 0:2116 )__ 157 plf Controlling' Lateral Force: ` - 157. plf (seismic) THE HIDEAWAY LOT 2081 ANDREW PIERCE CORP. La Quinta, California 1O WALL(S) c@ LEFT OF GUEST . LENGTH _ loft - Oft + 01. = 10.00 " ft T1 LOAD = ( 239 lbs / ft) ( 14.0 ft/2 + 6) _ 3107 lbs. _ LOAD = ( 0 lbs'/ ft) ( 0.0 ft / 2 + 0) = 0 lbs. . SHEAR = T. LOAD / L = 3107 lbs /. 10.00. ft. = 311 lbs / ft U S E 11 w/ 16d S.P.N. 4 "o/c SPN4 s UPLIFT:. L(Wall) = 10.00 ft. Wall Height = 9.00 ft. LOAD _ 3107 lbs. O. T. M. _ 27963 ft -lbs .85*R.M.= 0.85*(10*9+18*2) * " 10.00 ^2/2 _ 5355 ft -lbs ' N.M. =" O.T.M. - R.M. _ 27963 - 5355 _ 22608 .ft -lbs UPLIFT = N.M. LENGTH= 22608 / 10.00 , = 2261 lbs. '. PROVIDE: (1) SIMPSON ST6224 PER POST.'' 2O WALL(S) @ RIGHT OF GUEST ROOM LENGTH- = 12:5 ft - 0 ft +; 0. _ . 12.50 ft.. •71 LOAD _ ( .239 lbs /ft) ( 14.0 ft / 2 + 0) _ 1673. lbs. g T2 LOAD= 129 lbs / ft 16.0 ft / 2 +, 0) = 1032 lbs. . SHEAR . = T. LOAD / L = 2705( lbs / 12.50 ft. -= 216 lbs/ft US 'E Aio w/ 16d S.P.N. (D 6 "o/c SPN6 UPLIFT: L( Wall) = 12.50 ft. Wall Height = _ 9.00 ft. LOAD = 2705 lbs. O. T: M. _ = 24345 ft -lbs . . .85*R.M.= 0.85*(14*9+18*17/2) * 12.50 ^2/2 = 18527 ft -lbs N.M. = O.T.M. - R.M. = 24345 - 18527 = .5818 ft -lbs UPLIFT = N.M. / LENGTH = 5817.7 / :. 12.50• = 465 lbs. NO HOLDOWNS REQUIRED. . 3O WALL(S) @ RIGHT OF LOFT ' LENGTH. = 12 ft - 0 ft' + 0 = 12.00 ft T2 • LOAD = ( 129 lbs /ft) ( 18.0 ft / 2 + 0) = 1032 lbs. LOAD = ( 0 lbs/ft) ( 0.0-ft/2 + 0) = 0 lbs. SHEAR = T. LOAD / L = 1032 lbs / 12.00. ft. 7 86 lbs/ft U S E 10 w/ 16d S.P.N. (ab 16 "o/c sPN16 UPLIFT: L( Wall). = 12.00 ft. Wall Height = 9.00 ft. LOAD = 1032 lbs. O. T. M. = 9288 ft -lbs .85*R.W= 0.85*(14*9+18*3) 12.00 ^2/2 =' 11016 ft -lbs N.M. _ O.T.M. - R.M. = 9288 = 11016 = -1728 ft -lbs , UPLIFT = N.M. / LENGTH = -1728 "/ 12.00 _ .-144 lbs.. • NO HOLDOWNS REQUIRED FlLE NO: 4517W7.WNA THE HIDEAWAY LOT 2081 ANDREW PIERCE CORP. . La Quinta, Califomia 4O WALL(S) c@ REAR ELEV. (2ND FLR) LENGTH _ 5.25 ft - 0 ,ft + 0 = 5.25 ft L1, LOAD _ ( 178 lbs % ft) . ( 20.0 ft / 2 + 0) _ 1780 lbs. LOAD = ( 0 lbs / ft) ( 0.0 ft/2, + ..0) = 0 lbs. " " SHEAR = T. LOAD / L = 1780 lbs / 5.25 ft. _ '339 lbs / ft_. U S - E 11 w/ 16d S.P.N. _ 4 "o/c PN4 , UPLIFT: L(Wall) = 5.25 ft. Wall. Height' L( = 9.00 ft. . LOAD 1780 lbs. , O. T. M. = 16020. ft-lbs .85*R.M.= 0.85*(14*9+18*22/2) 5.25 ^2/2 = 3795 ft-lbs N.M. = O.T.M. - R.M. = 16020 - 3795.4. _ 12225 ft-lbs .• UPLIFT = N:M. / LENGTH = 12225 / 5.25 = 2329 Ibs. PROVIDE: (1) SIMPSON ST6224 PER POST. 5O WALL(S) c@ REAR OF LOFT LENGTH _ 7 ft - 0 ft + 0 . _ 7.00 , ft 1-2- • LOAD _ ( 142 lbs /ft) ( 12.0 ft/ 2 + 0) .852'. Ibs... LOAD ( 211 *18/24 lbs / ft) ( 26.0 ft/ 2' + _ 0) 2057 lbs. SHEAR" = T. LOAD / L = 2909 lbs / 7.00 *ft. = 416 Ibs / ft; U . S E 12 w/ 16d S.P.N. "@ 3 "o/c �1/f/.•N%%AYf1N mSPN3 UPLIFT: L(Wall) = 7.00 ft. Wall Height . _ 9.00 ft. r LOAD = 2909 lbs. O. T. M. _ . 26183 . ft-Ibs . :85*R.M.= 0.85*(14*9+18"14/2) * 7.00 ^2/2 = 5248 ft-lbs . N.M. _ O.T.M. - R:M. = 26183 - 5247.9 = 20935, ft-lbs w UPLIFT = N.M../ LENGTH = .20935 /. 7.00 _ 2991- lbs. PROVIDE:' .(2) SIMPSON MST37 PER RIGHT POST. _• (1) SIMPSON MST48 PER LEFT POST. 6OWALL(S) @ FRONT OF LOFT - LENGTH = 8.5 ft - .2 ft + 0 = 6.50 ft L1 LOAD = ( 178 lbs /ft) ( 31.0 ft/ 2 + 0) _ 2759 Ibs:, L2 LOAD = ( 142 lbs /ft) ( 12.0 ft / 2 + 0) = 852 lbs.. e SHEAR = T. LOAD / L = 3611 lbs / 6.50 ft. _ 556 lbs /.ft U S E 13 w/ 16d S.P.N. (cD 2 "o1C f SPN2 f UPLIFT: L( Wall) = 8.50 ft. Wall Height = .'9.00 ft µ LOAD = '3611 lbs. .. O. T. M. _ 32499 ft-lbs .85*R.M.= 0.85*(14*9+18*14/2) ` * 8.50 ^2/2 = 7738 ft-lbs N.M. = O.T.M. - R.M. _ 32499 - 7738 = _ 24761 ft-lbs UPLIFT = N.M./LENGTH= 24761 / 8.50 = 2913 lbs... PROVIDE: (1) SIMPSON MST37 PER POST W/ DL FROM G.T. AND HDR '' • -E NO: 4517W4.WK.4 THE HIDEAWAY LOT 2081 ANDREW PIERCE CORP. La Quinta, California @,.WALL(S ) FRONT OF GUEST. LENGTH = 18 ft - 5.25 ft + 0 = 12.75 ft L1 LOAD _ ( 178 lbs / ft) ( 11.0 ft/2 + 0) _ - 979 lbs."', . LOAD _ ( 500: Ibs / ft) , ( 0.0 ft/2 + _ 1.) 500 lbs._ SHEAR = T. LOAD / L = 1479 lbs./ 12.75 ft.` .. _, 116 lbs / ft U . S E 10 w/ 16d S.P.N. C� '12 "o/c PN12 UPLIFT: L(Wall) = 18.00 ft. Wall Height = 9.00 ft.` LOAD = 1479 lbs. O: T. M. = 13311 -ft-lbs.', .85*R.M.= 0.85*(14*9+18*2.5) - 18.00'^2/2 = 23547 ft=lbs N.M. = O.T.M. - R.M. = '13311 - `. 23547 _ .-10236 ft -lbs UPLIFT =' N.M. / LENGTH = -10236 / 18.00. _ -569 lbs.. NO HOLDOWN REQUIRED. • �• FILE NO: 451M.WK.4 - La Quinta, Califomia 8O WALL(S)@ RIGHT OF STORAGE t=' 8.75 ft_ O ft+ 0 =: ; 8.75 ft " S LOAD • = ( 296*18/40_ lbs/ft)(;;, ` 24.0 ft % 2 + ` 9) = 2797 lbs-. LOAD _ ( 296*8/40 . lbs / ft)( 0.0 ft / 2 +. 9 533• lbs.. LOAD = ( 0 lbs / ft)( 0.0 ft /"2,+ 0) _ .0 lbs. L ' SHEAR, = LOAD/ L = 3330, lbs '/ 8.75 ft. = 381 lbs / ft t .. .3XSILL U S E- 12 w/ 5/8 in. dia. x 12 in. AB's 24 "o/c A 24x UPLIFT: L(Wall) _ 8.75. ft. Wall Height - _ 10.00 ft. LOAD = 3330 Ibs F ' O.`T. M. _ 33300 ft -lbs rUPLIFT FROM .ABOVE= . , 0 ' .` DIST. FROM EDGE=' 0 O.T.M.-FROM ABOVE . _ 0 0.85*R.M. =(I 4-10+18*8/2)*0.85 8.75 ^2/2= 6898 ft=Ibs NET MOMENT = 33300 - 6898.28 = 26402 ft -lbs , UPLIFT =. N.M. / L= 26402 /. 8.75 3017 lbs. - PROVIDE: (1) SIMPSON' HTT22 PER POST. WALLS) a@ RIGHT OF CASITA L= 6 ft -. Oft+ 0 _ 6.00 ft'"' " S LOAD _. ( LOAD _ ( 296*18/40 lbs / ft)( 24.0 ft /2 +. .157*9/24 Ibs / ft)( �. 11.0 ft 2 + ,. 0) _ 0) _ 1598 324 lbs.., lbs.. LOAD = ( 0 Ibs / ft)(- 0.0 ft/2+ 0) _ .: 0 lbs. SHEAR = .LOAD / L = 1922 lbs / 6.00 ft.- " = 320 lbs/ft U S E, w11 w/ 518 in. dia. x 10 in. AB's .24 "o/c AB 2a Wall) = aHeight = 10.00 ft: ;- LOAD __ 1922 lbs. O. T. M. _ .19222 ft -ft.',. . . UPLIFT FROM ABOVE= 0 DIST: FROM EDGE= O O.T.M. FROM ABOVE = 0 .� 0.85*R.M.=(14*10+18*5)*0.'85 6.00 "2/2= . '3519 ft -lbs* NET MOMENT = 19222.1 - '3519 = 15703 ft -lbs ". UPLIFT = N.M. % L=' 15703-.'/. 6.00 = 2617 lbs. PROVIDE: (1) SIMPSON _ HTT22 PER POST. WALL(S) c@ LEFT OF MBA L= 1 f - 0ft+ 0 = 1.00 ft =� . S LOAD = ( 296*18/40 - lbs/ft)( 0.0 ft/ 2 + 13)_ 1732 lbs'.` LOAD -' - ( O ft/ft)( 0.0 ft/2+ ' 0) = O lbs'. LOAD* ' '= ( O lbs / ft)(. 0.0 ft / 2 + 0) _ ' O lbs. SHEAR. = LOAD / L _ 1732 lbs 1.00 ft. _, 1732 Ibs'/ ft USE (1) HARDY FRAME HF10X18X7/8 = 191211BS'> 1732 LBS. OK THE HIDEAWAY LOT 208/ ANDREW PIERCE CORP. La Quinta, California 11 WALL(S)@ LEFT OF CLO L= 8 .ft - 0 ft+ 0 _ 8.00 ft S LOAD = ( . 296*19/40 lbs / ft)( 9.0 ft/2 + 0y = 633 lbs. LOAD = ( 0 lbs / ft)( 0.0 ft / 2 + 0) = 0 lbs. LOAD . _ .( 0 lbs/ft)(' 0.0 ft / 2 + 0). = 0 lbs. SHEAR = LOAD / L = 633 lbs / 8.00 ft. = 79 . Ibs / ft } U S E- Z10 w/ 518 in. dia. x 10 in. AB's 72 "o/c I ABI 72 UPLIFT: L(Wall) = 8.00 ft. Wall Height = 10.00 ft. LOAD- . = 633 lbs. O. T. M. - 6327 ft -lbs' UPLIFT FROM ABOVE= 0 DIST. FROM. EDGE= 0 O.T.M. FROM ABOVE. _ o' 0.85*R.M. _ (14*10+18*9/2)*0.85 8.00 ^2/2= .6011 ft -lbs NET MOMENT = 6327 - 6011.2 = 316 ft -lbs UPLIFT = N.M. / L= 316 / 8.00 = 39 lbs. NO HOLDOWN REQUIRED. t 1� WALL(S)@ RIGHT OF MBA CLO L= 8.5 ft _ :0ft+ 0 _ 8.50 ft ; S LOAD = ( 0 lbs/ft)( 0.0 ft / 24 0) _ 0 --lbs. • LOAD = ( 0 lbs /ft)( 0.0 ft / 2 + 0) = 0 lbs... LOAD _ ( 414-239 lbs / ft)( 7.0 ft / 2 + 0) = 613' lbs. SHEAR = LOAD / L = 613 lbs / ' 8.50 ft. _ 72 lbs / ft U S E A10 w/ 5/8 in. dia. x 10 in. AB's 72 "o/c A 72 L(Wall)8.50 ft. WallHeight = 10.00 ft. LOAD = 613 lbs. O. T. M. _ 6.125 ft -lbs UPLIFT FROM ABOVE= 0 DIST. FROM EDGE= 0 O.T.M. FROM ABOVE = 0 . 0.85*R.M.=00*19+25*9/2+12*7/2)*0.85 8.50 ^2/2= 10578 ft -lbs - , NET MOMENT = 6125 - 10578.3 = -4453 ft -lbs UPLIFT = N.M. / L= -4453 / . 8.50 = -524 lbs. NO HOLDOWN REQUIRED. 1� WALL(S)@ RIGHT OF CLO L- 14 ft - 0 f+ 0 = .14.00 ft S- ' LOAD = ( 296*19/40 lbs/ft)(. 9.0 ft / 2 + 0) = 633 lbs. LOAD = ( 296*25/40 lbs /ft)( 19 '.0 ft / 2 + 0) = . 1758 lbs. LOAD ' _ '(: 0 lbs /ft)( 0.0 ft/2 + 0) = 0 lbs. SHEAR = LOAD / L = 2390.. lbs / 14.00 ft. _. .171. lbs /ft U S E 10. w/ 518 in. dia. x 10 in. AB's 56 "o/c I ABI 56 -L(Wall)14.00 ft. wallHeight = 10.00 ft.': , LOAD = 2390 lbs. O. T. M. = 23902 ft -lbs UPLIFT FROM ABOVE= 0 DIST. FROM EDGE= 0 • O.T.M. FROM ABOVE - 0 0.85*R.M.=(10*10+25*9/2)•0.85 14.00 ^2/2= 17701 .ft-Ibs NET MOMENT=. 23902 - 17701.3 = 6201 ft -lbs UPLIFT = N.M. / L= 6201 / 14.00 = 443 lbs. �' NO HOLDOWN REQUIRED: THE HIDEAWAY LOT 2081 ANDREW PIERCE CORP. is Quinta, Califomia 14 WALL(S)@ LEFT OF DEN/OFFICE L = .12 ft - oft +. 0 = 12.00 ft " S . LOAD . _ ( 3107 lbs / ft)( 0.0 ft / 2 + 1) _ 3107, Ibs.W1 LOAD = ( 414-239 lbs / ft)( '20.0 ft/2 + 0) = 1750 lbs. LOAD ( 0 lbs / ft)( 0.0 ft/2 + 0) = 0' lbs. SHEAR = LOAD/ L = 4857 lbs / 12.00 ft: _ 405 lbs / ft 3XSILL U S E 12 w/ 518 in. dia. x 12 in. AB's 24 "olc As tax UPLIFT: L( Wall) = 12.00 ft. Wall Height = 10.00 ft. , LOAD = 4857 Ibs. O. T. M. _ .48570 ft -lbs UPLIFT FROM'.ABOVE= 0 DIST. FROM EDGE=.. 0 O.T.M. FROM ABOVE = 0. 0.85-R. M. _ (10*.19+25*2+12*20/2)*0.85 12.00 ^2/2= 22032 ft -lbs NET MOMENT = 48570 - 22032 = 26538 ft -lbs UPLIFT = N.M. / L= 26538 / 12.00 = 2212 lbs. PROVIDE: (1) SIMPSON HTT22 PER POST. WALL(S)@ RIGHT OF DEN/ OFFICE L- 12.5 ft - Oft+ 0 = 12.50 ft S _ LOAD ( 2705 lbs /ft)( 0.0 ft/2+ -1) = 2705 Ibs.W2 LOAD = ( 414-239 lbs / ft)( .14.0 ft /.2 + 0) = 1225, lbs.:. 4 LOAD = ( 256-129, lbs / ft)( .. 16.0 ft / 2 + 0) _. 1016 lbs. } SHEAR = LOAD/ L, = 4946 lbs ,/ 12.50 ft. = 396 lbs / ft 3XSILL T U S E Al2 w/ 518 in. dia. x 12 in. AB's 24 "o/c AB tax " L(Wall)12.50 ft. WallHeight = 10.00 ft. LOAD = 4946 lbs. O. T. M. = 49460 ft -lbs . UPLIFT FROM ABOVE= . 0 DIST. FROM EDGE= 0 :. O.T.M.. FROM ABOVE = 0 0.85*R.M. = (10*19+25*18/2+'12*14/2)*0.l 12.50 ^2/2= 33137 ft -lbs NET MOMENT = 49460 - 33136.7 = . 16323 ft -lbs UPLIFT = N.M. / L= •16323 / 12.50 = .1306 lbs. PROVIDE: (1) SIMPSON HTT16 • PER POST. Go, WALL(S)@ LEFT OF NOOK L = 12.75 ft - 1.5 ft + 0 = 11:25. ft Is LOAD = ( 1032 lbs/ft)(' 0.0 ft/2 + 1) _ .1032 Ibs.W3 LOAD = ( 256-129 lbs / ft)( 16..0 ft / 2 + . 0) = 1016 lbs. LOAD = ( 296*25/40- lbs / ft)( 19.0 ft / 2 + 0) _ . ' 1758 lbs. SHEAR = LOAD/ L = 3806. lbs'/ 111.25 ft. _ . 338 lbs / ft U S E 11 wi 5/8'in. dia. x 10 in.•AB's 24 "o/c A 24 L(Wall)12.75 ft. WallHeight = 10.00 ft. LOAD = 4313 lbs. O. T. M. _. 43129. ft-Ibs UPLIFT FROM ABOVE= 0 DIST. FROM EDGE= 0 • O.T.M. FROM ABOVE • - 0. 0.85*R.M.=(10*19+25*1812+12*1.33)*0.85 12.75 ^2/2= 29775 ft -lbs ;. NET MOMENT = 43129 - 29774.6 = 13354 ft -lbs UPLIFT= N.M. / L= 13354 / 12.75 _ 1047 lbs. PROVIDE: (1) SIMPSON HTT16 PER POST. THE HIDEAWAY LOT 2081 ANDREW PIERCE CORP. La Quinta, Califomia 17 WALLS) a@ RIGHT OF MBR L= 10:5 ft - 0ft.+ .0 = 10.50 ft S LOAD = ( 296*25/40 lbs /ft)( 19.0 ft/2 + 0) _ 1758 lbs. LOAD _ ( 186*26/24 lbs / ft)( 20.0 ft / 2 + 0) = 2015 lbs.' LOAD = ( 157*14/24 lbs / ft)( 24.0 ft / 2 + 0) _ 1099 lbs. SHEAR = LOAD/ L _ 4872 lbs / 10.50 ft. = 464 lbs / ft 3XSILL U S E 12 w/ 518 in. dia. x 12 in. AB's 16 "o/c AB Asx UPLIFT: L( Wall) _ 1.0.50 ft. Wall Height = 10.00 ft. LOAD = 4872 lbs.. O. T. M. = 48715 ft -lbs ' UPLIFT FROM ABOVE= 0 DIST. FROM EDGE= 0 f O.T.M. FROM ABOVE = 0 0.85*R.M. _ (10-1 0+25-2)-0.85 .10.50 ^2/2= 7028 ft -lbs NET. MOMENT = 48715 - 7028.44 = . 41687 ft -lbs UPLIFT = N.M. / L= 41687 / 10.50 = 3970 lbs. ' ' PROVIDE: (1) SIMPSON HTT22 PER POST. Go. -WALL(S)c@ RIGHT OF LIVING L- 9 ft - 0 ft+ 0 _ 9.00 ft. •S LOAD = ( LOAD = ( 186*26/24 lbs /ft)(. 296*23/40 lbs /ft)( 20.0 ft / 2 + 18.0 ft / 2 + 0) _ 0) = 2015 1532 Ibs: lbs. LOAD = ( 0 lbs /ft)( 0.0 ft/2 + 0) _ 0 lbs. SHEAR LOAD /.L = 3547 lbs / 9.00 ft: _ -394 lbs / ft Al2 3XSILL U S E w/ 518 in. dia. x 12 in. AB's 24 "o/c A tax L(Wall) a eig = 16.00 ft. LOAD = 3547 lbs. O. T. M. - 56749 .ft -lbs. UPLIFT FROM ABOVE= 0 DIST. FROM EDGE= 0 O.T.M. FROM ABOVE = 0 0.85*R.M. = (10*16+25*10/2)*0.85. 9.00 ^2/2= 9811 A -lbs NET MOMENT - 56748.8 - 9811.13 _ 46938 ft -lbs UPLIFT = ,N:M. / L= 46938 / 9.00 = 5215 Ibs. PROVIDE :+ (1) SIMPSON 1-1138X'. , . PER POST. WALLS) c@ RIGHT OF LOGGIA L= 1 f- Oft+ 0 _ 1.00ft ..S LOAD = ( 157*14/24 Ibs / ft)( 24.0 ft/ 2 + 0) _ '1099 lbs. , LOAD (. 0 lbs./ ft)(' 0.0 ft/2 + 0) = 0 lbs. LOAD _ ( 0 lbs ft)( 0.0 ft / 2 + " 0) = 0 lbs. . ./ SHEAR = LOAD / L 1099 lbs /.. 1.00 ft. = 1099 lbs / ft. USE (1) HARDY FRAME HF10X18X7/8 =1912 LBS > 1099 LBS OK THE HIDEAWAY LOT 2081 ANDREW PIERCE CORP.' La Quinta, .California 20 . WALL(S) c@ RIGHT OF DINING L= - 5ft.: Oft + 0 _ 5.00 ft S LOAD '_ ( 296*23/40 , lbs/ft)( 18.0 ft / 2 + 0) _ lbs. . LOAD = ( 0 lbs / ft)( 0.0 ft / 2 + 0) = .1532 0 lbs. LOAD = ( 0 lbs / ft)( 0.0 ft /.2 + 0) _ 0 lbs. ' . '• SHEAR LOAD / L = 1532 lbs. / 5.00 ft. = 306 ,lbs / ft U S E Z11 w/ 518 in. dia. x 10 in. AB's 32 "o/c I ABI 32 UPLIFT: L( Wall) _ . 5.00 ft. Wall Height = 14.00 ft. LOAD = 1532 lbs. O. T. M. _ : 21445 ft -lbs UPLIFT FROM ABOVE= 0 DIST. FROM EDGE= 0 O.T.M. FROM ABOVE _ .0 0.85*R.M. = (14*14+25*2)*0.85 5.00 ^2/2= 2614 ft -lbs NET MOMENT= 21445.2 ,. - 2613.75 = 18831 ft -lbs UPLIFT = N.M. / L= 18831 / 5.00 _ 3766 lbs. ' -PROVIDE: (1) SIMPSON HTT22 PER POST. OWALLS) c@ RIGHT OF NOOK AND KIT L= s 12 ft = 0ft+ 0 _ 12.00 ft. LOAD = ( 296*25/40 lbs./.ft)(, 19.0 ft/2+ 0) _ 1758 lbs. •S LOAD = ( 0 lbs / ft)( 0.0 ft / 2 + O) = 0 lbs. LOAD -_ ( 0 lbs / ft)( 0.0'ft / 2 + 0) = 0 lbs. SHEAR LOAD / L 1758 lbs / 12.00 ft. = 146 lbs / ft • U S E A10 w/ 518 in. dia. x 10 in. AB's 64 "o/c As sa L(Wall=12.00 ft. Walleig = 10.00 ft. LOAD = 1758 lbs. O. T.• M. = 17.575 ft -lbs.. UPLIFT FROM ABOVE= 0 DIST. FROM EDGE=— 0 >, _ O.T.M. FROM ABOVE _ 0 0.85*R.M._ (14*10+25*20/2)*0.85 12.00 ^2/2= 23868 ft -lbs NET MOMENT = 17575 -. 23868 _ -6293 ft -lbs UPLIFT = N.M. / L= -6293 / 12.00 _ -524 lbs. NO HOLDOWN REQUIRED. �?2 WALL(S) c@ LEFT OF SERVICE L = 7.5 ft - 3 ft + . 0 _ = 4.50 ft S LOAD = ( 296*12/40 lbs / ft)( 17.0-ff/.2 + 0) = 755 lbs: 'LOAD = ( 0 lbs / ft)( 0.0 ft/2+ 0) _• 0 lbs. LOAD = ( 0 lbs /ft)(' 0.0 ft /, 2 + 0) . = 0 lbs.' SHEAR = LOAD / L• = 755 lbs F 4.50 ft. = 168 lbs / ft U S E Aio w/ 518 in. dia. x 10 in. AB's 56 "o/c As 5s L(Wall)7.50 ft. WallHeight = 10.00 ft. LOAD = 1258 lbs. O. T. M. = 12580 ft -lbs UPLIFT FROM ABOVE= 0 DIST. FROM EDGE= 0 • O.T.M. FROM ABOVE _ 0 0.85*R.M. = (14*10+25*19/2)*0.85 7.50 ^2/2= 9025. ft -lbs - NET MOMENT = 12580 - ' 9024.61 _ 3555 ft -lbs . UPLIFT = N.M. / L= 3555 % 7.50 = 474 lbs. NO HOLDOWN REQUIRED. THE HIDEAWAY LOT 2081 ANDREW PIERCE CORP: s t La Quinta, Califomia 23 WALL(S)@. LEFT OF GARAGE L=. 7 f - Oft +" 9 _ 16.00 ft S - LOAD . _ ( 186 lbs / ft)'( 24.0 ft / 2 + .12/24*13/2) = 2837 lbs.. LOAD . _ ( 0 lbs / ft)( O:0 ft / 2 + 0) . _ 0 lbs", LOAD _ ( 0 lbs / ft)( 0.0 ft / 2 + 0) = 0 lbs. SHEAR = LOAD/ L _. 2837 lbs / 16.00 ft. = 177 Ibs./ ft U S E z 10 w/ 5/8 in. dia. x 10 in. AB's 56 "o/c. UPLIFT: L(Wall) = 7:00 ft. Wall -Height = 10.00 , ft. LOAD = 1241 lbs. O. T. M. _ 12410 ft lbs UPLIFT FROM ABOVE= 0 DIST. FROM EDGE= 0 ' O.T.M. FROM ABOVE' = 0 ' 0.85*R.M. '= (14*10+25*24/2)*0.85 7.00 "2/2= 9163 ft -lbs . NET MOMENT= 12409.7 - .9163 = 3247 ft -lbs" UPLIFT = N.M. / L= .3247 / 7.00 = 464 lbs. NO.HOLDOWN REQUIRED. - . . �2 WALL(§) c@ RIGHT OF GARAGE L = 5.25 ft - 0 ft + 5.25 = 10.50 ft LOAD _ ( 186 lbs /ft)( 24.0 ft/ 2 + 0.) _ , 2232 lbs. •S LOAD ( 296*12/40 lbs -/ft)( 17.0 ft/ 2,+ „ 0 } _ 755 lbs. LOAD = ( 0 lbs / ft)( Offft / 2 + 0) _ 0 lbs. SHEAR = LOAD / L _ 2987 lbs / 10.50 ft. = 284 lbs,/ ft U S E A,, w/ 518 in: dia. x 10 in. AB's ,; 32 "o/c A s2 L(Wall)5.25 ft. Walleig = < 10.00 ft. LOAD, = 1493 lbs.. O. T. M. = 14934 ft -lbs UPLIFT FROM ABOVE= 0 - DIST. FROM EDGE= 0 O.T.M. FROM ABOVE = 0 0.85-R. M. =.(14*10+25*24/2)*0.85 '.. 5.25, ^2/2= 5154 ft -lbs _ NET MOMENT = 14934 = 5154.19 _ 9780 ft -lbs UPLIFT= N.M. / L= 9780 / 5.25 = 1863 lbs. PROVIDE: (1) SIMPSON HTT16. PER POST., " "1NALL(S)@ REAR OF LOGGIA L= 1ft - '/ •0ft+ 0 = 1:00 ft S LOAD = ( 157 lbs ft)( 14.0 ft / 2 + 0) = 1099 lbs. LOAD = ( 0 lbs / ft)( 0.0 ft/ 2 + 0) = 0 lbs. LOAD = ( 0 lbs /ft)( 0.0 ft/2 + 0) = 0. lbs.. SHEAR = LOAD/ L 1099 lbs / 1.00. ft. = 1099 lbs / ft, USE (1) HARDY FRAME HF10X18X7/8 =1912 LBS.>,1099 LBS --OK 1 ; • THE HIDEAWAY LOT -2081 -ANDREW PIERCE CORP. La Quinta, Califomia :. 26 WALL(S) c@ REAR OF MBR. L= 2 ft -. 0A +: 0 = 2.00. ft S LOAD- _ ( 211-20/24 lbs / ft)(' 25.0 ft / 2 + ` 0) _ 2198 lbs. ' LOAD _ ( 0 lbs / ft)( 0.0 ft / 2 +.. 0) : _ 0 lbs. LOAD _ ( 0lbs f ft)( 0.0 ft/2 + . 0) = 0. lbs. SHEAR = LOAD L'= 2198 lbs / 2.00 ft. = 1099 lbs/ -ft USE (2) HARDY FRAME HF8X12X7/8 =1648 LBS:. 1099 LBS OK, 27 WALLS) c@ REAR OF DINING L= 1 f'- Oft+ 0 _ 1.00 ft' LOAD = ( 211'18/24 lbs / ft)(. 23.0 ft/ 2 + - 0') _: 1820 lbs. •S LOAD _ ( 0 lbs /ft)( 0.0 ft/ 2 + 0) _ 0 . Ibs: LOAD – ( 0 lbs /ft)( 0.0 ft / 2 + 0) _ 0 lbs. SHEAR = LOAD/ L = 1820 lbs / ,1.00 ft. = 1820. Ibs /ft USE (1) HARDY FRAME HF10X18X7/8 =.1912 LBS > 1820 LBSOK �2 �` 4WALL(S)@ FRONT OF DINING L= 1ft;- 0 f+ 0 = 1.00 ft S LOAD _. ( 211*18/24 lbs / ft)( 23.0 ft / 2 + 0) _ 1820 lbs. LOAD = (: 211"16/24 lbs / ft)( . 8.0 ft / 2 + 0) _' 563 .lbs. LOAD. _' (' 0. lbs / ft)( 0.0 ft/ 2 +,: 0) _ . 0 lbs. SHEAR = LOAD/ L- _ 2383 lbs / 1.00 ft: _ ; 2383 lbs/ft USE (9) HARDY ,FRAME HF9X24X7/8 = 3015 LBS > 2383 LBS —OK ' r Sheet, '30 Date 62304 JN. 604-4517 THE`HIDEAWAY LOT 2081 ANDREW PIERCE CORP.. La Quinta, Califomia - 29 WALL(S) c@ REAR, OF NOOK AND ENTRY L= 5ft - Oft+.. 6.5 = 11.50 ft ,S LOAD = ( 2909 lbs / ft)( 0.0 ft / 2 + . 1 y = 2909 lbs.W5 LOAD = ( 211 *20/24 lbs/ft)( '25.0. ft'/ -2 + 0) = 2198 lbs. LOAD. = ( 279-142 lbs / ft)( 12.0 ft / 2 + 0) _ 822 lbs. SHEAR = LOAD/ L = 5929 .lbs / 11.50 ft.: = 516 lbs / ft ' 3XSILL • t U S - E Z13 w/ 518 in. dia. x 12 in. -AB's 16 "01c AB 16X UPLIFT: L(Wall) _ 5.00 ft. Wall Height = 10.00 ft. . LOAD _. 2578 lbs. O. T: M. = 25778. ft -lbs UPLIFT FROM ABOVE= O DIST. FROM EDGE= 0 O.T.M. FROM ABOVE = 0 0.85"R.M. =.(14*10+25*2.5)*0.85. 5.00-"2/2=' 2152 ft -lbs NET MOMENT = 25777.9 - 2151.56 = 23626 ft -lbs UPLIFT = N.M. / L= 23626 / 5.00 = 4725 lbs: PROVIDE: (1) SIMPSON HD8A, PER POST. . �3 WALL(S) c@ ,. FRONT OF NOOK` L= 8.5 ft - 0 f+ 0 = 8.50 ft �.. S LOAD _ ( 211 *20/24 lbs/ft)( 17.0 ft / 2 + 0) _ 1495 lbs. LOAD _ ( 211 *12/24 lbs / ft)( 8.0 ft/2 + 0) = 422 lbs: LOAD = ( 0 lbs /ft)( 0:0 ft/2 + 0) = 0 lbs. SHEAR.'- LOAD/ L = 1917 lbs 1 8.50 ft. _ 225 lbs / ft. U S E Aio w/ 518 in. dia. x 10 in. AB's 40 "o/c a = a eig = 10.00 ft. LOAD. _ 1917 lbs. O. T. M. = 19166. ft -lbs. UPLIFT FROM ABOVE= 0 -DIST. FROM EDGE= 0 O.T.M. FROM ABOVE _ O. 0.85*R.M. =(10*10+25'2)*0.85 8.50 ^2/2= 4606 ft -lbs NET MOMENT= . 19165.8 - 4605.94 _ 14560 ft -lbs UPLIFT= N:M. / L= .14560 / 8.50 = 1713 lbs. PROVIDE: (1) SIMPSON, HTT16 - PER POST. , O3 WALL(S)@ REAR OF GARAGE . L I 1 •• 8.5 ft - .0ft+ 0 = 8.50 ft S LOAD _ ( 21.1 *12/24 lbs / ft)(' 8.0 ft / 2 + 0) ' _ . 422 lbs., LOAD = ( 186 lbs /ft)( 24.0 ft / 2 + 1) _ 2418 lbs. LOAD = (.186*10/24 lbs / ft)( 12.0 ft/ 2 + 0) _ ' 465 lbs. SHEAR = LOAD / L = 3305 lbs / 8.50 ft. = 389 lbs / ft 3XSILL U S E Al2 w/,518 in. dia. x 12 in. AB's 24 "o/c AB tax ' L(Wall) _ . _ Wall. Height 10.00 ft. LOAD = 3305 lbs. O. T. M. _ 33050 ft -lbs UPLIFT FROM ABOVE= 0 DIST. FROM EDGE= 0 O.T.M. FROM ABOVE - 0 0.85*R.M.=(10*10+25*2)*0.85 8.50 "2/2= 4606 ft -lbs NET MOMENT = 33050 - 4605.94 = 28444 ft -lbs UPLIFT = N.M. / L= 28444 4 8.50 = 3346 • lbs. PROVIDE: (1) SIMPSON HTT22 PER POST. THE HIDEAWAY LOT 208/ ANDREW PIERCE CORP. La Quinta, Califomia 32 WALL(S)(g FRONT OF GARAGE L=. 2ft. _ Oft + 0 _ ..2.00 ft S LOAD = ( 186 lbs / ft)( 24.0 ft / 2 + . 0) = 2232 lbs. LOAD.' = ('186-10/24- -lbs/ft)( - 12".Oft/2+ 0) = 465 Ibs. LOAD = (. 0 lbs / ft)( O.O. ft / 2 + 0 .) _ 0 lbs. - SHEAR = LOAD / L 2697 .lbs / 2.00 ft. = 1349 lbs/ft USE-(2) HARDY FRAME HF8X18X7/8 = 2410 >.1349 LBS OK- . WALLS) c@ .REAR OF LIVING L= 2f - Oft+ 0 _ 2.00 ft S LOAD = ( 211*18/24 Ibs / ft)( 26.0 ft / 2.+ - 0) . _ 2057 lbs. • LOAD.- = ( 157 Ibs / ft)( 14.0 ft / 2 + 0) _. 1099 lbs. LOAD = ( ,0 lbs /ft)( 0.0 ft/ 2 +. 0 = 0 lbs' - SHEAR = LOAD./ L = 3156 lbs / 2.00 ft. = 1578. lbs / ft USE (2) HARDY FRAME HF10X18X7/8 =1912 > 1578 LBS - OK WALLS) c@ REAR OF CLO L= 6 ft - oft +: 0 = 6.00 ft .' S LOAD = ( 21.1 *9/24 lbs /-ft)( 19.0 ft / 2 + 0) . = 752 Ibs: . LOAD. _ ( O lbs /ft)( 0.0 .ft / 2 + 0) . = 0 lbs. LOAD . _ (. 0 lbs /ft)(. -'0.0 ft / 2 + . 0)+ = 0 lbs. SHEAR LOAD / L = 752 lbs /. ` 6.00 ft. _ - 125 lbs/ft U S E Aio w/ 518 in. dia. "x 10 in.. AB's 72 "o/c A 72 a =. 6.00 -ft. Wall Height= 10.00 ft. LOAD = - 752 Ibs. O. T. M. = 7517 ft-lbs UPLIFT FROM ABOVE= '0 DIST. FROM EDGE= O' O.T.M. FROM ABOVE - 0 0.85*R.M. =(14.10+25*2)*0.85 6.00 ^2/2= 2907. ft-lbs NET MOMENT = 7516.88 - 2907 = 4610 ft-lbs . UPLIFT = N.M. / L= 4610 / 6.00 = 768 lbs. PROVIDE: :(1) SIMPSON HTT16 PER POST. ...THE HIDI y ES1/FME, Inc. STRUCTURAL ENGINEERS :AWAY LOT 208/ ANDREW PIERCE CORP: Sheet 3 Z Date 6-91-04 JN. 604-4517 La Quinta, California 35' WALL(S)@_ REAR -OF MBA L= 5 ft - 0 ft+ 0 5.00 ft ' S LOAD = ( 211 *9/24 ' lbs / ft)( 19.0 ft / 2 + : '0) = 752 lbs. LOAD = ( 211*12/24 lbs / ft)( 18.0 ft/2 + 0) _ 950 lbs. LOAD = ( 0 lbs / ft)( 0.0 ft/ 2 + 0) = 0 lbs. SHEAR = 'LOAD /1 = 1701 lbs / 5.00 ft. = 340 lbs /ft Al2 .. 3XSILL ' U. S E w/ 5/8'in. dia. x'10 in. AB's 24 "o/c ABI 24 a = a Heigh = ' 10.00 ft. LOAD = 1701 lbs. O. T. M. = 17012 ft -lbs, UPLIFT FROM ABOVE= 0 DIST. FROM EDGE= 0 O.T.M. FROM ABOVE _ - 0 0.85*R.M.=(14*10+25*2)*0.85 5.00 ^2/2= 2019 ft -lbs NET MOMENT = 17011.9 - 2018.75 = 14993 ft -lbs UPLIFT = N.M. / L= 14993 / 5.00 = . 2999 lbs. PROVIDE: (1) SIMPSON HTT22 - PER POST. �3 WALL(S)@, REAR OF STORAGE L= 6.25 ft - 0 ft + 0 _ 6.25. ft' . LOAD = ( 211*12/24 lbs/ft)( 18.0 ft/ 2 + 0) = 950 lbs. •S LOAD = ( 211 *9/24 lbs / ft)( 8.0 ft / 2 + 0) = 317 Ibs. " LOAD = ( 211 *10/24 lbs / ft)( 18.0 ft/ 2,+ 0). = 791 lbs. SHEAR = LOAD / L 2057 lbs / 6:25 ft. _ 329 Ibs / ft U S E 11 w/ 5/8 in. dia. x 10 in. AB's 24 "o/c AB 2a Wall) = aHeight = 10.00 'ft. ' LOAD = 2057 lbs.. O. T. M. = 20.573 ft -lbs . . UPLIFT FROM ABOVE= 0 DIST. FROM EDGE= 0 O.T.M. FROM ABOVE _ .0 . . 0.85*R.M. =.(1.4'10+25.*18/2)*0:85 : 6.25 "2/2= 6060 ft -lbs NET. MOMENT.= 20572.5 = 6059.57 _ 14513 ft -lbs UPLIFT= N:M. / L= 14513 / 6.25 = 2322 lbs. PROVIDE: (1) SIMPSON HTT22 PER POST.: - 37 , WALL(S) cLD FRONT OF STORAGE L = 8.5 ft - - 2:75 ft + .0 = 5.75 ft S LOAD = ( .211*10/24 lbs / ft)( 18.0 ft/ 2 + 0 `) _ .791, lbs. LOAD = (" 0 lbs /ft)(. 0.0 ft/ 2 + 0) _ 0 lbs. LOAD = ( 0 lbs /ft)( 0.0 ft/2+. 0') = 0 "Ibs. SHEAR = LOAD/ L = 791 lbs / 5.75 ft. _ •138 Ibs % ft, .. U S E Aio w/ 518 in. dia. x 10 in. AB's 72 "o/c I Ao 72 L(Wall)8.50 ft. WallHeight = 110.00 ft. LOAD = 1170 lbs. O. T. M. = 11697 ft -lbs UPLIFT FROM ABOVE= 0 DIST. FROM EDGE= 0 • " O.T.M. FROM ABOVE _ 0 0.85*R.M.=(14'�10+25*18/2)*0.85 8.50 ^2/2= 11208 ft -lbs ' NET MOMENT = 11696.7 =- 11207.8 = 489 ft-Ibs UPLIFT = N.M. / L= 489 / 8.50 : = 58 lbs. • NO HOLDOWN REQUIRED. " THE HIDEAWAY LOT 2081 ANDREW PIERCE CORP. La Quinta, .Califomia _ 38 WALL(S)@ FRONT OF MBR . L= 2 f - Oft+ 0 = 2.00 ft - 'S .LOAD = ( 1780.lbs / ft)( 0.0 ft/2 + 1) _ 1780 Ibs.W4 LOAD = ( 211 *20/24 lbs / ft)(• 25.0 ft/ 2 + 0) _ 2198 .Ibs. LOAD _..( 324-178 lbs / ft)( 6.0 ft / 2 + 0) _. 438 lbs. - SHEAR = LOAD / L. = 4416 lbs / 2.00 ft. _, 2208 lbs / ft USE (2) HARDY FRAME HF8X18X7/8 = 2410 LBS-.> 2208 LBS OK , (Jo WALL(S)@- REAR OF STAIR L = 5.5 ft - 0 ft + 0 = 5.50 ft S LOAD, _ ( 324-178 lbs / ft)( 13.0 ft /.2 + .'o) = 949 lbs. ' LOAD _ ( 0 lbs / ft)( 0.0 ft/2 + 0) = 0 lbs. LOAD = ( 0 lbs /ft)( 0.0 ft/2 + 0.) = 0 lbs. SHEAR = LOAD/ L = .949 lbs / 5.50 ft. = 173 lbs / ft U S E Aio w/ 5/8 in. dia. x 10 in. AB's 56 "o/c As ss Wall) = aHeight = 10.00 ft. .LOAD = 949 lbs. O:• T. M. _ 9490 .ft -lbs. UPLIFT FROM, ABOVE= 0 DIST. FROM EDGE= 0 O.T.M. FROM ABOVE = 0 . 0.85*R.M..=(j4*10+25*18i2)•0.85 5.50 ^2/2= 4693 ft -lbs NET MOMENT= . 9490 = 4692.53'.'-. = 4797 ft -lbs UPLIFT = N.M. / L= 4797 / 5.50 _ 872 lbs. PROVIDE: (1) SIMPSON HTT16 PER POST. �4 WALL(S) a@ FRONT OF STAIR , L= 8.5 ft - 0ft+ 0 = 8.50 ft ' S LOAD = ( 3611 lbs/ft)(. 0.0 ft % 2,+ +11/17 ) = 2337 .Ibs.W6 LOAD = ( 3247178 lbs / ft)( 25.0 ft] 2 +• 0) _ 1825 lbs. '. LOAD _ . ( 279-142 Ibs / ft)( 12.0 ft / 2 + 0) _ . '822 lbs. . SHEAR = LOAD / L. = 4984 lbs / 8.50 ft. _ 586 lbs / ft 3XSILL USE 13 w/ 518 in. dia. x 12 in. AB's 16 "o/c AB Asx , Wall) = aHeight = 10.00 ft. LOAD = 4984 lbs. O. T. M. = 49835 ft -lbs UPLIFT FROM ABOVE= 0 DIST. FROM EDGE= 0 • O.T.M. FROM ABOVE = 0 0.85*R.M.=(10*10+12*4i2)*0.85 8.50 ^2/2= 3808 ft -lbs NET MOMENT =. 49835.3 - 3807.58 = 46028 ft-Ibs UPLIFT = N.M. / L= 46028 / 8.50 = _ 5415 lbs. �. . PROVIDE: (1) SIMPSON HD8A PER POST. ' - E S Sheet Date JN. 604-4517 THE HIDEAWAY LOT 2081 ANDREW PIERCE CORP: La Quinta, Califomia 41 WALL(S)@ FRONT OF CLO 8.5 ft = 0ft+ 0 = 8.50 ft • S LOAD . _ ( 361.1+822 lbs -/ft)( 0.0 ft / 2 + +6/17 ) _ . 1565 Ibs.W6 LOAD = ( 324-178 lbs / ft)( 18.0 ft / 2 + 0) = 1314 lbs. LOAD = ( 211 lbs / ft)( 18.0 ft / 2.+ 1479/211 ) = 3378 lbs.W7 SHEAR = LOAD / L = 6257 lbs / 8.50 ft. - _ " ' 736 . lbs/ft 3XSILL • , U S E14 w/ 5/8 in. dia. x 12 in. AB's 8 "o/c as sx a .= Wall Heighr...= 10.00. ft. . LOAD = 6257 lbs. O. T. M. = 62566 ft -lbs UPLIFT FROM ABOVE=., 0 DIST. FROM EDGE= 0. O.T.M. FROM ABOVE = 0 '0.85"R.M. =oo•10+12.4/2)•0.85 8.50 ^2/2= .3808 ft -lbs ` NET MOMENT = 62565.9 -. 3807.58 = 58758 ft -lbs UPLIFT = N.M. / L= 58758 I 8.50 6913 lbs'. PROVIDE:, (1) SIMPSON HD8A '' PER POST. �4 WALL(S) c@ FRONT OF CASITA L= " 14 ft - 5.25 ft + 0 = 8.75 ft', LOAD _ ( 211. lbs / ft)( 18.0 ft / 2 +'. 0) _. 1899 lbs*. •S LOAD = ( 186",11/24 lbs/ft)( 0.0 ft/ 2 + 9) _ 767 lbs. LOAD = (, 0 lbs /ft)( 0.0 ft/ 2 + 0) = 0 lbs. SHEAR '= LOAD] L'= 2666 lbs / 8.75 ft.' = 305 lbs/.ft' U S E 11 . w/ 5/8 in. dia. x 10 in. AB's 32 "o/cI A032] L(Wall).= 14.00 ft. WallHeight = 10.00 ft. • LOAD 4266 lbs. O. T. M. UPLIFT.FROM ABOVE= 0 DIST. FROM EDGE= 0 O.T.M. FROM ABOVE = 0 0.85*R.M'. =(14*10+25.3)•0.8514.00 "- ^2%2= 17910 ft-Ibs ' NET MOMENT= 42660 17909.5 _ . ,24751 ft -lbs . UPLIFT = N.M. / L= 24751 % 14.00 = 1768 lbs. PROVIDE: (1) SIMPSON HTT16 PER POST. r THE HIDEAWAY -LOT 208/ANDREW PIERCE CORP LA QUINTA, CA . FOUNDATION ANALYSIS ASSUMED SOIL BEARING PRESSURE= 1500 psf Soils Report By: : , SLADDEN ENGINEERING Job No. 544-2199 Dated : FEB. 25, 2003 03-02-106 1. Continuous Footing Design: @ 2 -STORY Roof : ( 45) ( 17/2-x.2 ) _ . 472.5 plf Wall : ( 14 } ( 19 ) = 266 Floor.: ( 52) ( .14 .) : = 728 . 1466.5 • plf Width Required _ ( 1466.5 ) / ( 1750 - 75) _ .0..88 ft. USE 12 in. wide 'x 12 in. deep -cont. ftg. 1 -Story w/1-#4T/BCont. USE :15 : in. wide x 18 in. deep :cont. ftg. 2 -Story w/1 - #4 T / B Cont: 2. Point Loaded Footing P max =(S.. B. P. * S * W / 144 4 x, post - (minimum) Pmax ( 1 -Story) _ 5000 lbs. .: SLAB -------------------- Pmax ( 2 -Story) = 8125lbs. l - CONT. FTG. 45 -deg. ; Title ;' . Job # 3 6 • Dsgnr: Date: 9:24AM,. 21 SEP 04 Description Scope • Rev 580000 Page 1 User. KW -0800077, Ver 5.8.0, 1 -Deo -2= Combined Footing Design (c)1983.2003 ENERCALC Engineering Software grdbmchek.ecwCalculations :.,..:....:..... ....:..:::...:. :.,...:..... ...:..... ..........-:.. .................:.::.:...-.:::................................-...: .. -:. :...... .. Description . GRADE BEAM ANALYSIS FOR WORST CASE SCENARIO (SHEAR WALL # 28 FRONT OF DINING) Generallnformation Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 :............:.:..............................................:.:..-.. ---- Allow Soil Bearing 1;500.0 psf -: --- ...................... : ..... fc t 2,500.0 psi Seismic Zone 4 Fy 45,000.0 psi Concrete Wt 145.0 pcf Min As Pct 0.0014 Short Terris Increase 1.33 Distance to CL of Rebar 3.50 in Overburden 0.00 psf Live 8 Short Term Load Combined Dimensions ...... ..........................................................................................................................................................i-------•----------.--- Footing Size... ............................- Column Support Pedestal Sizes Distance Left " 1.00 It #1 : Square Dimension 0.00 in Dist. Betwn Cols 14.50 It ...Height 0.00 in . Distance Right 2.50 It 42: Square Dimension 0.00 in Footing Length . 18.00 ft ...Height 0.00 in _ Width 1.00 ft . Thickness 18.00 in :.'I Loads ......................................................................................................... ............................... Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI'318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Vertical Loads... 9b Left Column -a) Right Column Dead Load 2.620 k 2.620 k Live Load k k Short Term Load k k . . • Applied Moments... Dead Load " . k -ft, k -ft Live -Load k -ft k -ft : ShortTerm Load k -ft 21.447 -k -ft Applied Shears... . Dead Load k 'k Live Load k k Short Term. Load k : 2.380 k Summary Footing Design OK Length = 18.00ft, Width='1.00ft, Thickness = 18.00in, Dist. Left = 1.00ft, Btwn. = 14.50ft, Dist. Right = 2.50ft Maximum Soil Pressure 899.11 psf . Allowable 1,995.00 psf Steel Req'd.@ Left 0.389 in2Jft Max Shear Stress14.22 psi Steel Req'd @ Center 0.773 in2/ft - Allowable 85.00 psi Steel Req'd @ Right 0.389 in2/ft - Min. Overturning Stability 3.451 :1 .; Soil Pressures • ................................................. ................... Soil Pressure @ Left Actual .......... . Allowable ACI Factored Eccentricity. Dead + Live 581.4 1,500.0 psf Eq. C-1 813.9 psf 0.429 ft Dead+Live+Short Term 118.1 " 1,995.0 psf Eq. C-2 165.4 psf 2.303 ft . Soil Pressure @ Right End Eq C-3 106.3 psf Dead + Live. 435.8 1,500.0 psf Eq. C-1 610.2 psf'. ' -0.429 ft Dead+Live+Short Term 899.1 1,995.0 psf Eq. C-2 1,258.8 psf 2.303 ft Stability Ratio 3.5 .:1 - Eq. G-3 ' 809.2 psf - 3 Title . Job # Dsgnr: Date: 9:24AM, 21 SEP 04 Description Scope Rev: 580000 Pae 2 - User. Kw -08=77, Ver 5.8.0, 1 -Dec -2= Combined Footin9. Design n 9 (c)1983-2003 ENERCALC Engineering Software grdbmchekecwCalculations :.... ...:...:.:.:...... ........::..::. ...... ..... ... ...... .. ........................................ Description GRADE BEAM ANALYSIS FOR WORST CASE SCENARIO (SHEAR WALL # 28 FRONTOF DINING) . Moment 8� Sheaf Summary (.values for moment are given per unit width oflbodng ) ............................... Moments... ----- --- ............ ACI C-1 ACI C-2 ACI C-3 Mu @.Col #1 0.25 k-ft/ft -0.06 k-ft/ft -0.04 k-ft/ft •. Mu Btwn Cols -10.34 k-ft/ft -31.64 k-ft/ft -30.89 k-ft/ft Mu @ Col #2 .. 0.98 k-ft/ft 2.63 k-ft/ft 1.69 k-ft/ft One Way Shears..: Vn : Allow' 0.85 85.000. psi 85.000 psi 85.000 psi . Vu @ Col #1 0.000 psi 0.000 psi 0.000 psi Vu Btwn Cols 14.215 psi 4.262 psi 0.000 psi Vu @ Col #2 2.323 psi 6.793 psi 4.367 psi Two Way Shears... Vn : Allow0.85 170:000 p"si 170.000 psi 170.000 psi Vu @ Col #1 3.497 psi- 4.498 psi 3.204 psi Vu @ Col #2 3.794 psi 2.900 psi - 1.864 psi Reinforcing (values,given per.unit width offootlng) ...........-...............-....-.... . ...............q.............................- @Left Ed a of Col #1 ...............................................................-.........--............. ........................................-...... Between Columns 0 Right Edge of Col #2 Ru/Phi As Req'd Ru/Phi As Req'd Ru/Phi As Req'd . ACI CA 1.34 psi 0.389 in2/ft @,Bottom 54.65 psi' -0.389 in2/ft@Top 5.20 psi 0.389 in2/ft @ Bottom ACI C-2 0.31, psi -0.389 in2/ft @ Top 167.23 psi -0.773 in2ift @ Top 13.92 psi 0.389 in2%ft @ Bottom ACI C-3' 0.20 psi . -0.389 in2/ft @ Top 163.24 psi -0.773 in2ift @ Top 8.95psi . 0.389 in2/ft @ Bottom ACI Factors. (per ACI, applied Internally to entered loads) .....-.. ACI C-1 & C-2 DL 1.400 ACI C-2 Group Factor 0.750 Additional Seismic "14' Factor 1.400 ACI C-1 8 C-2 LL 1.700 ACI "C-3 Dead Load Factor 0.900 Additional Seismic "0.9" Factor 0.900 ACI C-1 8 C-2 ST 1.700 ACI C-3 Short Term Factor 1.300. . ....seismic = ST "• 1.100 _' .i ` Y c NON Od IVLIVI AC'�,HOUSTO LUMBER COMPANY y r - '•j t ! "Lumbermen' Sin1884„ EVIEWED O REVISE AND RESUBMIT. DwJECTED [FURNISH AS CORRECTED • `` 2912-La M "d re a r ep69tiew comments made on 'the shop drawings North .Las Veg �� do not;relieVe contra+ctor4rom com . `• plianeo with r®qutremenfs -`of the, drawings .and r V (702) 63=5�p��,tications. This check Is Defy for review of gone rat ` • ;;, • rmanca with the design concept of,the project' Fax::,(702) 33e462&al compliance with the -Information given In the a ' contract documents. The con(ractor Is.responsible •=. -__. -� for 'confirming' and correcting all quantities and dimensions; selecting fabrication "professes -and- techniques of construction; coordinating his worts with x that of all other trades; and performing his work in a safe and satisfactory manner. The sttuctur'-integrlty _ ; * r • of Nems shown in these, shop drawings are the sole responsibility of the Contractor's .Engineer; not ESUFME.Structurel'Engineers : s ; ESIlFME Structural Engineers,,- J2 ngineers.-ay i ANDREW P _ ti Contractor: .� HIDEAWAY - LOT #208 Z . Job+ Name;' ; �. a 11/15/04 ,t 4; Y Date:' Copy c_ �ri J El Q c = ° Q o n o o x 0 c 9 � o r<D J 'T O In 5�p' � O U Q 0 O n o+ < a m o ° sus r c m tf 3 o n ax 'i°m�m03 ma Noo d. 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J W X N a v m C E J 0 0 (0 FOR TRUSSES UP TO 2'-0" ON -CENTER AND 80'-0' IN LENGTH PARA TRUSSES ESPACIADES HASTA CADA 2 PIES Y HASTA 80 PIES DE LONGITUD Q Disregarding handling, i - tions is the major cause EI no seguir las recomel es la causa principal de trusses. Lateral bracing is not adequate without diagonal bracing. El arriostre lateral no es adecuado sin arriostre diagonal. Q Always diagonally brace for safety! Siempre arriostre diagonalmente por seguridad! •MAXIMUM TOP CHORD TEMPORARY LATERAL BRACING SPACING (TCTLB) MAXIMO ESPACIAMIENTO DEL ARRIOSTRE LATERAL TEMPORAL DE LA CUERDA SUPERIOR (ALTCS) TCTLB shown in green ALTCS mostrado en verde Diagonal brac ng shown in red Arriostre diagonal mostrado en rojo _ Truss spans 4p to 3 0 The graphic above shows the maximum on -center spacing EI dibujo arr:ba mues`ra e' maximo espaciamiento del (see * above) of TCTLB based on truss span from the table (vea * above) ALTCa tasado en la tabla del segundo paso in Step 2 on page 3. en la pagina 3. • Ground bracing not shown for clarity. • Arnostre de Cierra no se muestra para clandad. • Apply diagonal bracing or sheathing immediately. For • Aplique arricstre oiagonal o entablado (sheathing) • spans over 63' the preferred method is sheathing inmediatamente. Para tr3mos mayores de 60 pies el immediately. metodo pret--rido es entablar inmediatamente. Q spans over 60' may require complex temporary bracing. Corsult a Professional Engineer. Tramos mayores de 60 pies pueden necesitar arriostre temporal complejo. Consulte a ur Ingeniero. 62Temp 20040501 CHECK THESE ITEMS BEFORE STARTING ERECTION/INSTALLATION AND CORRECT AS NEEDED REVISE ESTOS PUNTOS ANTES DE EMPEZAR LA INSTALACION Y CORRIJA Q Building dimensions match the construction plans. Dimensiones del edificio concuerdan con planos de construccion. Q Supporting headers, beams, walls and lintels are accurately and securely installed. Travesanos (headers), vigas y linteles estan preclsa y seguramente instalados. [Jf Hangers, tie -downs, and bracing materials are on site and accessible. Colgadores (hangers), soportes de anclaje (tie -downs) y materiales de arriostre estan accesibles en la obra. [✓C Erection/installation crew is aware of installation plan and bracing requirements. La cuadrilla de instalacion debe tener conocimiento del plan de instalacion y requerimientos de arriostre. Q Multi -ply trusses, including girders, are fastened together prior to lifting into place. Trusses de varias capas, incluyendo trusses soportantes estan conectados juntos antes de levantarlos en el lugar que les corresponde. Q Any truss damage is reported to Truss Manufacturer. Refer to BCSI-B5 Summary Sheet — Truss Damage, Jobsite Modifications and Installation Errors. Cualquier dano a los trusses ha sido reportado al fabri- cante de trusses. Ilea el resumen BCSI-B5 — Dano a los Trusses, Modificaciones en la Obra y Errores de Insta- lacion. [Jf Load bearing walls are plumb and properly braced. Paredes soportantes estan a plomada y correctamente arriostradas. STEPS TO SETTING TRUSSES PASOS PARA EL MONTAJE DE TRUSSES [✓( Trusses are the correct dimension. • Dimension de los trusses es correcta. [� Tops of bearing walls are flat, level and at the correct elevation. La parte superior de las paredes de sostener son planas, nivelada y a la elevacion correcta. Q Jobsite is backfilled, clean and neat. Terreno en la obra esta relleno, limpio y plano. Q Ground bracing plan for first truss is based on site and building configuration. Planos de arriostre de Cierra para el primer truss estan basados en el terreno y forma del edificio. Interior Exterior If ground level is too far from truss for exterior ground bracing, use interior ground bracing. Si la altura de los trusses al piso exterior es mucha, arriostre al piso interior. Establish Ground Bracing Procedure: Exterior or Interior 1 ■ Establezca el Procedimiento de Arriostre de Tierra: Exterior o Interior TCTLB TCTLB Bracing to wall or end jack for hip set ,// Frat truss fur gable e tl frame) of braced Ground b ) '\ I of trusses 9 i group dagonal "� � 4— First truss Groan d tuoc _ — :I rtcal ror a / Ground End ' diagonei Ground t ace se _ �- Wall bracing Driven ground Iteral stake —► Stru1 Backup ground 'r stake I End brace Not . Secontl gmr trc-' hllh doq to Pdd ground Horizontal Ip,,be with multiple stakes EXTERIOR GROUND BRACING INTERIOR GROUND BRACING INTERIOR GROUND BRACING TO WALL ARRIOSTRE DE TIERRA EXTERIOR ARRIOSTRE DE TIERRA INTERIOR: ARRIOSTRE DE TIERRA INTERIOR A LA PARED • , • • • • • • • • • n u Calculate Ground Brace Locations 2 ■ Calcule Localizaci6n de los Arriostres de Tierra Q Use truss span to determine is bracing interval of Top Chord Temporary Lateral Braces from table. Use la lonc itud de tramo para determinar el espaciamiento del arriostre lateral temporal de la cuerc'a superior en la tabla adjur+ta. TCTLB Under Over 8' add a brace 5'E" 5'4" 5'-6' 8'-10" 33'-0"Span Q Locate additional TCTLBs at each • change of pitch. Localice / LTCS adicionales en cada cambio de inclinaci6n. 0 J TCTLB 10" or greater Truss attachment required at support(s) Truss Span TCTLB Spacing Lon itud de Tramo Es aciamiento del ALTCS Up to 30' 10' o.c. max. Hasta 30 pies 10 pies maximo 30' to 45' 8' o.c. max. 30 a 45 pies 8 pies maximo 45' to 60' C o.c. max. 45 a 60 pies 1 6 pies maximo 60' to 80'* 4' o.c. max. 60 a 80 pies* 4 pies maximo *Consult a Professional Engineer for trusses longer than 60'. *Consulte a un ingeniero pa: a trusses de mas de 60 pies. R1 Locate additional TCTLBs over bearings if the heel height is 10" or greater. Localice ALTCS adicionales sobre los soportes si la altura del extremo (heel height) es de 10 pulgadas o mas. ...P'0'j''94wo, Q Locate a vertical ground brace at each TCTLB location. Localice un arriostre de tierra verti- cal en cada ALTCS. Set Fist Truss and Fasten Securely to Ground Braces 3 ■ Coloque el Primer Truss y Conectelo en Forma Segura a los Arriostres de Tierra Q Set first truss or gable end frame and fasten securely to ground brace verticals and to the wall, or as directed by the Building Designer. Example of first truss installed. Coloque el primer truss y con6ctelo en forma segura a los arriostres de tierra verticales y a la pared, o como indique el disenador del edificio. Ejemplo del primer truss instalado. TCTLB EXTERIOR GROUND BRACING ARRIOSTRE DE TIERRA EXTERIOR INTERIOR GROUND 6"ACI ARRIOSTRE DE TIERRA INTE TCTLB locations TCTLB locations I ARRIOSTRE DE TIERRA INTERIOR A LA •6 IMPORTANT SAFETY WARNING! 6 First truss must be attached securely to all ground braces prior to removing the hoisting supports. 6 ADVERTENCIA IMPORTANTE DE SEGURIDAD 6 EI primer truss debe ser sujeto en forma sequra a todos los arriostres de tierra antes de quitar los soportes de la grua. Set Next Four Trusses with TCTLB in Line with Ground Bracing 4 ■ Coloque los Siguientes Cuatro Trusses con los ALTCS en Linea con los Arriostres de Tierra Fvj Attach trusses securely at all bearings, shimming bearings as necessary. Example of first five trusses. Conecte los trusses en forma Segura a todos los soportes, rellenando s6lidamente los soportes si fuera necesario. Ejemplo de los cinco primeros trusses. See options below See options below See options below y •. ._M EXTERIOR GROUND BRACING INTERIOR GROUND BRACING INTERIOR GROUND BRACING TO JVA ARRIOSTRE DE TIERRA EXTERIOR ARRIOSTRE DE TIERRA INTERIOR ARRIOSTRE DE TIERRA INTERIOR A LA P F-A The three options for installing TCTLB spacer pieces. Las tres opciones para instalar piezas de espaciamiento para ALTCS. Option 1 Top Nailed Spacer Pieces Opci6n 1 Piezas de espaciamiento clavadas arriba 2 nails at every connection 2 clavos en cada conecci6n 11/2" minimum end distance Mo 1112 pulgadas distancia de extremo �. minima Option 2 End -Grain Nailed Spacer Pieces Opci6n 2 Piezas de espaciamientos conectadas al extremeo Option 3 Proprietary Metal Bracing Products Opci6n 3 Productos de refuerzo de metal patentado See manufacturer's 22'/z" specifications. vea las especificaciones del fabricante. Do not use split spacer pieces. No use piezas de espaciamiento con rajaduras. IMPORTANT SAFETY WARNING! 0 Never release the truss from the hoisting supports until all top chord temporary lateral braces are installed and bearing attachments are made. ADVERTENCIA IMPORTANTE DE SEGURIDAD Nunca suelte el truss de los soportes de la griva hasta que todos los arriostres laterales de la cuerda superior esten instalados y el truss este conectado a los soportes. • n u w n E n 00 • 17, F 0 Use 2-16d deformed shank nails minimum 7 22�/z" at each spacer to truss connection. Do not use split Use como minimo 2 spacer pieces. claves largos (16d shank nails) en cada coneccidn No use piezas de de los espaciadores con espaciamiento con el truss. rajaduras. Option 3 Proprietary Metal Bracing Products Opci6n 3 Productos de refuerzo de metal patentado See manufacturer's 22'/z" specifications. vea las especificaciones del fabricante. Do not use split spacer pieces. No use piezas de espaciamiento con rajaduras. IMPORTANT SAFETY WARNING! 0 Never release the truss from the hoisting supports until all top chord temporary lateral braces are installed and bearing attachments are made. ADVERTENCIA IMPORTANTE DE SEGURIDAD Nunca suelte el truss de los soportes de la griva hasta que todos los arriostres laterales de la cuerda superior esten instalados y el truss este conectado a los soportes. • n u w n E n 00 • 17, F 0 to ■ 0 C! k0 !• Is BRACING MATERIAL AND CONNECTIONS MATERIALES DE ARRIOSTRE Y CONECCIONES RI Bracing material must be at least 2x4 stress -graded lumber unless specified otherwise by the Building Designer. Materia; de arriostre debe ser por to menos 2x4 madera graduada por esfuerzo a menos que el disenador indique diferente. [✓f All bracing and spacing members must be connected with at least the nails shown at right, except for the spacers shown in Step 4, Option 2, which require 16d deformed -shank, ring, barb or screw nails. 10d (0.1280") Todos los arriostres y miembros espaciadores deben ser 12d (0.1280.25") conectados por to menos con los clavos mostrados a la 16d (0.1350.5") derecha, con excepcidn de los espaciadores mostrados en el Paso 4, Opcion 2, que requieren clavos largos 16d (shank nails), anillos, plias, o tornillos. Q Drive nails flush or use double -headed nails for easiest brace removal. Penetre los clavus al raso o use clavos de dos cabezas para quitar los arriostres mas facilmente. Install Top Chord Diagonal Bracing 5 ■ Instale Arriostre Diagonal en la Cuerda Superior [Jf Attach diagonal bracing to the first five trusses. Example of diagonal bracing on first five trusses. Coloque arriostre diagonal en los cinco primeros trusses. Ejemplo de arriostre diagonal en los cinco primeros trusses. EXTERIOR GROUND BRACING ARRIOSTRE DE TIERRA EXTERIOR INTERIOR GROUND BRACING ARRIOSTRE DE TIERRA INTERIOR Q Or start applying permanent roof sheathing. Example of permanent roof sheathing installed on first five trusses. 0 empiece el entablado permanente. Ejemplo de entablado permanente instalado en los cinco primeros trusses. Install Web Member Diagonal Bracing 6 ■ Instale el Arriostre Diagonal de Miembros Secundarios Q Temporary web member diagonal bracing acts with the top web members chord and bottom chord temporary lateral bracing to form triangulation perpendicular to the plane of the truss and prevents trusses from leaning or dominoing. El arriostre diagonal temporal de los miembros secundarios i trabajan con los arriostres temporales de la cuerda supe- rior y de la cuerda inferior para formar una triangulacion Diagonal braces perpendicular al plano del truss y evita que los trusses se every 10 truss inclinen o caigan como dominos. 10'-15' max. spaces (20' max.) Same spacing Q Install at about 450 on web members (verticals whenever as bottom chord Some chord and web members possible); locate at or near bottom chord lateral bracing lateral bracing not shown for clarity. locations. Repeat at the interval shown. Instale a aproximadamente 451 en !os miembros secundarios (verticales cuando sea posible); coloque abajo o cerca de las localizaciones de los arriostres laterales de la cuerda inferior. Repita a los intervalos mostrados. Q Permanent lateral web bracing requirements are specified separately on the Truss Design Drawing. Refer to BCSI-B3 Summary Sheet — Web Member Permanent Bracing/Web Reinforcement for more information. Requerimientos de arriostre permanente lateral de los miembros secundarios son especificados por separado en el dibujo del diseno del truss. Vea el Resumen BCSI-83 — Refuerzos y Arriostres de los Miembros Secundarios para mayor informacion. Q Mono pitch trusses, deep flat trusses and similar high -end -type trusses require temporary lateral and diagonal bracing at the end. Trusses de una sola pendiente, trusses pianos profundos y trusses similares con un extremo profundo requieren arriostre temporal, lateral y diagonal en los soportes a el final. Install Bottom Chord Bracing 7 ■ Instale el Arriostre de la Cuerda Inferior [7� Lateral and diagonal bottom chord bracing stabilizes the bottom chord plane. Arriostre lateral y diagonal en la cuerda inferior estabilizan el plano de la cuerda inferior. Q Install temporary lateral bracing at 15' on -center maximum. Remove, if desired, after the permanent ceiling diaphragm is Lateral braces in place. 2x4x12'length lapped over Instale los arriostres laterales temporales cada 15 pies como two trusses. maximo. Quitelos, si asi to desea, despues que el diafragma permanente del cielo raso este colocado. Q Install permanent lateral bracing at 10' on -center maximum. Specified spacing may be less; check with the Truss Design Drawing and/or the Building Designer. Instale los arriostres laterales permanentes cada 10 pies Diagonal braces every 10 truss como maximo. El espaciamiento especificado puede ser spaces (20' max.) menor; vea el dibujo del diseno truss o verifique con el 110'-15' max. disenador del edificio. Some chord and web members [J( Install diagonal bracing at intervals of maximum 20'. not shown for clarity. Instale arriostres diagonales a intervalos de 20 pies maxmo. 0 IMPORTANT SAFETY WARNING! Do not remove ground bracing until all top chord, bottom chord and web bracing is installed on at least the first five trusses. ADVERTENCIA IMPORTANTE DE SEGURIDAD No quite el arriostre de tierra hasta que todos los arriostres de la cuerda superior, de la cuerda inferior y de los miembros secundarios estd instalada por to menos en los cinco primeros trusses. • *I • Repeat Steps Four Through Seven on Groups of Four Trusses Using Option A or B 8 ■ Repita los Pasos 4 al 7 en Grupos de Cuatro Trusses Usando la Opcidn A o la Opcion B Option A: Install long lateral braces on each group of •four trusses that have been set with spacer pieces. Install diagonal braces every 20' maximum. Opcidn A: Instale arriostres laterales largos en cada grupo de cuatro trusses que han sido colocados con espaciadores. Instale arriostre diagonal cada 20 pies maximo. TCTLB Lateral braces" spacing 2x4x12' length lapped �y over two trusses. �`�� i Diagonal braces every 10 truss spaces (20' max.) ENSURE THAT ALL TRUSSES ARE PROPERLY DIAGONALLY BRACED AT THE END OF EACH DAY'S WORK Sheath early... sheath often. Do not wait until all trusses are set to apply sheathing. ASEGURESE QUE TODOS LOS TRUSSES ESTEN isPROPIAMENTE ARRIOSTRADOS DIAGONALMENTE AL TERMING DE CADA DIA DE TRABAJO Entable temprano... entable con frecuencia. No espere hasta que todos los trusses esten instalados para aplicar el entablado. Option B: Install diagonal bracirg on each group of four trusses that have been set with spacer pieces. Opcion B: Instale arriostre diagonal en cada grupo de cuatro trusses que han sido colocados con espaciadores. al 6 WARNING! Remove only as much bracing as is necessary to nail down the next sheet. DO NOT EXCEED TRUSS DESIGN LOAD WITH CONSTRUCTION LOADS. (SEE BCSI-B4) 6 ADVERTENCIA! Quite solo tantos arriostres como sea necesario para clavar la siguiente hoja de entablado, NO EXCEDA LA CARGA DE DISENO CON CARGA DE CONSTRUCCION. (VEA BCSI-B4) ALTERNATE INSTALLATION METHOD: BUILD IT ON THE GROUND AND LIFT IT INTO PLACE METODO ALTERNO DE INSTALACION: ARMELO EN LA TIERRA Y LEVANTELO EN POSICION Q Position trusses on the ground. Ensamble los trusses en la tierra. Q Install web and bottom chord bracing as required by the building desig Instale los arriostres de los miembros secundarios y de la cuerda inferi indique el disenador del edificio. Install permanent sheathing for stability. Instale el entablado permanente para estabilidad. Q Pick up the assembly and set it in place. • Levante el ensamblaje y coloquelo en posicion. C✓j Be sure to get the proper professional engineering guidance to lift the entire system into place safely and efficiently. Asegurese de obtener la propia gufa profesional de ingenierfa para levantar el sistema completo a su lugar en forma segura y eficiente. This document applies to all sloped and flat chord trusses manufactured from 2x lumber such as: Este documento aplica a todos los trusses inclinados y pianos construidos de madera 2x tales como: Scissor Truss Mono Truss For flat trusses manufactured with 3x2 or 4x2 lumber, see Section B7 of the BCSI 1-03 Booklet or the BCSI-B7 Summary Sheet — Temporary and Permanent Bracing for Parallel Chord Trusses. Para trusses pianos fabricados con madera 3x2 o 4x2, vea la Seccion B7 del folleto BCSI 1-03 o el Resumen BCSI-B7 — Arriostre Temporal y Permanente para Trusses de Cuerdas Paralelas. See Section B2 of the BCSI 1-03 Booklet for special conditions such as: Vea la Seccion B2 del folleto BCSI 1-03 para condiciones especiales tales como: Piggyback Trusses 1111►rrIA Field -Spliced LA For trusses spaced more than 2'-0" on center, see Section B10 of the BCSI 1-03 Booklet or the BCSI-B10 Summary Sheet — Post Frame Truss Installation and Bracing. Para trusses espaciadas a mas de 2 pies, vea la Seccion B10 del folleto BCSI 1-03 o el Resumen BCSI-BIO — Instalacion y Arriostre de Trusses Post -Frame. This document replaces WTCA's TTBWTCAB2 - Always Diagonally Brace for Safety This document summarizes Part 2 of an 11 -part informational series titled: Building Component Safety Information BCSI 1-03 - Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Copyright © 2004 Wood Truss Council of America and Truss Plate Institute. All Rights Reserved. This guide or any part thereof may not be reproduced in any form without the written permission of the publishers. Printed in the United States of America. WOOD TRUSS COUNCIL OF AMERICA One WTCA Center 6300 Enterprise Lane - Madison, WI 53719 608/274-4849 - www.woodtruss.com • 0*1 'Ali� • TRUSS PLATE INSTITUTE 583 D'Onofrio Drive Madison, WI 53719 608/833-5900 - www.tpinst.org ii •1 •' *11 0 d Web members within the truss may require some type of permanent bracing or reinforcement to prevent I'M ill) buckling under design loads. In general, bracing provides lateral support to reduce the buckling length of the web; re nforcement adds material to increase the section properties of the web making it more stable. The Truss Design Drawing will indicate which web bracing/ reinforcement option has been assumed in the design. Miembros secundarios en un truss pueden necesitar algun tipo de arriostre o refuerzo para prevenir el pandeo bajo cargas de diseno. En general, el arriostre proporciona soporte lateral para reducir la longitud de pandeo de los miembros secundarios, refuerzos aumentan material para incrementar las propiedades de la seccion transversal de los miembros secundarios haciendolos mas estables. 34 EI dibujo del disen"o del truss indicara si se ha asumido arriostre o refuerzo en el diseno. One brace required on each cf these webs. Un arriostre se necesita en cada de estos miembros secundarios. [j Braces or reinforcement must be at least 2x4 stress -graded 'umber, unless specified otherwise by the Building Designer. Arriostres o refuerzos deben ser por to menos 2x4 madera graduada par eefuerzo, a menos que el disenador del edificio especifique de otra manera. Q Fasten bra.--ing to each truss with 2-10d (0.128x3"), 2-12d (0.128x3.25"), or 2-16d (0.135x3.5") nails. • Asegure los arriostres a cada truss con 2 clavos 10d (0.128 .r 3.0 pulgadas), 2 clavos 12d (0.128x3.25 pulgadas), o 2 clavos 16d (0.135x3.5 pulgadas). Q Always refer to the Truss Design Drawing for specific information. Siempre vea el dibujo del diseno del truss para informacion �specifica. SIX METHODS FOR PERMANENT WEB BRACING OR WEB REINFORCEMENT SEIS METODOS PARA ARRIOSTRE O REFUERZO PERMANENTS DE LOS MIEMBROS SECUNDARIOS Continuous Lateral Bracing (CLB) and Diagonal Bracing 1 Arriostre Continuo Lateral (ACL) y Arriostre Diagonal If web bracing is required, CLBs are most frequently specified. Si el arriostre de los miembros secundarios es necesario, ACLs son especificados mas frecuentemente. Q The Truss Design Drawing will specify the number and location of CLBs. EI dibujo del diseno del truss especificara el numero y la colocacion de los ACLs. ® CLBs work most efficiently when applied to three or more trusses with similar web • patterns. Los ACLs funcionan mas eficientemente cuando se aplican a tres o mas trusses con miembros secundarios similares. B3Web 200400501 Continuous Lateral Bracing (CLB) and Diagonal Bracing (continued) im Arriostre Continuo Lateral (ACL) y Arriostre Diagonal (continuaci6n) Diagonal bracing • options Opciones de arriostre diagonal Permanent continuous lateral bracing Arriostre continuo lateral permanente D Always Diagonally Brace the Permanent Continuous Lateral Bracing! O O Siempre Arriostre Diagonalmente los Arriostre Continuo Lateral Permanentes! O O CLBs must always be diagonally braced for rigidity. Los ACLs siempre deben ser arriostrados diagonalmente por rigidez. O CLBs alone DO NOT prevent adjacent braced webs from buckling in the same direction at the same time. Los ACLs solos NO evitan que los miembros secundarios arriostrados se pand6en en la misma direcci6n al mismo tiempo. It is the Building Designer's responsibility to indicate how to adequately stabilize the lateral bracing using diagonal bracing or some other means. Es la responsabilidad del Disefiador del edificio indicar como estabilizar en forma adecuada los arriostres laterales usando arriostres diagonales o de otra manera. Some Truss Manufacturers will mark web member permanent bracing locations on the truss itself. One example is the truss tag shown here. Algunos fabricantes de trusses marcan la localizaci6n de los arriostres permanentes de los miembros secundarios en el mismo truss. Un ejemplo es la etiqueta de truss mostrada aqui. CLBs can only be applied if there are at least three similarly configured trusses in a row with trusses spaced at 6' on -center or less. ACLs pueden ser aplicados si hay por to menos tres trusses con miembros secundarios similares uno a cada lado del otro a cada 6 pies o menos. Reinforcement options are used when adjacent trusses do not have similar web patterns. Opciones de refuerzos se usan cuando los trusses adyacentes no tienen miembros secundarios similares. PERMANENT LATERAL BRACING REQUIRED w LU = UJI REFER TO TRUSS DESIGN DRAWING FOR NUMBER & LOCATION OF BRACES • 7 0 *J •1 01 2T -Reinforcement Refuerzos-T Q T -reinforcement, often called T -bracing, typically provides the greatest increase in buckling strength for a given size of • reinforcing material. Refuerzos T, frecuentemente Ilamados "t -bracing'. tipicamente proveen el mayor aumento en fuerza de pandeo, dado un cierto tamano de material de refuerzo. Q The size, length and grade of the reinforcement lumber and the fastener schedule is indicated on the Truss Design Drawing. El tamano, longitud y grado de la madera de refuerzo son como las conecciones necesanas se indican en el dibujo del diseno del truss. L -Reinforcement 3E Refuerzos-L Q L -reinforcement is similar to T -reinforcement but • creates a flat surface on one face of the truss for the application of sheathing material. Los refuerzos-L son similares a los reruerzos-T pero crean una superficie plana en una de las caras del truss para ap'icacion de material de revestimiento (sheathing). 4 Scab Reinforcement Refuerzo de Scabs 21 Scab reinforcement is installed on one face of the web. It can be more structurally efficient for multiple -ply webs and provides easier nailing due to the wider lap area on the web. Refuerzo de scabs es instalado en una cara del miembro secundario. Puede ser mas eficiente estructuralmente para miembros secundarios de varias capas y provee una mayor superficle de clavado. 0 1 Reinforcement on one edge Keintorcement on one eage 1— Scab reinforcement on one face -4 Truss member Some Truss Manufacturers mark permanent web member reinforcement locations on the truss itself. One example is the truss tag shown here. Algunos fabricantes de trusses marcan la localization de los refuerzos permanentes de los miembros secundarios en el mismo truss. Un ejemplo es la etiqueta de truss mostrada aqui. REB REINFORCEMENT IRED , W. a UJ T, L OR SCAB Q REINFORCEMENT (/ d \� REFER TO TRUSS DESIGN DRAWING FOR SPECIFIC INFORMATION Proprietary Metal Reinforcement Products 5 ■ Productos de Refuerzo de Metal Patentado RI Metal reinforcement products are installed on the edge of the web at the truss manufacturing plant. They do not require any further attention at the jobsite. Productos de refuerzo de metal son instalados en el filo de los miembros secundarios en la planta del fabricante de trusses. No requieren atencion adicional en la obra. Stacked Web Reinforcement 6E Refuerzo de Miembro Secundario Apilado R1 Stacked web reinforcement is installed on the edge of the web at the truss manufacturing plant. They do not require any further attention at the jobsite. Refuerzos de miembro secundario apilados son instalados en el filo de las miembros secundarios en la planta del fabricante de trusses. No requieren atencion adicional en la obra. • S II d d t -I f t pecia y —%j— me d rein oI—I –Truss member 1 14 Stacked web reinforcerrent plated to truss member / ` 4 Truss member 0 • NOTE: With careful design consideration and contracting, many trusses can be designed to perform without field applied permanent web bracing or reinforcement; however, permanent bracing for wind, seismic and/or other lateral loads perpendicular to the plane of the trusses is required in every building. NOTA: Con una cuidadosa consideracion en el diseno y contrato, muchos trusses pueden ser disenados para funcionar sin arriostre permanente o refuerzo aplicado en la obra a los miembros secundarios, sin embargo, arriostre permanente para viento, sismo u otra carga lateral perpendicular al plano de los trusses se necesita en cada ediFco. This document replaces WTCA's: • TTB Web Member Permanent Bracing • TTB Web Reinforcement TTBPerm TTBReinforce This document summarizes Part 3 of an 11 -part informational series titled: Building Component Safety Information BCSI 1-03 - Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Copyright © 2004 Wood Truss Council of America and Truss Plate Institute. All Rights Reserved. This guide or any part thereof may not be reproduced in any form without the written permission of the publishers. Printed in the United States of America. WOOD TRUSS COUNCIL OF AMERICA One WTCA Center 6300 Enterprise Lane • Madison, WI 53719 608/274-4849 • www.woodtruss.com n 'AM 1illllll\ • TRUSS PLATE INSTITUTE 583 D'Onofrio Drive Madison, WI 53719 608/833-5900 • www.tpinst.org Web members within the truss may require some type VIPN =' of permanent bracing or reinforcement to prevent_ buckling under design loads. In general, bracing provides lateral support to reduce the buckling length of the web; reinforcement adds material to increase the. section properties of the web making it more stable. The Truss Design Drawing will indicate which web bracing/ --- reinforcement option has been assumed in the design.` Miembros secundarios en un truss pueden necesitar algdn tipo de arriostre o refuerzo para prevenir el pandeo bajo cargas de diseno. En general, el arriostre proporciona soporte lateral para reducir la longitud de pandeo de los 344 eo%lo s-ass miembros secundarios, refuerzos aumentan material para 14 incrementar las propiedades de la secci6n transversal de los miembros secundarios haci6ndolos mas estables. a N El dibujo del diseno del truss indicara si se ha asumido arriostre o refaerzo en el diseno. One brace required on each of these webs. Un arriostre se necesita en cada de estos miemoros secundarios. Q Braces or reinforcement must be at least 2x4 stress -graded lumber, unless specified otherwise by the Building Designer. Arriostres o refuerzos deben ser por to menos 2x4 madera graduada por esfuerzo, a mends que el disenador del edificio especi ft,e de otra manera. Q Fasten bracing to each truss with 2-10d (0.128x3"), 2-12d (0.1280.25"), or 2-16d (0.135x3.5") nails. Asegure los arnostres a Cada truss con 2 clavus 10d (0.126x 3.0 pulgadas), 2 clavos 12d (0.128x3.25 pulgadas), o 2 clavos 16d (0.135x3.5 pulgadas). j7 Always refer to the Truss Design Drawing for specific informaJon. Siempre vea el dibujo del diseno del truss para informaci6n especifica, SIX METHODS FOR PERMANENT WEB BRACING OR WEB REINFORCEMENT SEIS METODOS PARA ARRIOSTRE O REFUERZO PERMANENTE DE LOS MIEMBROS SECUNDARIOS Continuous Lateral Bracing (CLB) and Diagonal Bracing 1 Arriostre Continuo Lateral (ACL) y Arriostre Diagonaj Q If web bracing is required, CLBs are most frequently specified, Si el arriostre de los miembros secundarios es necesario, ACLS son especificados mas frecuentemente. Q The Truss Design Drawing will specify the number and location of CLBs. El dibujo del diseno del truss especificara el n6mero y la colocaci6n de los ACLs. Q CLBs work most efficiently when applied to three or more trusses with similar web patterns. Los ACLS funcionan mas eficientemente cuando se aplican a tres o mas trusses con miembros secundarios similares. 83Web 200400501 Continuous Lateral Bracing (CLB) and Diagonal Bracing (continued) im Arriostre Continuo Lateral (ACL) y Arriostre Diagonal (continuaci6n) Diagonal bracing options Opciones de arriostre diagonal Permanent continuous lateral bracing Arriostre continuo lateral permanente 6 CLBs must always be diagonally braced for rigidity. Los ACLs siempre deben ser arriostrados diagonalmente por rigidez. CLBs alone DO NOT prevent adjacent braced webs from buckling in the same direction at the same time. Los ACLs solos NO evitan que los miembros secundarios arriostrados se pand6en en la misma direccion al mismo tiempo. O It is the Building Designer's responsibility to indicate how to adequately stabilize the lateral bracing using diagonal bracing or some other means. Es la responsabilidad del Disenador del edihcio indicar como estabilizar en forma adecuada los arriostres laterales usando arriostres diagonales o de otra manera. Some Truss Manufacturers will mark web member permanent bracing locations on the truss itself. One example is the truss tag shown here. Algunos fabricantes de trusses marcan la localizacion de los arriostres permanentes de los miembros secundarios en el mismo truss. Un ejemplo es la etiqueta de truss mostrada aqui. CLBs can only be applied if there are at least three similarly configured trusses in a row with trusses spaced at 6' on -center or less. ACLs pueden ser aplicados si hay por to menos tres trusses con miembros secundarios similares uno a cada lado del otro a cada 6 pies o menos. Reinforcement options are used when adjacent trusses do not have similar web patterns. Opciones de refuerzos se usan cuando los trusses adyacentes no tienen miembros secundarios similares. PERMANENT LATERAL BRACING REQUIRED LuI 1 iX REF ERTO TRUSS DESIGN DRAWING FOR NUMBER & LOCATION OF BRACES • • • 0 2T -Reinforcement 0 Refuerzos-T [Jf T -reinforcement, often called T -bracing, typically provides the greatest increase in buckling strength for a given size of reinforcing material. Refuerzos T, frecuentemente Ilamados "t -bracing" tipicamente proveen el mayor aumento en fuerza de pandeo, dado un cierto tamano de material de refuerzo. Q The size, length and grade of the reinforcement lumber and the fastener schedule is indicated on the Truss Design Drawing. El tamano, longitud y grado de la madera de refuerzo son como las conecciones necesarias se indican en el dibujo del diseno del truss. L -Reinforcement 3N Refuerzos-L L -reinforcement is similar to T -reinforcement but • creates a flat surface on one face of the truss for the application of sheathing material. Los refuerzos-L son similares a los refuerzos-T Pero crean una superficie plana en una de las caras del truss para aplicacion de material de revestimiento (sheathing). • Scab Reinforcement 4N Refuerzo de Scabs [J( Scab reinforcement is installed on one face of the web. It can be more structurally efficient for multiple -ply webs and provides easier nailing due to the wider lap area on the web. Refuerzo de scabs es instalado en una Cara del miembro secundario. Puede ser mas eficiente estructuraimente para miembros secundarios de varias capas y provee una mayor superficie de clavado. Reinforcement -4-Truss member Reinforcement on one edge 14 Scab reinforcement on one face 14 Truss member Some Truss Manufacturers mark permanent web member reinforcement locations on the truss itself. One example is the truss tag shown here. Algunos fabricantes de trusses marcan la localizacion de los refuerzos permanentes de los miembros secundarios en el mismo truss. Un ejemplo es la etiqueta de truss mostrada aqui. WEB REINFORCEMENT REQUIRED , LU U T L OR SCAB Q REINFORCEMENT J a (/3 REFER TO TRUSS DESIGN DRAWING FOR SPECIFIC INF04MATION M.. 5 Proprietary Metal Reinforcement Products 0 Productos de Refuerzo de Metal Patentado V Metal reinforcement products are installed on the edge of the web at the truss manufacturing plant. They do not require any further attention at the jobsite. Productos de refuerzo de metal son instalados en el filo de los miembros secundarios en la planta del fabricante de trusses. No requieren atencion adicional en la obra. Stacked Web Reinforcement 60 Refuerzo de Miembro Secundario Apilado (� Stacked web reinforcement is installed on the edge of the web at the truss manufacturing plant. They do not require any further attention at the jobsite. Refuerzos de miembro Secundario apilados son instalados en el filo de los miembros secundarios en la planta del fabricante de trusses. No requieren atencion adicional en la obra. �- S eciall desi ned metal reinforcement P Y 9 i �- Truss member a Stacked web reinforcement plated to truss member 4 -Truss member NOTE: With careful design consideration and contracting, many trusses can be designed to perform without field applied permanent web bracing or reinforcement; however, permanent bracing for wind, seismic and/or other lateral loads perpendicular to the plane of the trusses is required in every building. NOTA: Con una cuidadosa consideracion en el diseno y contrato, muchos trusses pueden ser disenados para funcionar sin arriostre permanente o refuerzo aplicado en la obra a los miembros secundarios, sin embargo, arriostre permanente para viento, sismo u otra carga lateral perpendicular al plano de los trusses se necesita en cada edifico. This document replaces WTCA's: • TTB Web Member Permanent Bracing • TTB Web Reinforcement TTBPerm TTBReinforce This document summarizes Part 3 of an 11 -part informational series titled: Building Component Safety Information BCSI 1-03 - Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Copyright © 2004 Wood Truss Council of America and Truss Plate Institute. All Rights Reserved. This guide or any part thereof may not be reproduced in any form without the written permission of the publishers. Printed in the United States of America. AMUR WOOD TRUSS COUNCIL OF AMERICA One WTCA Center 6300 Enterprise Lane • Madison, WI 53719 608/274-4849 • www,woodtruss.com • • TRUSS PLATE INSTITUTE 583 D'Onofno Drive Madison, WI 53719 608/833-5900 • www.tpinst.org :E II z II LU 2: 0 LU OZ w - IZ, L'u �j 0 LU Z. .}0 Z 0 0 j LU I P x X W W ui Lu 2: 0 U �j 0 LU .}0 C- L LU W 0 Lu 0 2 -j J 0 zo z C', K 1-0 i.. . 'NOTE: i PLATE HT. IS 0-11 -1 LOWER THAN STD 2ND STORY PLT HT. I 19'-5" •( 18'-11 1/2" .......................... ............. ............. ............. ............. ......:.....: ISI I � III L_ - ig II o II II ............ .......................... ............. ............. _........... .. � O - 4' 0" 3' 9" o D06 7 ) 0 :............. ... Q............. _..... ..... ..... ........ ...... ......_........ VT01, --- --- -- -�- - --- -- ...... ----- ---- - O ; I ....V.T.02 •�J at I I �' un ...... -.. 101(7)CD C) .............i iC=L24" ox �I N QO2 " O E05D D= 0 3........... E06 - i �.. i E06 i v R YIE E h if O R JEC 4'-0" 3'-2" 18'-0" 16-51 /2" _ during this review do not relieve c71'ontractor from com• HANGER SCHEDULE pliance with requirements of the drawings. an iN S ecificaiions. This check Is only for review of goner I MBER MEMBERRIED T NG T.C. B.C. USP SIMPSON Pu� qr $ r� Lvai +Rthe design concept of the proje �2r�Bz_ cLe_. — fit— �us�4 Lus34 THa�t e with the information given In lh D'Os D07— E04 — X— THD26 Huszs N'ti � �� ' g 104 GLa X THDH26-2 . HISUS2s 2 contract documents. The contractor Is responsibi EOSD GLs — X— JUS26 Lustsfor conflrming and correcting all quantities an --dimenstons; selecting fabrication processes antechniques of construction; coordinating his work wit— — — — — — — — — that of all other trades; and performing his work in r— — — — — — — — — safe and satisfactory manner. The structural integrit I of Mems shown in these shop drawings are the sol — — — — — — — respansibitity of the Contractor's Engineer,— ESI/FME Structural Engineers — — — — — — ESI/FME Structural Engineers NOTE: 9 OPEN END JACKS LESS THAN 8'-0' REQUIRE (3)12E TOE-NAILS ® T.C. 8 (3)120 TOE-NAILS ® B.C. PER S ANDARD DETAIL. Date -&By SHEET AC HOUSTON � WALL TYPE LEGEND DATE: 8/13104 1. ro.•NA0IF0111= W�DOUErowND JOB NAME HIDEAWAY-LOi#208 g1GH0010R3SA914R SIRIDIWIS SCALE: N.T.S. LUMBER COMPANY zvD• mmauvamNams OIF810RM)ADBENONG— OPTIONS: UPPER ROOF R3IDRIDIODtWM9ES ® REVISIONS: •WmEelmen S/nm 3884• EIOERIOR NO ADBFAFJKG- OF 29121. MoEre W¢y NOMImV NV890380In PLAN#:CUSTOM ELEV. IRP 6IRIQ WDU% � INTEMORLOAD BEWIM— Phr(/0216t15000 F"c(NP(S 2 _ 400 NROA.OG10RN03iAMRE9 �IWMORI�14LOAI) BEARING— — ' 108#:041034 DRAWN BY: TN wNnwArwANRDI818AY168f. — �. -The A.C. Houston Lumber Company .- p Y . "Lumbermen Since 1884" To: Building department, building designer, and contractors; Re: Truss design(s) for the following project(s): ' Customer: ANDREW PIERCE CORP. ` ' Job Name: HIDEAWAY - LOT # 208 Tag: 04-1034 The 90 attached pages contain truss designs for the project referenced above. `These truss designs were developed based on information provided to The A.C. Houston Lumber ..Company. These truss designs have been prepared at A.C. Houston Lumber Company using MiTek connector plates (code approvals: ICBO,1591, 1329,'4922) and must befabricatedby The -A.C. . Houston Lumber Company. Refer to UBC,97, IBC 2000, ANSI/TPI 1-1995, WTCA 1-1995, HIB -91, commentaries and summaries available from WTCA, ICBG, ANSI, and TPI for important information about trusses, including scope of responsibilities of various parties. The seal on these drawings - ' . indicate acceptance of professional engineering responsibility solely for the truss . - components shown. The suitability and use of this component -for any particular building is ; the responsibility of the building designer, per ANSI/TPI 1-1995 §§ 2. DO NOT CUT, DRILL, NOTCH,'MODIFY, OR OTHERWISE DAMAGE ANY TRUSS WITHOUT PRIOR WRITTEN PERMISSION`BY TRUSS DESIGNER. REFER TO HIB -91 " PRIOR TO INSTALLING FOR GENERAL INFORMATION ABOUT HANDLING, s , INSTALLATION, AND BRACING. DO NOT OVERLOAD TRUSSES WITH LARGE QUANTITIES OF CONSTRUCTION_ MATERIALS. THESE CONDITIONS MAY RESULT IN " r INJURY OR LOSS OF LIFE. ANY PARTY WHO DOES'SO TAKES FULL RESPONSIBILITY ' FOR ALL COSTS INCLUDING INVESTIGATION AND ENGINEERING DESIGN. ALL BEAMS, HEADERS, AND THEIR CONNECTIONS ARE BY OTHERS. If you have any questions contact The A.C. Houston Lumber Company at (760) 347-3692., , Cordially; ` 7. William T. Bolduc, P.E. �O pROFESs�O ry C 3� Z .6130107 Z 9 CIVIL �CFCALIFC��\P +'4 . .. Nov. 10. 2004 ' 2912 East La Madre Way, North Las Vegas, NV 89031-2628 Telephone: (702).633-5000 , Y. P.O. Box 337410, North Las Vegas, NV, 89033-0041 Fax: (702) 633 -5005 - www. achoustonlumber. com Job Truss Truss Type Oty, Ply , HIDEAWAY LOT 208 • 04-1034 A01 MOD.OUEEN Job Reference o tional A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:35 2004 Page 1 6-6-0 12-2-0 17-9-15 25-0-0 6-0- 6-6.0 5-8-0 5-8-0 7-2-1 1-0-0 5ceb a 1:41. CBmD41= 1116 i 5x8 = ' 3.50 12 ' " 114 1 2 3x4 c ' 3x4 s 3x4 a . .. t ~ 5x14 a 3x89 - •. I 3 3.41 314 11 3x4 c ' - W3 0 4.121 W2 -.. 8 5 T 04 3x4 2s- � 4x4 //x611 - 6 BI B2 ., 7 11 31 10 32 1 2xd II 5x10 II . 2.54 11 8x6 = 44 = 4x4 = 2x4 II 5x6 = 1 6-6-0 14-11-15 P5-0-0 6-6-0 8-5-15 • 10-0-1 Plate Offsets (X,Y): [4:0-2-8,0.3-0) [6:0-7-10.Eggpj,[6:0-5-8,Edge]_[12.0-1-0 0-1-8)�[28:0-2.12.0-1-41_[29:0-2-0.0-0-4] DEFL in (loc) Vdefl Ud Vert(LL) -0.05 9.11 >999 360 PLATES GRIP MT20 197/144 LOADING (psi) - TCLL 20.0 SPACING 2-0.0 Plates Increase 1.25 CSI TC 0.71 TCDL 18.5 Lumber Increase 1.25 BC 0.53 ; Vert(TL) -0.13 9-11 >999 240, BCLL 0.0 Rep Stress Incr NO WB `0.77 ti. Horz(TL) 0.01 8 n/a n/a - BCDL 6.5 Code UBC97/ANS195 (Matrix) Weight:1591b LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 5-11-4 oc purlins, except end verticals: BOT CHORD 2 X 6 SPF 1650E 1.5E BOT CHORD -Rigid ceiling directly applied or 6-0-0 oc bracing, WEBS • 2 X 4 SPF No.2. d Except: 10-0-0 oc bracing: 11-12 . OTHERS 2 X 3 SPF Stud . ' REACTIONS (Ib/size) 12=1495/0-5-8, 9=2081/5-5-8, 6=405/0-3-8, 8=-37/5-5-8 Max Horz 12=29(load case 11) Max Uplift6=-243(lcad case 7), 8=-68(load case, 12) Max Grav 12=1897(load case 5), 9=2482(load case 4), 6=730(load case 11), 8=56(load case 2) ` FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2- 1758/0, 2-3=-1914/91, 3-4=0/495, 4-5=-450/880, 5-6=-1458/1173, 6-7=0/27, 1-12=-1497/0 BOT CHORD 11-12=0/260, 11-31=-635/1397, 10.31=-635/1397, 10-32=-635/1397, 32-33=-635/,1397, 9-33= 81/844, 8-9=-619/761, 6-8=-1201/1226. WEBS 1-11=-43/1604, 2-11=0/323. 3-11=-72/1090, 3-9=-2037/8, 5-9=-661/0 f NOTES 1) Unbalanced roof live loads have been considered for this design. ' 2) This truss has been designed for nonstandard wind loading of 0.0 psi external pressure and 0.0 psi internal pressure.lf end verticals or cantilevers exist, they are 4 exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase.is 1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) All plates are 1x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-.0 oc. 6) This truss has been designed fcr a 10.0 psi bottom chord live load nonconcurrent with any other live loads. ' 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 243 Ib uplift at joint 6 and 68 Ib uplift at joint 8. 8) This truss has been designed fcr a total drag load of 2400 Ib. Connect truss to resist drag loads along bottom chord from 12.0.0 to 25-0-0 for 184.6 plf. - 9) Girder carries tie-in span(s): 8-6-0 from 12-0-0 to 20-0-0; 6-1-0 from 20.0-0 to 26-6-0 10) 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 1) Regular: Lumber Increase=1.257, Plate Increase=1.25 Uniform Loads (pit) pFtOFF`SS� Vert: 12-31=-153(B=-140), 31.33=-98(B=-85), 6-33=-13,1-2=-77, 2-7=-77 �� tvQ` M T0' ti9 \�L%P � Z 11LJJ P36 * E 029 m 107 AML • �OFCALIFO��\P r Nov. 10x, 2004 r 2 Job Truss - Truss Type Qty Ply HIDEAWAY LOT 208 04-1034 A02 MOD. QUEEN 8 1 - Job Reference (optional) A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN 6.000 s May 19 2004 MiTek Industries, Inc. , Wed Nov 10 06:19:35 2004 Page 1 . 6-6-0 12-4-4 18-2-8 25-0-0 26-0-q 6-6-0 ' 5-10-4 5-10-4 6-9-8 1-0-0 Scalo 1:40.9 CemlMre v4' ' 4x6 = ' iso Iz z r - 3.41 ,• 4.6--'.3 3x4 a - 4 I Y 1x4. W2 W3 4 6 • ' • - 6 W II • . _ 34 = 30 = . i 3.4 _ r � 34 _ 6-6-0 15-3-6 25-0-0 6-6-0 , 8-9-6 9-8-10 ' Plate Offsets X 6:0-2-120-1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in' floc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 • TC 0.59 Vert(LL) -0.21 6-8 199 360 MT20 197/144 TCDL 18.5 Lumber Increase 1.25 BC 0.89 Vert(TL) -0.46 6-8 >638 240 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(TL) 0.07 6 n/a n/a BCDL 6.5 Code UBC97/ANSI95 t (Matrix) Weight: 94 lb LUMBER BRACING " TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 2-10-8 oc pudins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 7-10-1 oc bracing. WEBS'' - . 2 X 4 SPF No.2 REACTIONS (Ib/size) 11=111C/Mechanical, 6=1205/0-3-8 Max Horz 11=-103;.1oad case 4) , Max Upliftl 1=-86(load case 5), 6=-159(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension r , TOP CHORD 1-2=-1131/295.2-3=-1125/298,3-4=-2345/516,4-5=-2425/506 1 5-6=-2980/651, 6-7=0/21, 1-11— 1066/259' BOT CHORD 10-11=-2/118, 9-10=-317/1888, 8.9=-317/1888, 6.8=-559/2791 WEBS- 1-1D=-198/1093, 2-10=0/232, 3-10=-1049/277, 3-8=-68/643, 5-8=-625/236 NOTES r 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=3.9psf; Category Il; Exp B; enclosed; MWFRS gable end zone and C -C Extedor(2) zone; cantilever left and right exposed ; erid vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for MWFRS for reactions specified 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 86 lb uplift at joint 11 and 159 lb uplift at joint 6. LOAD CASE(S) Standard pROFESs�o oNm Teo` t� ��n Z C 34229 m * EkP 6/30/07 _ NA CNIL �OP �► �P CALIFC�� Nov. 1012004 0 0 r Job Truss Truss Type Oty, Ply , HIDEAWAY LOT 208 + 04-1034 A03 MOD. QUEEN 2 1 - - _ Job Reference (optional)` A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:35 2004 Page 1 6-6-0 12-4-4 18-6-0. 6-6-0 5-10-4 " 6-1-12 ' - 4x6 S.W.1283 C -b., = 1116: in 2 3.50 F12 Biba- - axe S 3 W, W5 • - 3 4 q. ' - 1 • 5x6 4 . " .. W W7 30 = 8 - 7 10 11 .. - 6 S 3X8 II - - 6X8 II 6-6-0 15-3-6 18-6-0 6-6-0 8-9-6 3-2-10 Plate Offsets X 1:Edge,0-3-3j ! LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 ' . TC 0.95 Vert(LL) -0.11 6-7 >999 360 MT20 197/144 ; TCDL 18.5 Lumber Increase - 1.25 BC 0.72 Vert(TL) -0.21 6-7 >999 240 BCLL * 0.0 Rep Stresslncr YES WB 0.73 Horz(TL) 0.04 5' n/a n/a BCDL 6.5 Code UBC97/ANSI95 (Matrix) Weight: 80 lb LUMBER F ' BRACING TOP CHORD 2 X 4 SPF No.2 1 TOP CHORD ' Sheathed or 3-3-15 oc pudins, except end verticals. BOT CHORD' -2 X 4 SPF No.2 1 ` BOT CHORD Rigid ceiling directly applied or 3-8-15 oc bracing. WEBS 2 X 4 SPF No.2 'Except WEBS 1 Row at midpt 1-7,3-7 W8 2 X 6 SPF 165OF 1.5E REACTIONS'(Ib/size) 8=805/Mechanical, 5--794/0-5-8 Max Horz8=-226(load case 8) Max UpliftB— 980(load case 8), 5=-1371(load case 9) Max Grav8=1978(road case 5), 5=2357(load case 4) FORCES ,(lb) -Maximum Compression/Maximum Tension TOP CHORD 1-2= 2192/1250,2 -3= -2695/1759,3 -4=-2300/1240,1-8=-1934/1002,5-9=-2364/1354,4-9=-2349/1351 , BOT CHORD 7-8=-204/290; 7-10=•1881/2966, 10-11=-1881/2966, 6-11. 1263/2966, 5.6=-2398/2554 WEBS 1-7=-1395/2256, 2-7=-280/196, 3-7=-1419/1063, 3-6=-1815/1369, 4-6=-1575/2413 , NOTES 1) Unbalanced roof live loads have been considered for this design: - 2) This truss has been designed for nonstandard wind loading of 0.0 psi external pressure and 0.0 psi inte met pressure. If end verticals or cantilevers exist, they are' exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection. (by others) of truss to bearing plate capable of withstanding 980 Ib uplift at joint 8 and 1371 Ib uplift at joint 5: 6) This truss has been designed for a total drag load of 4900 Ib. Connect truss to resist drag loads along bottom chord from 13-2-8 to 18-6-0 for 925.9 pit. 7) This truss has been designed for a total drag load of 2100 Ib. Connect truss to resist drag loads along bottom chord from 12-0.0 to 18-6-0 for 323.1 pit. LOAD CASE(S) Standard / !. f S�O PROFESLU 2 rr� ` P36329 m 0107 N s 9�0 CML y" FCALIFC� ..' Nov. 10, 2004 O Job Truss Truss Type; Qty Ply . HIDEAWAY LOT 208 04-1034 B01 COMMON .• 2 Job Reference (optional) A.C. Hou ton Lumber Company, North Las Vegas, NV 89031, TN 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:36 2004 Page 1 6-6-1 8-7-0 . 6-6-1 ,.. 2-0-15 (x411 3 $cale`1:14.6 .. 1.4 - 3.5012 TI • • wl - .. 1 .. ,. I Iva I 3.4 • 30 - - 3x4 = 4 r 8-6-4 8-7-0 8-6-4 0-0-12 Plate Offsets (X,Y): [1:0-1-5,0-0-5] LOADING (psf) a SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0, Plates Increase 1.25 TC 0.60 Vert(LL) -0.07 1-4 >999 360 MT20 197/144 TCDL 18.5 Lumber Increase 1.25 BC -0.21 Vert(TL) -0.12 1-4 >858 240 . BCLL 0.0 Rep Stress lncr YES WB 0.09 Horz(TL) 0.00 4 n/a n/a BCDL 6.5 Code UBC97/ANS195 _ (Matrix) Weight: 31 lb` LUMBER BRACING 1 TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEBS 2 X 4 SPF Not 3 REACTIONS (Ib/size) : 1=377/Mechanical, 4=377/Mechanical Max Horz 1=76(load case 4) Max Uplift 1 =-35(load case 4), 4=-58(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension i TOP CHORD 1-2=-483/164,2-3=-61/9 BOT CHORD '1-4=-230/423 WEBS 2-4=-570/311,3-4=-33/60 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=3.9psf; Category II; Exp B; enclosed; MWFRS gable end zone and C-CExterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for MWFRS for reactions specified. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstandirig.35 Ib uplift at joint 1 and 58 Ib uplift at joint 4. LOAD CASE(S), Standard '. PROFESS70 ,L9 e0 7 %� } G) 4 34229 6130107 rnN _ 9� CML OP P CALIFCR�\ • Nov. 10, 2004 Job Truss Type Qty , . Ply HIDEAWAY LOT 208 04-1034 Puss 2 COMMON 2 1 Job Reference (optional) A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN - - 6.000 s May 192004 MiTek Industries, Inc. Wed Nov 10 06:19:36 2004 Page 1 6-2-10 11-9-0 • 6-2-10 4 5-6-6 " Scab=1:18. 3EQtFiOor= Ila ' 1 , 3.50 12 ♦ 2 TI 1 5 W2 WI, , BI • 3x4.= 8-0-8 3.4- - , 1.4 II 11-8-4 11 -0 8-0-8 - 3-7-12 0-0-12 Plate Offsets (X) _[1:0.1-4,0.1-8] - - LOADING (psi) SPACING 2-0-0 CSI DEFIL in (loc) ` I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 ' TC 0.61• Vert(LL) -0.10 1-5 >999 360 MT20 197/144, TCDL 18.5. Lumber Increase 1.25 BC 0.43 Verl(TL) -0.21 • 1-5 >654 ' 240 BCLL 0.0. Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 4 n/a n/a ' BCDL 6.5 Code UBC97/ANS195 (Matrix) Weight: 39111 LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 5-3-15 oc puriins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 9-11-9 oc bracing. WEBS 2 X 4 SPF No.2 REACTIONS (Ib/size) 1=519/Mechanical, 4=519/Mechanical Max Horz1=108(load case 4) -• • Max Upliftl= 48(load case 4), 4=-80(load case 4) , FORCES' (lb) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-1038/238.2-3=-619/124 BOT CHORD 1-5=-334/937,4-5=0/0 WEBS 2-5=-573/267, 3-5=-198!732, 3-4=-519/175 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsi; BCDL=3.9psf; Category 11; Exp B; enclosed; MWFRS gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for MW FRS for reactions specified. 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. " 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 48111 uplift at joint 1 and 80.Ib uplift at joint 4. LOAD CASE(S) Standard pROFESs7 _ �O 01 to Cz 34 229 EXP ` - M * 6/30/07 ' (P 9� AML ?� OP CALIF Nov. 10, 2004 7 • 1• 0 :7 Job I Truss Truss Type _ ---[QtyTly'[DEA�VAYL OT 208 ' 04-1034 B03 COMMON: , 1 _ b Reference (optional) A.C.`Houston Lumber Company, North Las Vegas, NV 89031, TN 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:36 2004 Page 1 6-2-10 ` 11-9-0 ' 17-3-6- 23-9-0 24-9-0 6-2-10 5-6-6 5-6-6 6-5-10 1-0-0 Gambol=3/18i 3, , " 3.5012 ' •..' • - 1x4\ 2 W 1011 ` I d 34 30 = 3x4 _ 3x4— 8-0-8 15-5-8 ' 23-9-0 i 8-0-8 7-5-0 8-3-8 ' LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51, Vert(LL) -0.14 7 >999 360 MT20 197/144 TCDL 18.5 Lumber Increase 1.25 BC 0.84 Vert(TL) -0.35 5-7. >805 240 BCLL 0.0 Rep Stress Incr YES WB "_0.16 Horz(TL) " 0.09 5 n/a n/a BCDL 6.5" ' Code UBC97/ANSI95 (Matrix) , Weight: 741b ' r LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 _ TOP CHORD Sheathed or 3-0-8 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 7-11-7 oc bracing. s WEBS 2 X 4 SPF No.2 REACTIONS (Ib/size); 1=1057/Mechanical, 5=1153/0.3-8 ' Max Horz 1=-59(load case 7) Max Upliftl=-96(load case 4); 5=-136(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2806/620, 2-3=-2435/546, 3-4=•2451/544, 4-5=-2835/620, 5-6=0/21 BOT CHORD. 1-9=-531/262118-9=-315/1808, 7-8=-315/1608,5-7=-531/2653 WEBS 2-9=-501/189, 3-9=-109/676,3-7=-107/693,4-7=-521/192 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=3.9psf; Category II; Exp B; enclosed; MWFRS gable and zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1,33. This truss is designed for C -C for members and forces, and for MWFRS for reactions specified. 3 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. t 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 96 Ib uplift at joint 1 and 136 Ib uplift at joint 5. LOAD CASE(S) Standard r PRO FESS 7 �kAM Teo Oti9 / LU 229 * exp. m 30%07 AML OP �P CALIFO�� .. No 10, 2004" �-1 0 1. • �m 0 Jo b . I Truss Truss Type Oty Piy HIDEAWAY LOT 208 0, 4-1034 B03D COMMON 1 Job Reference L0 A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:36 2004 Page 1 6-2-110 11-9-0 17-3-6 23-9-0 24-9-0 6-2-10 5-6-6 5-6-6 6-5-10 1-0-0 S.W. 1:38A C -bo, 3/18' 4.6 3 3.50f12 1x4 114 2 W 4 q 6 10 8 7 .4 34 010 8-0-8 15-5-8 23-9-0 A 8-0-8 7-5-0— 8-3-8 Plate Offsets (X,Y): [1:0-0-14,Edge, LOADING (psi) SPACING 2-D-,0 CSI'. DEFL in (loc) l/clefl Ud PLATES . GRIP TCLL 20.0 • Plates Increase 1.25, TC 0.90 Vert(LL) -0.27 9 >999 360 MT20 197/144 TCDL 18.5 Lumber Increase 1.25. BC 1.00 Vert(TL) -0.45 .1-9 >623 240 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.14 5 n1a n/a BCDL 6.5 Code LIBC97/ANSI95 (Matrix) 4 Weight: 74 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 F TOP CHORD Sheathed. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 4-4-1 oc bracing. WEBS 2 X 4 SPF No.2 REACTIONS (lb/size) •1=1057/Mechanical, 5=1153/0-3.8 .Max Horz 1 =-23(load case 11) Max Upliftl =-693(load case 6), 5=-678(load case 7) Max Gravl=2004(load case 5), 5--2100(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-5962/2336, 2-3=-3939/907, 3-4=-3997/944, 4-5=-6083/2415, 5-6--0/21 BOT CHORD 1 -9= -2372/5609,9 -10=-2637/4871,8-10=-2394/4871.7-8=-1180/3415.5-7=-2481/5323 WEBS 2-9=-54310, 3-9=0034, 3-7=6f735'4-7=-549/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for nonstandard wind loading of 0.0 psi external pressure and 0.0 psi internal pressure. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL'increase is 1.33, and the plate grip increase is 1.33 3 This truss has been clesignk for a10.0 psi bottom chord live load nonc6ncurr6nt with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 693 lb uplift at joint'l and 678 lb uplift at joint 5. ,6) This truss has been designed for a,total drag load of 6300 lb, Connect truss to resist drag loads along bottom chord from 12-0-0 to 23-9-0 for 536.2 pli. LOAD CASE(S) Standard pROFES 0 LU E P36 9 ��30 YO OP CALIF f N - ov. 101 2004 Cl • • Ll n Job Truss Truss Type Oty PlyHIDEAWAY LOT 208 04-1034 B04 . HIP 1 1 Job Reference o tional A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10.06:19:36 2004 Page 1 5-2-10 9-9-0 13-9-0 18-3-6 23-9-0 24-9 0 • 5-2-10 4-6-6 4-0-0 4-6-6 5-5-10 1-0-0 • Scx10 = 1:39.21 Camber=3/161 0x12 = 414 = 3. 4 L. 3.50 12 r - . 3x4 2 3x4 a ` W3 " W3 4 6 7 II - 10 9 - 1x4 II 3x4 = 5x0 = 6 1.4 11 3XS _ , 5-2-10 s 9-10-12 -13-7-4 18-3-6 23-9-0 5-2-10 4-8-2 3-8-8 4-8-2 5-5-10 " Plate Offsets (X,Y):: [3:0-6-0,0-1-12 �[9:0-2-112.0-3-0] LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 9.25 TC 0.40 Vert(LL) -0.15 10 >999 360 MT20 197/144 TCDL 18.5 ' Lumber Increase 1.25 BC 0.80 Vert(TL) -0.33 9-10 >848 240' , BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.10 6 n/a n/a BCDL 6.5 Code UBC97/ANSI95 (Matrix) ' Weight: 81 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-1-12 oc pudins. BOT,CHORD 2 X 4 SPF No.2— BOT CHORD Rigid ceiling directly applied or 8-4-7 oc bracing. WEBS 2 X 4 SPF No.2 REACTIONS (Ib/size) 1=1057/Mechanical, 6=1153/0-3-8 , Max Horz 1=-51(load case 7) Max Upliftl=-107(load case 4), 6=-146(load case 5) w FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2886/569,2-3=-2209/448, 3-4=-2093/450, 4-5=-2230/451, 5-6=-2920/566, 6-7=0/21 BOT CHORD 1-11=-488/2699, 10-11=-488/2699, 9.10=•319/2086, 8-9=-485/2737, 6.8=-485/2737 WEBS 2-11=0/171, 5-8=0/168, 3-10=-27/312, 4-9=-29/318, 2-10= 675/180, 3-9=-146/159, 5-9= 693/175 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=3.9psf; Category II; Exp B; enclosed; MWFRS gable end zone and GC Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for MWFRS for reactions specified. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 Ib uplift at joint 1 and 146 Ib uplift at joint 6. . LOAD CASE(S) Standard PROFESS�� • \-%PM r eo` by \��, i� 34 * FXP 613�07: m N /VIL OF CALIFC� Nov. 10, 2004 '40 1-1 • Job . Truss Type i Qty Ply HIDEAWAY LOT 208 - 04-1034 A]B'01 HIP - 1 2 Job Reference Loptional A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN ,, - 6.000 s May,19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:37 2004 Page 1 7-9-0 "- 11-9-0 15-9-0 23-9-0 - 24-9- 7-9-0 4-0-0 4-0-0 8-0-0 1-0-0 - Scalo = 1:39. Camber = 6116 i - 4x9 = • 3x4 = 4.6 = r 2 3 4 r7 • 3.50 F12 Pq w :B;2; . B, 31= ,. ' - ` 96)16= 9 7 10 .. 54 — , 6x9 — 3.8 7-10-12 15-7-4 23-9-0 . 7-10-12 7-8-8 8-1-12 Plate Offsets X Y : 1:0-3-5,0-0-71, 5:0-3-5 0-0-10 - LOADING (psf) SPACING. 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP . TCLL 20.0 Plates Increase 1.25 TC 0.68 Vert(LL) -0.24 7-9 >999 360 MT20 197/144 TCDL ' - 18.5 Lumber Increase 1.25 BC 0.64 Vert(TL) -0.53- 7-9 >530 240 , BCLL 0.0 Rep Stress Incr ' NO WB 0.19 , Horz(TL) 0.08 5 n/a n/a BCDL 6.5 Code UBC97/ANSI95 ' (Matrix) Weight: 171 Ib t' LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-10-5 oc purlins. BOT CHORD 2 X 6 SPF 1650F Y.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' WEBS 2 X 4 SPF No.2 l: REACTIONS (Ib/size) 1=2345/Mechanical, 5=2462/0-3.8 Max Horz 1=-46(load case 6) _ 1. Max Upliftl=-144(load Case 3), 5=-185(load Case 4) - - FORCES (lb) - Maximum Compression/Maximum Tension r r: TOP CHORD 1.2=-7307/402; 2-3=-7018/406, 3-4=-7206/412, 4-5=-7485/407, 5-6=0/27 BOT CHORD 1-9=-353/6912, 8-9=-323(7118,7-8=-32317118, 7-10=-326/7101, 5-10=-326/7101 s WEBS - •, 2-9=-35/1722, 4-7=-34/1704, 3-9=-306(41, 3-7=-112/190 - NOTES 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: , r Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. , Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 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) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=3.9psf; Category ll; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 144 Ib uplift at joint 1 and 185 lb uplift at joint 5. 9) Girder carries hip end with 8-0-0 end setback. 10) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 780.OIb down and 30.31b up at 16-3-0, and 780.01b down and 30.31b up at B-3-0 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 0 PROFESS 4 LOAD CASES Standard r O e' %P M 7. !L A� eO� 9� 1) Regular: Lumber Increase= 1.25, Plate Increase= 1.25 • Uniform Loads (plf) /•�X Vert: 1-2=-77, 2-4=-39(F=38), 4-6=-77,1-9=-13, 9-10=-180(F=-167), 5-10=-13 &U Concentrated Loads (Ib) 34229. Vert: 9=-780(F) 10=-780(F) Z * EkP 6/30/7 CIVIL OP \P PAL F Nov., 10,-2004 • 4 • 0 Job Truss Truss Type Qty Ply, . HIDEAWAY LOT 2011 04-1034. B06 COMMON 1. 1 - Job Reference (optional)- o tional -A.C. A.C.Houston Lumber Company, North Las Vegas, NV 89031, TN 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:3712004 Page 1 ' 1-0-0, 6-5-10 12-0-0 1.7-6-6 t _ 24-0-0 ?5-0- 1-0-0 6-5-10 5 6 6 5-6-6 •. 6-5-10 1-0-0 - 1 Scab a 1:41.2 Cambe-31161' 3.4 S 4L' 3.4 ' 3x4 � a4 c " 3,50 12 4x 10s , 4x102 •3x4 4 ♦ 7 T I - .. 3x4 2. - 3x4 4 T T s • T T T T • 3x4 2 �. ,,. 2 6 7 _ .. - .. .. 4x6 = - 10 , 9 8 - 3x4 = 5x6 II 3X4 a ., 5.6 = 30 = y 3.6 8-3-8 15#8-8 24-0-0 8-3-8 7-5-0 8-3-8 ' Plate Offsets (X,Y):2:D-3-8 Edge]J2:0-4-15 0-3-4]_[6:0-3-7 0-0-12]6:0-11-7.0-1-4]x[9:0.3-0,0.3-0] LOADING (psf) SPACING 2-0-0 CSIDEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase: 1.25 TC . 0.22 Vert(LL) -0.19 8.10 >999 360 MT20 • 197/144 TCDL 18.5 Lumber Increase 1.25 BC 0.93 Vert(TL) -0.40 8.10 >535 240 4 " BCLL 0.0 Rep Stress lncr YES WB 0.18 Horz(TL) 0.10 6 n/a n/a BCDL 6.5 Code UBC97/ANSI95 (Matrix) Weight: 112 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 4-3-5 oc pudins. - BOT CHORD 2 X 4 SPF 1650F 1.5E *Except* BOT CHORD Rigid ceiling directly applied or 6-2-3 oc bracing. B2 2 X 4 SPF No.2," - WEBS 2 X 4 SPF No.2 OTHERS 2 X 3 SPF Stud REACTIONS (Ib/size) 2=918/6-4-0,6=1076/0-3-8,11=417/6-4-0,12=-93/6-4-0 Max Horz2=81(load case 15) i - Max Uplift2=-350(load case 10), 6=-339(load case 13), 11==65(load case 11), 12=-107(load case 8) ' Max Grav2=1134(load case 9), 6=1279(load case 8), 11=444(load case 8), 12=51 (load case 11). FORCES .(Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/21, 2-3=-3126/1047, 3-4=-2321/571, 4-5=-2645/529, 5-6=-3381/980, 6-7=0/21 BOT CHORD 2-12= 995/2922, 11-12- 536/2462, 10;11=-940/2866, 9-10=-815/2321, 8-9= 815/2321, 6-8- 912/3247 WEBS 3-10=-539/204,4-10=-78/391,4-8=-127f791,5-8=-546/193 NOTES 1) Unbalanced roof live loads have been considered for this design. -. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=3.9psf; Category II; Exp B; enclosed; MWFRS gable end zone and C -C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for ' MWFRS for reactions specified 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" C 4) All plates are 1x4 MT20 unless otherwise indicated. . 5) Gable studs spaced at 2-0.0 oc. x "' 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. , 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 350 Ib uplift at joint 2, 339 Ib uplift at joint 6, 65 Ib uplift at joint 11 and 107 Ib uplift at joint 12. 8) This truss has been designed for a total drag load of 1500 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 8-6-0 for 176.5 plf. LOAD CASE(S) Standard S/O PROFESLU < . A 4 P34229 m • •, * E .613010- 1. N9 • Cn,IL �OFCALIFC�� \P • Nov. 10, 2004 0 0 Job Truss Truss Type Oty Ply HIDEAWAY LOT 208 04.1034 B07 COMMON 6 1= Reference (optional)' A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:37 2004 Page t 1-0-0, 6-5-10 12-0-0 17-6-6 24-0-0 P5-0- 1-0-0 6-5-10 5-6-6 5-6-6 6-5-10 1-0-0 - . , • - Scab = 1:40.B Cambs =3/16 i' t .. 9.50 12 4 , Y • ' ., 10 ' 3 w 10 2 .6 ,. 7 _ 10 9x6 = - , - 30 = - 9 8 9x4 = 3x4 = - • - .. 9x6 _ 8-3-8 15-8-8 24.0-0 8-3-8 7-5-0 8-3-8 LOADING (psf), SPACING 2-0.0 CSI DEFL in (loc) Weft L/d PLATES GRIP TOLL • _ 20.0 Plates Increase 1.25 TC 0.52 Vert(LL) -0.15 8-10 >999 360 MT20 ' 197/144 TCDL 18.5 Lumber Increase "1.25 BC 0.83 Vert(TL) -0.36 2-10 >801 240 BCLL 0.0 Rep Stress Incr YES WB 0.16' Horz(TL) 0.09 6 n/a n/a BCDL 6.5 Code UBC97/ANSI95 (Matrix) Weight: 75 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-0-6 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 8.0.10 oc bracing. WEBS 2 X 4 SPF No.2 REACTIONS (Ib/size) 2=1158/0-3-8,6=115810-3-8 Max Horz 2=55(load case 6) Max Uplift2=-136(load case 4), 6=-136(load case 5) - FORCES (lb) - Maximum Compression/Maximum Tension ' TOP CHORD 1-2=0/21, 2-3=-2853/621, 3-4=-2469/546, 4.5=-2469/546, 5-6=-2853/621, 6-7=0/21 BOT CHORD 2-10=-532/2670,9-10=-316/1825,8-9=-316/1825,6-8=-532/2670 WEBS 3-10=-521/192, 4-10=-108/693, 4-8=-108/693; 5-8=-521/192 NOTES .. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=3.9psf; Category 11; Exp B; enclosed; MWFRS gable end zone and C -C Exterior(2) zone; cantilever left' and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for MW FRS for reactions specified. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 136 lb uplift at joint 2 and 136 Ib uplift at joint 6. LOAD CASE(S) Standard t pROFEss7 �O M op T, e0Oti9� �� 2 U 34229 m 6130/07 M N9 CML' �p « FCALIFO . ,, Nov. 10, 2004 Job Truss Truss Type y HIDEAWAY LOT 21 08 04.1034 , 808 COMMON,. 7107p, 1- ` Job Reference (optional) A.C. Houston Lumber Company, North Las Vegas, NV 69031, TN 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:37 2004 Page 1 2-6-0 6-5-10 12-0-0 17-6-6 24-0-0 125-0- 2-6-0 3 11-10 . 5-6-6 5-6-6- 6-5-10 1-0-0 • - Snb o 1:39. Do not install this* Concentrated load here truss'backwards! 4.6 _ .. .f4 3.50 12 . • 4x6 1 114 /i, 1 3 w 5 4 10 II 2 - 6 7 418 = - - r , 10 ' 31 =' 3x4 = 30 = ' 34= ., 3x0 - 2-6-0 8-3-8' 15-8-8 24-0-0 2-6-0 5-9-8 7-5-0 8-3-6 Plate Offsets (yY)_[1:0-2-10,0-0-2j LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL -20.0 Plates Increase 1.25 ,; TC 0.77 Vert(LL) -0.20 10-11 >999. 360 MT20 197/144 TCDL 18.5 Lumber Increase 1.25 BC 0.95 Vert(TL) -0.46 10-11 >621 240 BCLL 0.0 • Rep Stress Incr NO WB 0.42 Horz(TL) 0:10. 6 n/a n/a ' BCDL 6.5 Code UBC97/ANS195 (Matrix) Weight: 80 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1-5E `Except' TOP CHORD " Sheathed or 2.3-13 oc purlins. T2 2 X 4 SPF No.2 BOT CHORD r Rigid ceiling directly applied or 7.7-0 oc bracing. BOT CHORD 2 X 4 SPF 21 OOF 1-8E `Except' i B22X4SPF No.2 WEBS 2 X 4 SPF No.2 - REACTIONS (Ib/size) 1=1971/0-3-8,6=1254/0-3-8 Max Horz 1 59(load case 7) Max Upliftl=-198(load case 4), 6=-146(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-5501/1139, 2-3=-5400/1158, 3-4=-3107/688, 4-5=-2795/615, 5-6=-3176/690, 6-7=0/21 BOT CHORD 1-11=-1047/5180,.10-1 1=-716/3540. 9-10=-388/2149, 8-9=-388/2149, 6-8=-598/2978 WEBS 3.10=•879/256, 4-10=-198/1091, 4-8=-100/680, 5-8=-516/190, 2-11=•878/225, 3-1.1=-365/1855, NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft TCDL=6.Opsf; BCDL=3.9psf; Category 11; Exp B; enclosed; MWFRS gable end zone and C -C Exterior(2) zone; cantilever left' and right exposed ; end vertical left and right exposed; Lumber. DOL=1.33 plate grip DOL=1:33. This truss is designed for C -C for members and forces, and for MWFRS for reactions specified. ' 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate,capable of withstanding 198 Ib uplift at joint'1 and 146 lb uplift at joint 6. 5) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1000.01b down and 207.41b up at 2-6-0 on top chord. The design/selection of such special connection device(s) is the responsibility of others. > 6) 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 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) _ Vert: 1-6=-13,1-4=-77, 4-7=-77 pROFES G Concentrated Loads (lb) `iO S'/O �L9 Vert: 2— l000(F) �AM T7e0C W G� P36329 E m 0/07 N 9 CIVIL . 4 OP �P CALIF�� Nov. 10, 2004 Job Truss Truss Type Ory Ply • 04-1034 B08D COMMON 2b [DEAWAYLOT208 Reference (optional) A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:38 2004 Page 1 2-6-0 6-5-10 12-0-0 17-6-6 24-0-0 25-0-0" l$-11-10, 5-6-6 5-6-6 '.6-5-10 . 1-0-0 - - Scab - 1:39. Do not install this - truss backwards! Concentrated load here 4= d - .. 3.50 12 4z6 1- Ixd 11 ^ 2 6' � I dzS=• it -. -. 10 12 .. 3X6 — .. s 3.4 = . 3z4 2-6-0 8-3-8 15-8-8 24-0-0 2-6-0 5-9-8 7-5-0 8-3-8 Plate Offsets X, _[1:0.2-10,0-0-2j LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL , 20.0 Plates Increase 1.25 TC 0.77 Vert(LL) -0.20 10-11 >999 360 MT20 197/144, TCDL 18.5 Lumber Increase 1.25 BC 0.95 Vert(TL) -0.46.10-11 >621 240 BCLL 0.0 Rep Stress lncr NO WB 0.42 Horz(TL) 0.10 6 n/a Na BCDL 6.5 Code UBC97/ANSI95 (Matrix) Weight 80 lb LUMBER BRACING i TOP CHORD 2 X 4 SPF 1650F 1.5E 'Except' TOP CHORD Sheathed or 2-3-13 oc purlins. T2 2 X 4 SPF No.2 BOT CHORD Rigid_ ceiling directly applied or 7-7-0 oc bracing. BOT CHORD 2 X 4 SPF 210OF 1.8E 'Except' B22X4SPF No.2 WEBS 2 X 4 SPF No.2 REACTIONS (Ib/size) 1=197110-3-8,6=1254/0-3-8 t Max Horz1=-102(load case 16) ' Max Uplift I=-198(load case 4), 6=-210(load case 13) . . moi.•' ' FORCES (lb) - Maximum Compression/Maximum Tension ` TOP CHORD 1-2=-5501/1139, 2-3=-5400/1158, 3-4= 3107/688, 4-5=-2795/615, 5-6=-3176/690, 6-7=0/21 BOT CHORD 1-11=-1047/5180, 10-11=-716/3540, 9-10=-388/2149, 8-9=-388/2149, 8-12=-598/2978, 6-12=-598/2978 WEBS 3-10=-879/256, 4-10=-198/1091, 4-8— 100/695, 5-8=-521/190, 2-11=-878/225, 3-11=-365/1855' t - NOTES 1) Unbalanced roof live loads have been considered for this design. w 2) Wind: ASCE 7-98; 90mph; h=25it TCDL=6.Opsf; BCDL=3.9ps1; Category,ll; Exp B; enclosed; MWFRS gable end zone and QC Exterior(2).zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for ` MWFRS for reactions specified., ` 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 198 Ib uplift at joint 1 and 210 lb uplift at joint 6. ' 5) This truss has been designed for a total drag load of 500 Ib. Connect truss to resist drag loads along bottom chord from 22-0.0 to 24-0.0,;0.0-0 to 2-6-0 for -111.1,plf.. 6) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1000.01b doom and 207.41b up at 2-6-0 on top chord. u The design/selection of such special connection device(s) is the responsibility of others. v 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). .LOAD bASE(S) Standard '1) Regular: Lumber Increase=1.25, Plate Increase=1.25' pROFES G Uniform Loads (plf) `iO `s/O Vert: 1-6=-13,1-4=-77, 4-7=-77 !vQ' V%PP m T7e ti O( Vert: 2= 1000(F) � Concentrated Loads (lb) �\/!' �Z / n - C 34 Z * EXP 613010 d) ��FCALIFC�� P Nov. 10, 2004 r Job - - Truss Truss Type - - Qty Ply HIDEAWAY LOT 208 .. 04-1034 B09 COMMON 1 1 Job Reference (optional) A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN - -6.000.s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:38 2004 Page 1 i.1-0-0, 6-5-10 12-0-0`! - 17-6-6 •` ? 24-0-025-0-q 1-0-0 6-5-10 5-6-6 5-6-6 6-5-10 1-0-0 7 scale - 1:00X • r. .. - .. cambe, =I.Sil 06= • .. a .. 3.50 I2 i. ti r ��10 Ix0 I w p e ' 7 3x0 = - 3x0 = 10-= 30 = Continuous Bearing 3X0 = ` 8 3 8 15-8-8 24-0-0 8-3-8 7-5-0 .8- 1 3-8 LOADING (psf). `' SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.10 2-10 >957 360 MT20 197/144 TCDL• 18.5 - Lumberdncrease 1.25 BC 0.33 Vert(TL) -0.21 2-10 >484 .240 BCLL 0.0 ` Rep Stress Incr YES WB 0.19 Horz(TL) '0.00 6 n/a n/a BCDL 6.5 Code UBC97/ANS195 (Matrix) Weight: 75 lb LUMBER ' BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. t BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X 4 SPF No.2 f ., REACTIONS (Ib/size) 2=392/23-8-0, 10=765/23-8-0, 8=835/23-8-0, 6=379/23-8-0, 6=379/23-8-0 f Max Horz2=160(load case 8) Max Uplift2=-68(load case 4), 10=-94(load case 4), 8=-92(load case 5), 6=-70(load case 5) Max Grav2=397(load case 8), 10=765(load case 1), 8=835(load case 1), 6=380(load case 9); 6=379(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension 1• . TOP CHORD 1-2=0/21, 2-3=-305/64, 3-4=-39/258, 4-5=-32/299, 5-6=-250/71, 6-7=0/21 ' BOT CHORD .2-10---25/75.9-10---109/37.8-9=0/67,6-8=-7/181 WEBS 13-10---579/208,4-10=-351/121,4-8=-4051111,5-8=-578/207 , NOTES 3 1) Unbalanced root, live loads have been considered for this design. ^ 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=3.9psf; Category ll; Exp B; enclosed; MWFRS gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for ; MWFRS for reactions specified. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrem with any other live loads. 4) Provide mechanical connection by others) of truss to bearing plate capable of withstanding 68 Ib uplift at joint 2, 94 Ib uplift at joint 10, 92 Ib uplift at joint and 70 Ib uplift at joint 6 LOAD CASE(S) Standard pROFJFS by op'm T, g0LU c> exp r?7 6130167 *. -7 CIVIL ��FCALaFO�� - Nov. 10, 2004 Job Truss Truss Type Qty Ply[DEAWAYLOT208 04.1034 B10 COMMON 1 1 "` b Reference (optional) A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN - 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:38 2004 Page 1. -1-0-01 6-5-10 12-0-0 1 17-6-6 24-0-0 ?5-0- 1-0-0 6-5-10 5-6-6 5-6-6 . _ 6-5-10 1-0-0 scaio = 1:41.3 CemW, 3/16- • 8x16 = 3.41 .4 , 4 aw e - - 3x4 1 •30 e . 3.50 1z WO ftloe 30 3 T 1 6 3.4 - 1 30 a 7 T . T T T T 2 Sae . . 6 T I� 11 9 8 ' 3x4 = 6x8 II 3x4 = 6x6 = 3x4 = 5411 3.4 = x, 8-3-8 15-8-8 24-0-0 8-3-8 7-5-0 1 8-3-8, Plate Offsets (X Y)_(2:D-3-8,EdgeJz[2:0-4-15,0-3-4]_[6:0-3.8,Edg!�L [6:0-4.15,0.3-4],[9:0-3-0,030] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) -0.14 6-8 >999 360 MT20 197/144 TCDL 18.5 Lumber Increase 1.25, BC 0.91 Vert(TL) -0.31 6-8 >447 240 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.08 6 n/a n/a ` BCDL 1 6.5 Code UBC97/ANSI95 (Matrix) Weight: 112 Ib , LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-11-12 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 4-10-10 oc bracing. WEBS 2 X 4 SPF No.2 OTHERS 2 X 3 SPF Stud REACTIONS (Ib/size) 2=1039/2-0-0,6=1039/2-0-0.10--234/2-0-0 Max Horz2=278(load case 15) , Max Uplift2=-518(load case 10), 6=-513(load case 13), 10=-12(load case 11) Max G rav 2=1 41 9(load case 9), 6=1413(load case 8), 10=240(load case 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/21, 2-3=-3672/1578, 3-4=-2659/812, 4-5=-2636f730, 5-6=-3646/1557, 6-7=0/21 BOT CHORD 2-29=-1302/3329,11-29=-552/2579,11-30=-436/1870,10-30=-274/1632,10-31=-365/1799,9-31=-648(2082,8.9=-648/2082,8-32=-714/2778,6.32=-1464/3528 WEBS 3-11=-5421186, 4-11= 78/560, 4-8=-80/577, 5-8=-543/186 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=3.9psf; Category II; Exp B; enclosed; MW FRS gable end zone and C -C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for MWFRS for reactions specified.' 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) All plates are 1x4 MT20 unless otherwise indicated. 5) Gable studs spaced of 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. + 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 518 Ib uplift at joint 2, 513 Ib uplift at joint 6 and 12 Ib uplift at joint 10. , 8) This truss has been designed for a total drag load of 2700 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0, 22-0-0 to 24-0-0, 11-0-0 to 13-0-0 for 450.0 plf. LOAD CASE(S) Standard PROFESS/O �t: e0` ti9 7 ! 4229 m EXp * 6/30/07 N� 9 C/VIL CALIFC��\P Nova 10, 2004 Job Truss TypeQty Ply 04-1034 T-Tnal) COMMON1 1 A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN , - 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:38 2004 Page 1 -1-0-0 6-7-14 11-4-8 17-6-8 19-6-0 1-0-0 6-7-14 4-8-10 6-2-0 - 1-11-8 Scala = 1:33. C—bar= 3/16 i ' 4.4 4 4.41 _ 5-. 3.50 12 f 4 1x4 3 - W4 1x411 0.2512 +' W3 - - - - 0,411 8 WB . f WS 2.. N - 12 - 3x4 = 3X8 = ' 10 1x4 11 ' 00 = 810-15 13-10-1 17-6-8 19-4-4 19 -0 8-10-15 • 4-11-2 - L 3-8-7 1-9-12 0-1-12 Plate Offsets X [2:0-2-12,0-1-81, [7:0-4-0.0-3-41 LOADING (psi) ' SPACING 2.0.0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC : 0.53 Vert(LL) 0.16 2-12 >999 360 MT20 197/144 TCDL 18.5 - Lumber Increase 1.25 BC 0.82 Vert(TL) ` -0.35 2-12 >665 240 BCLL 0.0 Rep Stresslncr YES ,WB 0.33 Horz(TL) 0.06• 9 n/a n/a BCDL 6.5 Code UBC97/ANSI95 (Matrix) Weight: 74 lb s LUMBER BRACING TOP CHORD 2 X 4SPF No.2 TOP CHORD Sheathed or 2-9-13 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 5-3-7 oc bracing. WEBS 2 X 4 SPF No.2 REACTIONS (Ib/size) 2=957/0-3-8,9=851/0-3-8 _ Max Horz2=80(load case 14) Max Uplif:2=433(load case 10), 9=-251 (load case 13) Max Grav2=1267(lcad case 9), 9=1034(load case 8) ! , FORCES' (lb) -Maximum Compression/Maximum Tension 4 TOP CHORD 1-2=0/21, 2-3=-3199/1252, 3-4=-2209/655, 4.5=-1518/347, 5-6=-493/276, 7-8=-215/134, 8-9=-106/27 BOT CHORD 2-12=-1241/2939,11-12=-404/1545,10-11=-239/1357,9-10=-427/1670 - 4 WEBS 3-12=-563/203, 4-12=-87/592, 4-11=-170/346, 7-10=-44/44, 6-7=-293/75, 7-9=-1780/450, 5-11=180/105, 7-11=-198/293, 5-7=-1398/358 - NOTES t . 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=2Eft; TCDL=6.Opsf; BCDL=3.9psf; Category II; Exp B; enclosed; MWFRS gable end zone and C -C Exterior(2) zone; cantilever left ,. and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for MWFRS for reactions specified. a 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 433 Ib uplift at joint 2 and 251 Ib uplift at joint 9. 6) This truss has been designed for a total drag load of 1600 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 19-6-0 for 82.1 pit _ LOAD CASE(S) Standard pROFESS70 �Q \AMT ep n' CO /V ;. LU .� • / n E P36329 ^ * m 010 N '9 C/SIL ' CALIFOR�\P . OV -10,2004 A Ll Ll 0 Job Truss Truss Type Ory Ply HIDEAWAY LOT 208 04-1034. * CO2 COMMON 1 - 1 Job Reference (optional) A.C. Houston Lumber ,. Company, North Las Vegas, NV 89031, TN 6.000 s May 19 2004 MiTek Industries, Inc.. Wed Nov 10 06:19:39 2004 Page 1 x 1-0-0 6-7-14 , 11-4-8 17-6-8' 22-9-0 23- 1-0-0 6-7-14 4-8-10 6-2-0 . • • i r 5-2-8 1-0 * " Sul- 1:38. - Combor= 114i 4x4 = 4 4x4 m - 3.50 I 5. 1x4 11 3 r &4 II W 1 W4 8 0.25 12 .. - 3 I 3x811 2 I 12 11 .10 3x4= - 5u8= 1:411 4x8= ., 8-10-15 , 13-10-1 , 17-6-8 , 22-9-0 8-10-15 4-11-2 3-8-7 5-2-8 Plate Offsets X : [7:0-4-0,0-3-41, [11:0-2-12.0-3-01 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 ' Plates Increase 1.25 TC 0.59 Vert(LL) -0.20 10-11 >999 360 - MT20 197/144 ' TCDL " 18.5 Lumber Increase 1.25 BC 0.85 - Vert(TL) -0:45 2-12 >605 240 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(TL) 0.10 9 n/a n/a BCDL 6.5 Code UBC97/ANSI95 (Matrix) Weight: 84 lb, LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-1-9 oc pudins, except end verticals. . BOT CHORD 2 X 4 SPF 1650F 1.5E 'Except' BOT CHORD Rigid ceiling directly applied or 8-1-4 oc bracing. B1 2 X 4 SPF No.2 ' WEBS 1 Row at midpl 7.9 WEBS 2 X 4 SPF No.2 r REACTIONS (Ib/size) 9=1000/0-3-8,2=1102/0-3-8 ' Max Horz 2=68(load case 6) �. Max Uplih9=-92(load case 5), 2=-128(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension ^ TOP CHORD 1.2=0/21, 2.3=-2629/561, 3-4=-2183/463, 4-5=-2177/495, 5-6=-682/152, 7-8=-511/102, 8-9=-261/65 BOT CHORD 2-12=-52312454,11-12=-317/1709,10-11=-623/3376.9-10---689/3697 ' WEBS 3-12=-544/201, 4-12=-83/566, 4-11=-126/630, 7-10=-106/69, 6-7=-445/108, 7-9=-3255/626, 5-11= 86/65, 7-11. 1357/237, 5-7. 1569/326 - NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=3.9ps1; Category ll; Exp B; enclosed; MWFRS gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for MWFRS for reactions specified. ' 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any othei live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 92 Ib uplift at joint 9 and 128 Ib uplift at joint 2. LOAD CASE(S) Standard pROFESs7O 1 e0 'L9 �p.\-1AM 7 � tY 34229 4 m * FkP 6/ 0/p7 N ' CAVIL ,. OP �P CA j Nov. 10, 2004' t Job Truss Truss Type Oty Ply HIDEAWAY LOT 208 , 04.1034 CO3 COMMON 7 1 Job Reference Lptional) A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN - - • 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:39 2004 Page 1 1-0-0 6-7-14 11-4-8r 16-1-2 22-9-0 ` 23-9-0 1-0-0 6-7-14 4-8-10 . .. 4-8-10 6-7-14 1-0-0 Swlo a 1:38. C -b. = 114 - • - 3.50 12 ix4 3 40 = + , - 1.4 /i 5 ; ' - - 3.4 = -54 9x8= f - 8-10-15 13-10-1 r r 22-9-0 8-10-15 4-11-2 8-10-15 Plate Offsets (X,Y): [8:0-3-0,0-3-01 " LOADING (psf) SPACING 2-0.0 CSI DEFL in floc) Udeil Ud PLATES GRIP TCLL - 20.0 Plates Increase 1.25 TC 0.53 Vert(LL) -0.19 2-9 >999 360 - _ MT20 197/144 TCDL 18.5 Lumber Increase 1.25 BC 0.81 Vert(TL) -0.43 2-9 >626 240 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.08 6 - n/a n/a .^ BCDL 6.5 Code UBC97/ANSI95 (Matrix) Weight: 71 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-1-8 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 8.4-3 oc bracing. .. WEBS 2 X 4 SPF No.2 REACTIONS (Ib/size) 6=1102/0-3-8, 2=1102/0-3-8 4 ' Max Horz 2=53(load case 6) Max Uplift6=-131(load case 5), 2=-131(load case 4) ' FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/21, 2-3=-2625/580, 3-4=-2184/485, 4-5=-2184/485, 5-6=-2625/580, 6-7=0/21 BOT CHORD 2-9=-491/2450, 8-9=-284/1722, 6-8=-491/2450 WEBS 3.9=-543/196, 4-9=-91/553, 4-8=-91/553, 5.8=-543/196 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25fl; TCDL=6.Opsf; BCDL=3.9psf; Category ll; Exp B; enclosed; MWFRS gable end zone and C -C Exterior(2) zone; cantilever left ` and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for MWFRS for reactions specified. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 4) Provide mechanical connection ;by others) of truss to bearing plate capable of withstanding 131 Ib uplift at joint 6 and 131 Ib uplift at joint 2. ` LOAD CASE(S) Standard pROFESq Cr 34229 * AXP 9 m 613010 • V 7 n CAVIL . OFCALIFO�� Nov. 10 - . , 2004:. t Job Truss Truss Type Qty Ply HIDEAWAY LOT 208 04-1034 C04 COMMON 1 1 ! Job Reference (optional) A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:39 2004 Page 1 -1-0-0, 11-4-8 22-9-0 ,23-9-0, 1-0-0 11-4-8 11-4-8 1-0-0 Sca10 = 1:39. 5a , • _ 3x1011 , 3x1011 5 T ' 3.50 12 - .3x10 II' _. 3x10 11,- 4 9 3x10 II - 3x0 9 3 ;T1 '9 3x0 C T ' s 3x4 I T T T ' 2" It ri 10 30= 4x8 1 Ix411 1.411 1x411. - 1x411 3x4= 1X411 1011 4m 11 3x4= 1x4 II , ,• ' Continuous Bearing _- ' 22-9-0 22-9-0 ' PlateOBsetsX,Y_[2:0.4-15,0-3-4j, 2:0[ 3.8,EdgeJL[10:0.3-8,Edgej,[10:0-4-15,0-3-4) LOADING (psf) SPACING 2-0-0 CSI, DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.23 Vert(LL) 0.00 11 n/r 120 , MT20 185/144 ` TCDL 18.5 • Lumber Increase 1.25 BC 0.31 Vert(TL) 0.01 11 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.01 10 n/a n/a BCDL 6.5 Code UBC97/ANS195 (Matrix) Weight: 95 lb ` LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 5-1-15 oc bracing. OTHERS 2 X 4 HF Stud REACTIONS, (lb/size) 10=290/22-9-0, 2=291/22-9-0, 16=168/22.9-0, 17=205/22-9-0, 18=40/22-9-0, 19=486/22.9.0, 15=184/22-9-0, 13=34/22.9.0, 12=487/22-9-0 Max Horz2=260(load case 14) Max Uplift I0=-I89(load case 13), 2=-353(load Case 10), 16=-142(load Case 11), 17=-48(load case 15), 18=-21(load case 10); 19=-81(load case 10), 15=-55(load case 17), 13=-23(load case 12), 12=-68(load case 13) Max Grav 10=420(load case 8), 2=589(load case 9), 16=321(load case 8), 17=228(load case 20), 18=47(load case 22), 19=502(load case 9), 15=208(load case 21), 13=41(load case 23), 12=490(load case 8) . FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/21, 2-3=-1213/1171, 3-4=-829/808, 4-5=-633/673, 5-6=-505/531, 6-7=-322/389,7-8=-169/214, 8-9=-174/140, 9-10=-562/499, 10-11=0/21 BOT CHORD 2-20=•1311/1311, 19-20=-289/289, 18-19= 289/289, 17-18=-289/289, 16-17=289/289, 15-16=-289/289, 14-15=-289/289, 13-14=-476/529, 12-13= 476/529, 10-12=-476/529 -4 WEBS 6-16=-296/158, 5-17=-195/66, 4-18=-48/28, 3-19=-426/143, 7-15=-196/65, 8-13=-47/28, 9-12=-413/143 NOTES i 1) Unbalanced roof live loads have been considered for this design.. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=3.9ps1; Category ll; Exp B; enclosed; MWFRS gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for MWFRS for reactions specified. ' 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail". 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0.0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to.bearing plate capable of withstanding .189 Ib uplift at joint 10, 353 lb uplift at joint 2, 142 Ib uplift at joint 16, 48 lb uplift at joint 17, 21 Ib uplift at joint 18, 81 Ib uplift at joint 19, 551b uplift at joint 15, 23 Ib uplift at joint 13 and 68 lb uplift at joint 12. 8) This truss has been designed for a total drag load of 1600 Ib. Connect truss to resist drag loads along bottom chord from 0-0.0 to 5-0.0 for 320.0 plf. LOAD CASE(S) Standard pROFFSS,�O \APP M TT &0 tQi W i P34229 m * 6/301, M ` v N>A ��.OF /VIL n CALIFO r Nov. 10; 2004 Job Truss - -Truss Type Oty. Ply HIDEAWAY LOT 208 - 04-1034 CG01 MONO TRUSS �• 1 •• i - Job Reference (optional) A.C. Houston1umber Company, North Las Vegas, NV 89031, TN 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:39 2004 Page 1 -1-5-0 5-9-6 11-2-4 1-5-0 5-9-6 5-4-14 " - sob = 1:19. - • C=10: emb= II18 i ' - - ' 2.6x4 II 4 6 - - 2 999 2.49 12 3x4 TI W3 • - Wt, W2 4 f 3x4 _ N4= . .. x 5-9-6 Ix4 II 34 11-0-8 11 2 4 5-9-6 5-3-1 0-1-12 'Plate Offsets X Y : [2:0-3-4,0-0-21 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loo) Well Ud PLATESGRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) -0.04 2-7 >999 360 MT20 - 197/144 TCDL 18.5 Lumber Increase 1.25 BC" 0.43 Vert(TL) •0:11 2.7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0:53 Horz(TL) 0.02 6 n/a n/a BCDL 6.5 Code "UBC97/ANSI95 (Matrix) Weight:.36lb LUMBER BRACING TOP CHORD 2 X 4 SPF Not TOP CHORD Sheathed or 4-11-1 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF Not BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2 X 4 SPF Not REACTIONS (Ib/size) 2=615/0-3-8; 6=497/Mechanical 4 Max Horz 2=77(load case 4) ,. Max Uplift2=-109(load case 3), 6=-69(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/21,2-3---1238/121,3-4=-124/18,4-5---5/0,4-6=-194/53 BOT CHORD 2-7=-128/1167, 6-7=-128/1167 WEBS 3-7=0/185, 3-6=-1117/139 NOTES x + 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=3.9psf; Category ll{ Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. ° 3) Refer to girder(s) for truss to truss connections. ' 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 109 Ib uplift at joint 2 and 69 Ib uplift at joint 6. LOAD CASE(S) Standard - pROFESsj �'%P'm T- n 34229 * EXP 613010 rn N 'V c/V(L �P OP CALIF " Nov. 10' 2004 • Y . Job Truss Truss Type Qty Ply HIDEAWAY LOT 208 04-1034 CG01S MONO TRUSS -1 1 - Job Reference Lptional A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN - - 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:40 2004 Page 1 5-5-2 10-10-0 5-5-2 r 5-4-14 .. , stela _ 1:16. 2.50 11 * .. a. ' 2.48 r 1-2 r ,, 4 N4 - WI • ... W3 W2 - - La II " Strapping or other means, by othe�s,'are required to insure truss stays on narrow end bearing 5-5-2 .10-8-4 - 10r10 5-5-2 5-3-1 04=1 Plate Offsets (X,Y): [1:0-1-6,0-0-1 LOADING (psf) SPACING 2-0-0 •- CSI DEFL 'in .(loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) -0.05 1-6 >999 360 MT20 197/144 TCDL 18.5 , Lumber Increase' 1.25 BC 0.47 Vert(TL) -0.11 1-6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.53 Horz(TL) 0.02 5 n/a n/a BCDL 6.5 Code UBC97/ANSI95 (Matrix) • Weight: 34 lb' LUMBER • BRACING - TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 4-11-2 oc purlins, except end verticals. '- BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing., WEBS , 2 X 4 SPF No.2 < REACTIONS (Ib/size) 1=471/0-1-8, 5=494/Mechanical Max Horz 1=73(load case 4) Max Uplift 1 --54(load case 3), 5=-71 (load case 3) 4 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1232/137,2-3=-122/17,3-4=-5/0,3-5=-194/52 < - BOT CHORD 1-6=-145/1160,5-6=-145/1160 WEBS 2-6=0/185,2-5=-1111/157 - NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=3.9ps1; Category Il; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. < 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girders) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 Ib uplift at joint 1 and 71 Ib, uplift at joint 5. LOAD CASE(S) Standard, ' F pROFESs�O 7.& ti9 \�\AM t� W 6 * sxP 3p�0 m N AML �OP \P, CALIFCR� _ Nov. 10, 2004 r JobA]CG Truss Type. - _ Qty Ply HIDEAWAY LOT 208 w 04-1034 MONO TRUSS. 4 1 ' " Job Reference optional) A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:40 2004 Page 1 .l -1-5-0 . 4-9-6 "' 8-2-3 1-5-0 4-9-6 3-4-13 - •• .. Scab =1:16.1 4 ' - 2.46 12 300 -`W, M w. 4 w 2 - TI . - WJ - 4 L 2.50 = 2.5x4 = • w - 1.4 II T . • 3:4 = 6 -. 4-9-6 8-2-3 496 3413- ti . Plate Offsets X [2:0-3-4,0-0-21 - LOADING'(psf) e ' : SPACING 2-0-0 CSI DEFL in (loc). Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.24 Vert(LL) -0.02 2-7 >999 360 MT20 197/144 TCDL 18.5 r, Lumber Increase, 1.25 BC 0.29 Vert(TL) -0.05 2-7 >999 .. 240 BCLL 0.0 Rep Stress Iricr NO -WB 0.15 Horz(TL) , 0.01 6 - n/a n/a BCDL 6.5 Code UBC97/ANSI95 (Matrix) Weight: 26 lb LUMBER BRACING TOP CHORD -2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD; 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEBS 2 X 4 SPF No.2 REACTIONS (Ib/size) 2=483/0-3-8, 6=359/Mechanical Max Horz2=58(load case 4) Max Uplift2=-95(load case 3), 6=-50(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/21, 2-3=-750/63; 3-4=-31/13, 4.5=-5/0, 4-6=-110/30 BOT CHORD ::' 2-7=-66/695, 6-7=-66/695 i WEBS 3-7=0/151,3-6=-732/84 4 NOTES; 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=3.9psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate.grip DOL=1.33. 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other liveloads. 3) Refer to girder(s) for truss to truss connections, " t - 4) Provide mechanical conneclion.(by others) of truss to bearing plate capable of withstanding 95 Ib uplift at.joint 2 and 50 Ib uplift at joint 6. , LOAD CASE(S) Standard s r pROFESs/O �',0 \AM T%e0` 'L9 �\\ �Z �/ �C� r r Q1 m •. EP34229 ?f 6/30/07 Ny CIVi� �0FCALIF�� t �P . w Nov. 10, r rt 2004 4. J LA 7 • 7 0 Truss Truss Type Qty Ply HIDEAWAY LOT 208 P04-1034 CJ01 JACK 11 1 Job Reference (optional) A.C. Houston Lumber Company, North Las Vegas,NV 89031, TN _ 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 96:19:40 2004 Page 1 -1-0-0 1-11-11 1-0-0 1-11-11 " Anchor to prevent uplift - • 2 3.60 12 TI.. .. l 20= r 1-11-11 r 1- 'r , - 1-11-11 • , Plate Offsets X [2:0-1-14,0-0-2] LOADING (psf) SPACING 2-0.0 CSI " DEFL a in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates,lncrease 1.25 TC 0.10 Vert(LL) -0.00 2' >999 360 ' •,MT20 197/144 TCDL 18.5 Lumber Increase 1.25 BC 0.03 Vert(TL) -0.00 2-4. >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00- Horz(TL) -0.00 ` 3 n/a` n/a , BCD _ 6.5 Code UBC97/ANS195 (Matrix) Weight: 6 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 1-11-11 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' REACTIONS (Ib/size) r3=52/Mechanical, 2=192/0-3-8, 4=13/Mechanical Max Horz 2=30(load case 4) Max Uplift3=-11(load case 4), 2=-51 (load case 4) Max Grav3=52(load case 1), 2=192(load case 1), 4=32(load case 2) FORCES (lb) _- Maximum Compression/Maximum Tension TOP CHORD 1-2=0/21,2-3=-29/11- -2=0/21,2-3=-29/11BOT BOTCHORD .2-4=0/0 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=3.9psf; Category ll; Exp B; enclosed; MWFRS gable end zone and C -C Extedor(2) zone; cantilever left, and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for MWFRS for reactions specified. ". 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. ` 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11 Ib uplift at joint 3 and 51 Ib uplift at joint 2. LOAD CASE(S) Standard ^ 9ROFESS�O M 7' &LU \N\ -\\P - � C34.�. Z 229. EXp * 6/30/0 m rP� " ��oFML �P CALIF�R - + Nov. 10, 2004 • 7 0 J Job Truss - Truss Type - Oty Ply HIDEAWAY LOT 208 ' 04-1034 CJ01S JACK 1 1 Job Reference (optional) A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN .. 1-8-11 • 1-8-11 •. e _ 3.50F12— .50 12T1 . T4 6.000 s May 19?004 MiTek Industries, Inc. Wed Nov 10 06:19:40 2004 Page 1 , - .. • 1 . • B1- '3 1-8-11 LOADING (psf) SPACING 2-0.0 CSI DEFL in (loc) Vdefl Ud f PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.06 Vert(LL) -0.00 1 >999 360 MT20 197/144 TCDL 18.5 Lumber Increase 1.25 BC 0.02 Ven(TL) -0.00 1 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 6.5 Code UBC97/ANS195 (Matrix) Weight: 4lb LUMBER BRACING , TOP CHORD 2 X 4 SPF No.2 TOP CHORD " Sheathed or 1-11-11 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or:10-0-0 oc bracing. REACTIONS (Ib/size) 1=76/0-3-8, 2=65/Mechanical, 3--11 /Mechanical Max Horz 1=18(load case 4). Max Upliftl=-6(load case 4); 2= 19(load case 4) Max Grav 1=76(load case 1), 2=65(load case 1), 3=28(load case 2) z FORCES (lb) - Maximum Compression/Maximum Tension ti TOP CHORD 1-2=-21/17 ; BOT CHORD 1-3=0/0 NOTES 1) Wind: ASCE 7.98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=3.9psf; Category 11; Exp B; enclosed; MWFRS gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33: This truss is designed for C -C for members and forces, and for MWFRS for reactions specified. . 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6 Ib uplift at joint 1 and 19 Ib uplift at joint 2. LOAD CASE(S) Standard r - 1,PROFESS�O co �/ LU 0 C 3422�Z 9 * EXP m 107 • N • '9 CMLOP CA IF R �P . ' Nov. 10, 2004 Job - Truss - Type Qty Ply HIDEAWAY LOT 208b4-1034 CJ02 [1A 10 1 Job Reference (optional) A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN 6:000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:40 2004 Page 1 -1-0-0 3-11-11 1-0-0 3-11-11 sw« " 3.50 12 ' Tr' z «' e, 3-11-11 3-11-11 - Plate Offsets X : [2:0-1-14,0-0-2) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Vd PLATES GRIP TCLL 20.0 Plates Increase • 1.25 TC 0.23 Vert(LL) -0.01 2-4 >999 360. MT20 197/144 TCDL 18.5 Lumber Increase 1.25 BC 0.12 Vert(TL) -0.02 2-4 >999 240 BCLL , 0.0 - Rep Stress lncr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCOL 6.5 Code UBC97/ANS195 (Matrix) Weight: 11 lb LUMBER f BRACING TOP CHORD 2 X 4 SPF Not TOP CHORD Sheathed or 3-11-11 oc purlins. • - BOT CHORD 2 X 4 SPF Not BOT CHORD Rigid ceiling directly applied of 10.0-0 oc bracing. REACTIONS (Ib/size) 3=131/Mechanical, 2=275/0-3-8, 4=24/Mechanical Max Horz 2=48(load case 4) Max Uplift3=-35(load case 4), 2=-59(load case 4) Max Grav3=131(load cased ), 2=275(load case 1), 4=62(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension - TOP CHORD 1-2=0/21.2-3=-47/30 +. BOT CHORD 2-4=0/0 NOTES -'r ' 1) Wind: ASCE 7.98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=3.9psf; Category II; Exp B; enclosed; MWFRS gable end zone and C -C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for MWFRS for reactions specified. 2) This truss has been designed for a 10.0 psf. bottom chord live load nonconcurrent with any other live loads. t - 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 Ib uplift at joint 3 and 59 Ib uplift at joint 2. LOAD CASE(S) Standard ?FOFESS�O. 7 e0` ti9 A� ��\AN► 2 PCO 34229 m E * 6130/07 , y CNIL �OFCALIFO��\P. Nov. 10. 2004 A A 0 AIIIIIIII Job Truss Truss Type City Ply-7] 04.1034 CJ02S JACK 2 1 �HIDEAWAYLOT208 , Job Reference (optional)- - A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN - 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:40 2004 Page 1 3-8-11 z 3-8-11 1:7. I 3.50 F12 Ti 3-8-11 ' 3-8-11 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL —20.0 Plates Increase 1.25 TC 0.25 ' Vert(LL) -0.01 1-3 >999 360 MT20 197/144 TCDL 18.5 Lumber Increase 1.25 BC 0.11 Vert(TL) -0.02 1-3 >999 240 BCLL , 0.0- Rep Stress Incr YES WB 0.00 - Horz(TL) -0.00 2 n/a n/a BCDL 6.5 Code UBC97/ANSI95 (Matrix) Weight: 9lb• LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-11-11 oc purlins: BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. 1 REACTIONS (Ib/size) 1=158/0.3-8, 2=135/Mechanical,3=23/Mechanical'- Max Horz 1=36(load case 4) Max Uplift! =-13(load case 4), 2=-39(load case 4) " + Max Grav1=158(load case 1), 2=135(load case 1), 3=58(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD ' 1-2=-40/34 - - BOT CHORD 1-3=0/0 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=3.9ps1; Category II; Exp B; enclosed; MWFRS gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right r. exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for MW FRS for reactions specified. 2) This truss has been designed fora 10.0 psi bottom chord live load nonconcurrent with any other live loads.: 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 13 lb uplift at joint Land 39 Ib uplift at joint 2. LOAD CASE(S) Standard i pROFSSS� �0 e0 0 CO t� /v .. W / n G) C 34229 m * EXP 6/30/0' N9j� CNIL OP .CALIFO��`P . ' Nov. 10, 2004 0 • 7 La Job' w Truss" Truss Type ,. .y• , City Ply HIDEAWAY LOT 208 04.1034 CJ03 JACK 2 1 fi' Job Reference (optional) A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN - - F 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:40 2004 Page 1 -1-0-0 S-11-11 f 1-0-0 _ 5-11-11 3 3.50 12 _ - r 2. Ti r - • 5-11-11 t Plate Offsets (X,Y): f2:0-1-14 0-0.2) LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Wait Ud PLATES- GRIP TCLL 20.0 Plates Increase 1.25 TC 0.61 Vert(LL) -0.07 2-4 >999 360 MT20 197/144 _ TCDL 18.5 Lumber Increase 1.25 8C 0.28 Vert(TL) -0.11 2-4 >633 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL"" 6.5 Code UBC97/ANSI95 (Matrix) Weight: 15 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 5.11-11 oc purlins. BOT CHORD 2 X 4 SPF No.2 , BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 3=213/Mechanical, 2=360/0-3-8, 4=37/Mechanical + Max Horz2=66(load case 4) Max Uplift3=-58(load case 4), 2=-65(load case 4) Max Grav 3=213(load case 1), 2=360(load case 1), 4=95(load case 2) FORCES (lb) - Maximum Compression/Maximum ,Tension • ' " TOP CHORD 1-2--0/21,2-3=-57/49 ' • �' BOT CHORD 2-4=0/0 ! ' NOTES •' 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf;'BCDL=3.9psf; Category Il; Exp B; enclosed; MW FRS gable end zone and C -C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for Z. MWFRS for reactions specified. ? 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent Wth any other live loads. 3) Rater to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 58 Ib uplift at joint 3 and 65 Ib uplift at joint 2. LOAD CASE(S) Standard pROFESLIJs�o �!V O Z 0 E P36 029 m ' 107 N '9 CHILI \P* OFCALIFOR� r Nov. 10, 2004 r Job • TrussTruss Type _ Qty Ply. HIDEAWAY LO T 208 04-1034 Ci 03S JACK ► 2 1 Job Reference o tional A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:40 2004 Page 1 5-8-11 5-8-11 t ' 3.50 I TI - - 9A= A - 5-8-11 -• , • . _ 3 - 5-8-11 , LOADING (psf) SPACING 2-0.0 CSI • DEFL in (loc) Udefl . L/d PLATES GRIP _ TCLL 20.0 Plates Increase 1.25 TC 0.61 Vert(LL) •0.06 1-3 >999 360 MT20 197/144 TCDL 18.5 Lumber Increase 1.25 BC . 0.26 Vert(TL) -0.09 1-3 >723 240 BCLL • 0.0 Rep Stress lncr YES WB 0.00 Horz(TL) -0.00 2 Na n/a BCDL 6.5 Code UBC97/ANSI95 (Matrix) Weight: 13 lb LUMBER. BRACING « TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 5-11 -11 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD . Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS (Ib/size) 1=248/0.3.8, 2=212/Mecfianical, 3=36/Mechanical Max Hom 1=54(load case 4) Max Uplift s=-22(load case 4), 2=-61 (load case 4) , Max Grav 1=248(load case 1), 2=212(load case 1), 3=91(load case 2) FORCES(lb) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-59/51 BOTCHORD 1-3=0/0 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BC6L=3.9psf; Category II;.Exp B; enclosed; MWFRS gable end zone and C -C Exterior(2) zone; cantilever left and'right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for MWFRS for reactions specified. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. a 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 22 Ib uplift at joint 1 and 61 Ib uplift at joint 2. y LOAD CASE(S) Standard QROFESS/O _ -\A/M 17801 '19 �� CO 34229 m * EXP 6/3 . 07 N�A ` AML �OF CAL IFOR�\P Nov. 10, 2004 Job Truss Truss Type Oty Ply HIDEAWAY LOT 208 04-1034 DOt ROOF TRUSS 4 1 Job Reference (optional) A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:41 2004 Page 1 4-6-8 9-0-14 14.6-8 15-6-8 , 4-6-8 4-6-6, 1 5-5-10 1-0-0 . - Scat a 1:24.4 ♦ ♦ Cambay=3116' 4x4 = 3.50 12 .. T1 4 4x4 D A , 3• ' W4 W2 a T2 ..'. ,. t . 4 21411 4-6-8 14-6-8. 4-6-8 10-0-0 LOADING (psi) SPACING 2.0.0. CSI DEFL in (loc) Well Ud PLATES "GRIP TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) " -0.21 4-6 >825 ,360 MT20 197/144 TCDL 18.5 Lumber Increase 1.25 BC 0.56 Vert(TL) • -0-38 4-6 >445 240 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.02 4 n/a n/a BCDL 6.5 _ Code UBC97/ANS195 (Matrix) Weight: 501b LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 4-7-6 ocpudins, except end verticals. BOT CHORD 2 X 4 SPF No.2 , BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. - WEBS 2 X 4 SPF No.2 REACTIONS (Ib/size) 7=633/Mechanical, 4=740/0-5-8 ' Max Horz7_ 53(load case 7) Max Uplift7=-44(load case 4), 4=-109(load case 5) FORCES (jb) -"Maximum Compression/Maximum Tension r TOP CHORD 1-2=-8021203,2-3=-810/202.3-4=-1446/388.4-5=0/21.1-7=-622/156 BOT CHORD .6-7=-21171,4-6=-313f1345 WEBS 2-6=0/193, 3.6=-E71/246, 1-6=-116/710 v NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=3.gpsf; Category ll; Exp B; enclosed; MWFRS gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. , 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 44 Ib uplift at joint 7 and 109 Ib uplift at joint 4. . r LOAD CASE(S) Standard pROFESS�O OP M 'r eO by W C /n G) Q; 34229, w m * EXP 6130107 j3 07 " N9� C/VIL T \P,* OP CALIF - Nov. 10, 2004 �1 LA Job Truss - Truss Type Qty Ply HIDEAWAY LOT 208 04-1034 D01 D ROOF T_ RUSS '• 1 1 , _ - _ - Job Reference (optional) A.C. Houston Lumber Company, North Las'Vegas, NV 89031, TN 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:41 2004 Page.1 - 4-6-8 " 9-0-14 14-6-8. r - 15-6-8 . 4-6-8 4-6-6 5-5-10 - 1-0-0 Scale e 1:24. Camber=3/16' - 4x4 12 2 .. .• r 4x40, TI _ 1x40 wl W2 .. } s ' 6 - 8 2.4 II .. _ .. 3_ r 4-6-8 14-6-8 4-6-8 - 10-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well • ,L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) -0.21 4-6 >825 360 MT20 197/144 TCDL 18.5 Lumber Increase 1.25 BC 0.56 Vert(TL) -0.38 4-6 >445 240 BCLL ' 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.02 4 n/a n/a BCDL 6.5 Code UBC97/ANSI95 (Matrix) Weight: 50 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed oro -1-6 oc purlins, except end verticals. - BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 8-2-4 oc bracing. WEBS 2 X 4 SPF No.2' " r REACTIONS (Ib/size) 7=633/Mechanical, 4=740/0-5-8 �• Max Horz7=-54(load case 17) 7 Max Uplift7=-107(load case 10), 4=-229(load case 13) Max Grav7=696(load case 9), 4=860(load case 8) FORCES (lb) -Maximum Compression/Maximum Tension - r TOP CHORD . 1 -2=-900/203,2-3=-1041/285,3-4=-1830/568,4-5=0/21,1-7=-685/156. ^ BOT CHORD 6-7=-23/72, 6-8=-313/1449, 4-8=-512/1728 - WEBS 2-6=-1/193, 3-6=-682/246, 1-6=-132/808 NOTES' , 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=3.9psf; Category II; Exp B; enclosed; MW FRS gable end zone and C -C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for MW FRS for reactions specified. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for to wto truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 Ib uplift at joint 7 and 229 Ib uplift at joint 4. 15) 6) This truss has been designed for a total drag load of 500 lb. Connect truss to resist drag loads along bottom chord from 5-5-8 to 14-6.8 for 55.0plf. LOAD CASE(S) Standard PROFESS/O �O -xP M T's \ 34229 m EXP •6/3 m 0/07 -:6 N • ' OP CALIF�� Nov. 10, 2004 r . ,� Job Truss _ - Ory Ply . HIDEAWAY LOT 208 04-1034 002 �TrussType ROOF TRUSS 6 1 ' Job Reference Loptional ' A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:41 2004 Page 1 4-11-12 " 9-612 14-0-8 19-6-2 120-6-2 ,.. 4-11-12 ` 4-6-6 4-6-6 - 5-5-10 1-0-0 _ Scab: 39'=1 - 44 • 3 i 3.50 12 ' Ix4 1 IM 2 W1 y •. • - 6 B ... • - •. 40 .-... 3x3= ' 4x4= ,. . 9-6.2 9-6-2 10.0-0 Plate Offsets X (5:0-4-10,0-0-21 LOADING (psf) SPACING 2.0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL)' -0.19 5.7 >999 360 MT20 197/144 TCDL 18.5 Lumber Increase .1.25 BC 0.79 Vert(TL). -0.38 5-7 >599- 240 BCLL 0.0 Rep Stress lncr• YES' WB 0.27 Horz(TL) 0.06 5 n/a n/a BCDL 6.5 - Code UBC97/ANSI95 (Matrix) Weight: 61 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-8-6 oc purlins BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 8-11.14 oc bracing. e' WEBS - 2 X 4 SPF No.2 REACTIONS (Ib/size) 1=862/Mechanical, 5=966/0-5-8 1 _ Max Hoa 1=-51(load case 7) ! Max Uplift l=-78(load case 4), 5=-121 (load case 5) 1 v FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2136/495, 2-3=-1607/345, 3-4=-1607/345, 4-5=-2213/505, 5-6=0/21 BOT CHORD 1-7=-415/1992, 5-7=-426/2064 WEBS 2-7=-571/202, 3-7=-51/543, 4-7=-636/214 NOTES ! 1) Unbalanced roof live loads have been considered for this design: 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=3.9ps1f; Category 11; Exp B; enclosed; MWFRS gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for MWFRS for reactions specified. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. , 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 78 Ib uplift at joint 1 and 121 Ib uplift at joint 5. LOAD CASES) Standard pROFEss� AM 7 e0O,L9` �G W s. C) C 34229 m * EkP 6/30/07 9 cNIL �CF CAL IFO�� Nov.-, 0, 2004 " Job Truss c Truss Type Oty Ply ID HEAWAY LOT 208 04.1034 1 002D ROOF TRUSS 1 1 ` Job Reference (optional) A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN _ - 6.000 s May 19 2004.MiTek Industries, Inc. Wed Nov 10 06:19:412004 Page 1 . 4-11-12 9-6-2 14-0-8 19-6-2 20=6-2; 4-11-12 4-6-6 4-6-6 5-5-10 1-0-0 ^ 3.601`12 . - , Ixd _ Ixd 1 ' d `• �. 2 W1 - ' 1 y i 6• 3.8 = 3x8 .. d t 9-6-2 o19-6-2 .. 9-6-2 10-0-0 Plate Offsets X [5:0-3-10,0-0-61 LOADING (psi) SPACING 2-0.0 CSI DEFL in (loc) I/defl L/d ` PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.19• 5-7 >999 360 MT20 197/144 TCDL' - 18.5 ' ' Lumber Increase 1.25 BC 0.79 . Vert(TL) -0.38 '•5-7 >599 .240 BCLL 0.0 Rep Stress Incr YES WS 0.28 Horz(TL) 0.08 5 n/a n/a BCDL 6.5 Code UBC97/ANSI95 (Matrix) Weight: 61 lb LUMBER BRACING . TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-0-2 oc purlins. y BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 5.6.3 oc bracing. WEBS 2 X 4 SPF No.2 REACTIONS (Ib/size) 1=862/Mechanical, 5=966/0-5-8 • ^ Max Horz 1=-92(load case 16) Max Upliftl=-387(load case 10), 5=-430(load case 13) Max Grav 1=1170(load case 9), 5=1275(load case 8) - r FORCES (lb) , Maximum Compression/Maximum Tension` TOP CHORD ^ 12=-3065/1180, 2-3=-2109/598, 3.4=-2127/609, 4-5=-3243/1232, 5-6=0/21 BOT CHORD 1-8=-1089/2881, 8-9=-553/2722, 7.9=-847/2639, 7-10=-752/2653; 5-10=-1146/2746 WEBS 2-7=-603/202, 3-7=-51/543, 4-7=-665/214 NOTES , .1) Unbalanced root live loads have been considered for this design. - - 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=3.9psf; Category ll; Exp B; enclosed; MWFRS gable end zone and C -C Extedor(2) zone; cantilever left 1 and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1:33. This truss is designed for CC for members and forces, and for , MWFRS for reactions specified. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. - 5) Provide'mechanical connection (by others) of truss to bearing plate capable of withstanding 387 Ib uplift at joint 1 and 430 Ib uplift at joint 5. 6) This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom chord from 0-5-14 to 5-5.14, 1 B-0.0 to 19-6-2 for - 307.2 plf. LOAD CASE(S) Standard 1 r, ?ROFESS�O OAM 7',0 0 Z to n 34229, 229 g m 30/07 9 �ML� �OP CALIF��\P Nov. 10,,2004 , fi Job Truss Oty Ply HIDEAWAY LOT 208 04.1034 .. T,-ussT,,pe D03 OOFTUSS A 2 1 - + Job Reference (optional) - A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN 4 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:412004 Page 1 1-0-0 5-5-10 10-0-0 14-6-& . 20-0-0 21-0-0 1-0-0 5-5-10 4-6-6 4-6-6 ' .. - 5-5-10 1-0-0 scab=1:34. -Cemb4r_3118I • 4.4 = . 350 12 U4 s3 - M 10 s 5 -. - ..~ - 2 t .2 gJ w ^ 8 7 . 'd 2/ ' 4x4 = - 3x8 = - 4x4 = 10-0-0 '' 20-0-0 4 10-0-0 10-0-0 Plate Offsets X, _[2:0-4-10 0-0-2]x[6:0-4-100-0-2] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP+' TCLL 20.0 Plates Increase , 1.25 TC 0.36 Vert(LL) -0.18 6.8 >999 360 MT20 197/144 TCDL 18.5 Lumber Increase 1.25 BC 0.81- Vert(TL) -0.38 6.8 >610 240 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.07 6 n/a' . n/a BCDL 6.5 Code UBC97/ANSI95 (Matrix) `Weight: 63 lb LUMBER BRACING ' TOP CHORD 2 X 4 SPF Not TOP CHORD Sheathed or 3-8-0 oc pudins. BOT CHORD 2 X 4 SPF No:2 BOT CHORD Rigid ceiling directly applied or 8-11-5 oc bracing. WEBS' 2 X 4 SPF Not ' REACTIONS ' (IWsize) 2=977/0-5-8, 6=977/0-5-8 Max Horz 2=-48(load case 7) Max Uplift2=-121(load case 4), 6=.1121 (load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/21, 2-3=-2250/508, 3-4=-1646/348, 4-5=-1646/348,,5.6=-2250/508, 6-7=0/21 BOT CHORD 2-8=42812099,6-8=428/2099 a WEBS • 3-8=-634/214, 4-8=-51/564, 5-8=-634/214 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=3.9psf; Category II; Exp B; enclosed; MWFRS gable end zone and C -C Exterior(2) zone; cantilever left s and right exposed; end vertical left and right,exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C•for members and forces, and for MWFRS for reactions specified. s 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 121 Ib uplift at joint 2 and 121 Ib uplift at joint 6. LOAD CASE(S) Standard v pROFESs�O W * E pas j m 02o N 9�0 AML \P* FCALIFC�a + Nov. 10, 2004 r Job Truss Truss Type Ory. Ply HIDEAWAY LOT 208 04-1034 D04 ROOF TRUSS - t. ' 1 ' t Job Reference (optional) A.C. Houston. Lumber Company, North Las Vegas, NV 89031, TN 6.000.s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:42 2004 Page 1 -1-0.0 5-5-10 10-0-0 14-6-6 20-0-0 r 1-0-0 5-5-10 4-676 4-6-6 - '5-5'-10'- S.W. 1:33. Gamb ,.31161 5x6 = L • 4 , 3x4 3x4 m • • - 3.50 12 502 5x12 = 3 5 WI 3x4 a - 2 w ,. T T - - 3x4r - •. - 16 - - 10-0-0 20-0-0 5x14 = -10-0-0 j 10-0-0 Plate Offsets (X,Y): 2:0-6-8 0-3-4 3:0-2-12 Ed a 13:0-2-0,0-G-01, 5:0.2-12 Ed a 15:0-2-0,0-0-01, (6:0-6-8.0-3-41 LOADING(psf). SPACING 2-0-0 .. CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.29 • Vert(LL) -0.17 6-7 >999 360 MT20 197/144 TCDL 18.5 Lumber Increase 1.25 BC 0.74 Vert(TL) -0.37 6-7 >508 240 BCLL 0.0 Rep Stresslncr' YES WB 0.28 Horz(TL) 0.08 6 n/a n/a ` BCDL •.. 6.5 Code UBC97/ANS195 (Matrix) Weight: 87 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 4-3-2 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-6-8 oc bracing. WEBS 2 X 4 SPF No.2 OTHERS 2 X 3 SPF Stud REACTIONS (Ib/size) 6=857/0-5-8, 2=853/4-4.0, 8=150/4-4-0 Max Horz2=80(load case 15) Max Uplift6=-365(load case 13), 2=-393(load case 10) - Max Grav6=1136(load case 8), 2=1113(load case 9), 8=203(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension ` TOP CHORD 172=0/21, 2-3=-3183/1224, 3-4=-2020/569, 4-5=-2042/583, 5-6=-3228/1265 BOT CHORD 2-8=-1158/2972,7-8— 1158/2972,7-18=-1162/3085,6-18=-1200/3123 WEBS 3-7=-653/230, 4-7=-74/508, 5-7=-672/213 NOTES c , -1) Unbalanced roof live loads have been considered for this design. F. 2) Wind: ASCE 7-98; 90mph; 0=25ft; TCDL=6.Opsf; BCDL=3.9psf; Category II; Exp. B; enclosed; MWFRS gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for MW FRS for reactions specified. . 3) Truss designed for wind loads'in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) All plates are 1x4 MT20 unless otherwise indicated. . 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 365 lb uplift at joint 6 and 393 Ib uplift at joint 2. , 8) This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom chord from 11-6-0 to 20-0-0 for 235.3 plf. LOAD CASE(S) Standard t pROFES S�O �O IS / W n 34229 * m. exp 6130107 a NIL r �\P* "'CALIF CALIFC� Nov.'10, 2004 . Job Truss Truss Type Qty Ply HIDEAWAY LOT 2O8 04-1034 D05 �ROOFTRUSS 1 1 Job Reference (optional) A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:42 2004 Page 1 5-2-10 6-5-0 9-9-0 14-3-6 19-9-0 , 20-9-0 , 5-2-10' 1,72-6 3-4-0 4-6-6 5-5-10 _ .. 1-0-0 . Sc.Wo a 1:30. Sxe = ry a 3x4, 3.50 12 . - 3x4 412 5 3x4 2 - 5[14 1 T 4 W1 3.4 c .• •. 1 W4 2 Aw T . 2 3ffi= 4a II-. - 8 1dd •. .. 3x8=. 4x811 3x87. c Continuous. bearing to conform to profile of truss r , 4-2-12 6 5-0 9-9-0 19-9-0 4-2-12 2-2-5 3-4-0 10-070 Plate Offsets X, 1:0-3-8,Ed el 1:0-5-12 Ed a 5:0-3-8 Ed e , 5:0-5-3 Ed e LOADING (psf) SPACING 2.0-0 CSI DEFL in (loc) Well, Vd . PLATES GRIP ., TCLL 20.0 Plates Increase 1.25 TC 0.14 Vert(LL) 0.01 5-7 >999 360 MT20, 197/144 TCDL 18.5 Lumber Increase 1.25. BC 0.16 Vert(TL) -0.01 5.7 >999 240' BCLL , 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) -0.00 9 . n/a n/a BCDL 6.5 Code UBC97/ANSI95 (Matrix) w Weight: 76 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6.0.0 ocpudins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly'applied or 6.0.0 oc bracing.' WEBS 2 X 4 SPF No.2 OTHERS, 2 X 3 SPF Stud 4 REACTIONS-(Ib/size) 1=133/Mechanical, 11=8/13-4.0, 5=369/13-4-0, 9=983/13-4-0, 12=-20%Mechanical, 10=12/13-4.0, 8=25/13-4-0, 7=70/13-4-0 Max Hoa 1=-67(load case 7) ' Max Upliftl=-17(load case 4), 5=:90(load'case 7), 9=-180(load case 5), 12=-183(load case 9) Max Grav 1=133(load case 1), 11=20(load case 2), 5=370(load case'9), 9=983(load case 1), 12=165(load case 8), 10=33(load case 2), 8=91 (load case 2), 7=112(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension - TOP CHORD 1-2=-11/81,2-3=-68/413,3-4=-76/422,4-5=-357/142,5-6=0/21 .f , BOT CHORD 10-11=-22/11, 9-10=-22/11, 8-9=-83/293, 7-8=-83/293, 5-7=-83/293, 1-12=-36/13 F WEBS 2-9=-416/187,3-9=-477/136,4-9=-696/267,11.12=0/0,2-12=-147/204 NOTES s , 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=3.9ps1; Category II; Exp B; enclosed; MWFRS gable end zone and C -C Exterior(2) zone; cantilever left , and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for , MWFRS for reactions specified. . 3) Truss designed for Wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) All plates are 1x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17 Ib uplift at joint 1, 90 lb uplift at joim 5, 180 Ib uplift at joint 6'and 183 Ib uplift at joint 12. , LOAD CASE(S) Standard 9ROFESs/o 7. &000 \;-%PM l 4 * EkP 613010 /n j 9� c/VIS \P* OP CALIF Nov. 10; 2004 • 0 L Job Job Truss Truss Type Oty Ply HIDEAWAY LOT 208 - 4 DO6 07 ROOF TRUSS 8 .. 1 " Job Reference(optional)' A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN - r 6.000 s May 19 2004 MiTek Industries, Inc. Wed.Nov 10 06:19:42 2004 Page 1 r 5-2-10 9-9-0 °14-3-6 19-9-0 20-9-0 , 5-2-10 4-6-6 4-6-6 .. . F 5-5-10 1-0-0 scale a 1:32. Camber=3Hs' ' 4x4 = -. .. 3.50 12 . Ii02 - - r 2 wl . - 4 1 r ,'. • ' 04 . 34 = 4x4 = 9-9-0 19-9-0 9-9-0 10-0-0 , Plate Offsets X 5:0-4-100-0-2 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP r TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) -0.19 5-7 >999 360 MT20 197/144 TCDL 18.5 Lumber Increase 1.25 BC • 0.80 Vert(TL) -0.38 5-7 >606 _ 240 ' BCLL 0.0 Rep Stress Incr YES WS 0.27 Horz(TL) 0.07 ' S n/a n/a BCDL 6.5 Code UBC97/ANS195 (Matrix) Weight: 61 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-8-2 oc purlins. r" BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 8-11-2 oc bracing... WEBS , 2 X 4 SPF Not REACTIONS (Ib/size) 1=869/Mechanical, 5=973/0-5-8 Max Horz 1 =-51 (load case 7) Max Upliftl=-79(load case 4), 5=-121(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension t^ TOP CHORD 1-2=-2200/509, 2-3=-1632/350, 3-4=-1632/350, 4-5=-2237/510, 5-6=0/21 BOT CHORD 1-7=-430/2059, 5-7=-430/2086, WEBS 2-7=-611/214, 3-7=-54/555, 4-7=-635/214 NOTES 1) Unbalanced root live loads have been considered for this design. . 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opst; BCDL=3.9psf; Category II; Exp B; enclosed; MWFRS gable end zone and C -C Extedor(2) zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for MWFRS for reactions specified. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. ' 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 79 Ib uplift at joint 1 and 121 Ib uplift at joint 5. LOAD CASE(S) Standard �O 9ROFESs�O . . op'm 7-00 W �cl � C 34 z - * EXP 613010 N SOF EVIL ��P* CALIFOR Nov. 10,'2004 Job I I I - Truss - Truss Type Qty= PlyHIDEAWAY LOT 208. 04-1034 D06D ROOF TRUSS 2 1 ' Jab Reference (optional) A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN 6.000 s May 19 2004 MiTek Industries, Inc. ,Wed Nov 10 06:19:42 2004 Page 1 5-2-10 9-9-0 - 14-3-6 19-9-0 20-9-0 5-2-10 =' 4-6-6 4-6-6 ' - . . ' 5-5-10 1-0-0 S.10. 1:32. C—W-3/I61n • . ' 4x4= 3.50 12 .. r /� ♦ U4 a — 10 • 2 .. WI 4 I ' 2 w o. ` - a. 5 8 7 3x8 = • 3x8 = g a 3a= '9-9-0 fi 19-9-0 ' x 9-9-0 10-0-0 4 LOADING (psq SPACING 2-0-0 CSI DEFL in ([cc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase', 1.25 TC 0.50 Vert(LL) -0.19 5-7 >999 360 MT20 197/144 TCDL 18.5 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.38 5-7 >606 240 - BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.09 5 n/a n/a BCDL 6.5 Cede UBC97/ANSI95 (Matrix) c Weight: 61 lb LUMBER, BRACING - r TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 2-9-14 oc pudins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 4-7-12 oc bracing. WEBS 2 X 4 SPF No.2 r r .. . .� z - REACTIONS (Ib/size) 1=869/Mechanical, 5=973/0.5-8 Max Horz 1— 147(load case 27) - Max Uplift!= -491 (load case 14), 5=-533(load case 19) Max Grav1=1280(load case 11), 5=1384(load case 10) 4 FORCES (lb) - Maximum. Compression/Maximum Tension F TOP CHORD 1-2=-3479/1556, 2�3=-2310/774; 3-4=-2321!722, 4-5=-3604/1570, 5-6=0/21 ' BOT CHORD 1.8=-75313033, 7-8=-1582/3434, 5-7=-1467/3390 WEBS 2-7=-640/214, 3.7=-54/555, 4-7=-681/214 , NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=3.9psf; Category II; Exp B; enclosed; MWFRS gable end zone and C -C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for MWFRS for reactions specified. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. I' 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 491 Ib uplift at joint 1 and 533 Ib uplift at joint 5. , 6) This truss has been designed for a total drag load of 2200 Ib. Connect truss to resist drag loads along bottom chord from 0-3-0 to 6.8.0 for 342.8p1f. ; 7) This truss has been designed for a total drag load of 2710 Ib. Connect truss to resist drag loads along bottom chord from 0-3-0 to 6.8-0 for 422.3 pB. r , LOAD CASES) Standard r pROFESs� 4229 w FC m 6130107 • N �, 9 C/VIL �CFCAL > CALIF ' , Nov. 10, 2004 i a ' • • IJ 0 JobTruss i - Truss Type Ory Ply HIDEAWAY LOT 208 04-1034 D07 ROOF TRUSS ' 1 1 - Job Reference (optional) A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN .. - -- - 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:43 2004 Page 1 -1-0-0 = 5-5-10 10-0-0 14-6-6 20-0-0 21-0-0 1-0-0 5-5-10 4-6-6 4-6-6' 5-5-10 1-0-0 . ?- scab =1:35. -. - . •. 51m - - a 3x4 4 - 3X4 a. 3.50 F12 3.61 - -. 3 , 5x12=' 5 w ... .. r 3 N,1 Wa r 2 w - 3x4 _ . 2 C 6 - . 7 10 1 - 3.8 = _ 3a _ - 5x0 II 34= i 5 _ 10-0-0 20-0-0 . 10-0-0 10-0-0 Plate Offsets(X,D_[5:0-2-0,0-0-0U5L.O-2-12,Edge],6:0( 3-B,Edge] [6:0-5-3,Edge]L[11:0-1-14,0-1-0),It6:0-2-0,0-0-8] LOADING (psf) SPACING 2-0-0 CSI DEFL - in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 " TC 0.41 Vert(LL) -0.22' .2-10 >770 360 MT20 197/144 .� TCDL - 18.5 Lumber Increase 1.25 BC 0.78 Vert(TL) -0.47 2-10 >368 240 BCLL 0.0 Rep Stresslncr YES WB 0.26 Horz(TL) 0.07 6 n/a n/a 6 BCDL 6.5 Code UBC97/ANS195. (Matrix) y Weight: 88 lb f - LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-6-13 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 8-4-12 oc bracing. - WEBS 2 X 4 SPF No.2 OTHERS, 2 X 3 SPF Stud 1 REACTIONS (Ib/size) 2=955/0.5-8, 6=862/7-10-0, 8=67/7-10.0, 9=747.10-0 Max Horz 2=-51 (load case 17) - Max Uplift2=-196(load case 10), 6=-205(load case 13), 9=-10(load case 10) s Max Grav2=1025(load case 9), 6=933(load case 8), 8=136(load case 2), 9=79(load case 9) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/21, 2-3=-2363/514, 3-4=-1722/376, 4-5=-.1713/377, 5-6=-2461/547, 6-7=0/21 BOT CHORD 2-10=-436/2238, 10-17=-473/2281, 9-17=-473/2153, 8-9=-473/2123, 6.8=-473/2311 WEBS,- 3-10=-588/184, 4-10=-54/452, 5-10=-613/227 °' M NOTES 1) Unbalanced roof live loads have been considered for this design. , 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opst; BCDL=3.9psf; Category II; Exp B; enclosed; MW FRS gable end zone and C -C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for ' MWFRS for reactions specified. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to Wind (normal to the face), see MiTek "Standard Gable End Detail" 1 4) All plates are 1x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 196 Ib uplift at joint 2, 205 Ib uplift at joint 6 and 10 lb uplift at joint 9. 8) This truss has been designed for a total drag load of 500 Ib. Connect truss to resist drag loads along bottom chord from .12-2-0 to 20-0-0 for 63.8 pit LOAD CASE(S) Standard pROFESs�O ~ �O �y\PM �� NUJ F * EXP 6 3010 9�OF NIL CALIFO� �P .Nov. 10, 2004 Job Truss Truss Type "Qty Ply HIDEAWAY LOT 208 04-1034 E01 COMMON 1 1 Job Reference (optional) A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN - 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:43 2004 Page 1 -1.0-0 , `5-4-6 " 9-0-0 12-7-10. 18-0-0 19-0-0 1-0-0 5-4-6; 3-7-10 3-7.10 - 5-4-6 1-0-0 swlo: y • CemEore 118 Ire in _ Ixd 1 d lard II 3x4 % 3x4 a • dx 12 I . 1xd 11 • - •d • 3.50 12 -4x12 .. 3 5 3 - ... t 4 - 3x4 I W 1 .. y. d Ixd r 3x4 .. s L ' Ixd a W5 r ` 2 .8 `1x4 7 � 8 3x8 - 3.4 =. 4x8 II 4 . 5x8 _ 4x8 11 3.4 = ~ 9-0-0 18-0-0 9-0-0 , 9-0-0 Plate Offsets X 2:0-3-8 Ed a [2:0-4-15,0-3-41, 6:0-3-8 Ed a [6:0-4-15,0-3-41, [11:0-1-10,0-0-41, (13:0-2-0,0-0-81 LOADING (psf) SPACING 2-0.0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.24 Ven(LL) -0.12 2-9 >999 360 MT20 197/144 TCDL 18.5 Lumber Increase 1.25 BC 0.64 Vert(TL) . -0.27 2-9 >547 240 t BCLL 0.0 Rep Stress Incr YES WS 0.15 Horz(TL) 0.05 6 n/a n/a BCDL 6.5 Code UBC97/ANSI95 (Matrix), Weight: 83 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD' Sheathed or 5.8-2 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 9-3-0 oc bracing. ^ WEBS , 2X4SPF No.2 y OTHERS 2 X 3 SPF Stud REACTIONS (Ib/size) 2=862/1-6-0, 6=776/6-4-0, 8=138/6-4-0 Max Horz 2=-42(load case 7) Max Uplift2=-122(load case 4), 6=-118(load case 5) Max Grav2=862(load case 1), 6=776(load case 1), 8=173(load case 2) FORCES - (lb) - Maximum Compression/Maximum Tension .. TOP CHORD 1-2=0/21, 2.3=-1832/439, 3.4=-1359/330, 4-5=-1357/331, 5-6=-1846/463, 6-7=0/21 BOT CHORD 2-9=-366/1720,8-9=-393/1722,6-8=-39311722 WEBS, 3-9=-503/158, 4-9=-69/414, 5-9=-513/187 • _ 1 NOTES r 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=3.9psf; Category ll; Exp B; enclosed; MWFRS gable end zone and'C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for MWFRS for reactions specified. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) Gable studs spaced at 2-0.0 oc. 5) This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 122 Ib uplift at joint 2 and 118 Ib uplift at joint 6. LOAD CASE(S) Standard pROFESs7 op m T, a0O'1Sy / LU / 0 229 Pa613010 m 7 9 C/VIL- �OFCALIFO�� _ \P Nov. 10,•2004 Job Truss Truss Type - Oty Ply IDEAWAY LOT 208 04-1034 E02 COMMON 3 1 [obReference (optional) A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:43 2004 Page,11 -1-0-0 5-4-6 9-0-0 :12-7-10 18-0-0 ti 19-0-0 1-0-0 5-4-6 3-7-10 • n 3-7-10 5-4-6 1-0-0 - : S.10 = 1:31. . - CamP- II8I - 4.4= •1 - 4. .. '• - 3.5012 r. tx4 • „ 3 - !1 t " 5 , wl B a 7 - 4x4 ., r - 9-0-0 3a = ., - 4.4 = 18-0-0 9-0-0 9-0-0 Plate Offsets (�: [2:0-3-6 0-0.2) j6:0-3-6.0-0.2] LOADING (psf) SPACING 2-0.0 CSI " DEFL in (loc) I/defl Ud. PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 • Vert(LL)-0.13 2-8 >999 360 MT20+ 197/144 TCDL 18.5 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.28 2-8 >748 240 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.05 6 n/a n/a BCDL 6.5 Code UBC97/ANSI95 (Matrix) Weight: 56Ito LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD , Sheathed or 3-10.11 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 9-7-4 oc bracing. WEBS 2 X 4 SPF No.2 REACTIONS (Ib/size) 2=888/0-3-8, 6=888/0-3-8 '' •�'• Max Horz2=44(load case 6) - s Max Uplift2=-1 11 (load Case 4), 6=-111(load case 5) FORCES (lb) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/21, 2-3=-2007/448, 3-4=-1482/313, 4-5=-1482/313, 5-6=-2007/448, 6.7=0/21 BOT CHORD 2-8=-373/1869, 6-8=-373/1869 WEBS i 3-8=-550/189, 4.8=-67/542, 5-8=-550/189 NOTES , 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6:Opsf; BCDL=3.9psf; Category ll; Exp B; enclosed; MWFRS gable end zone and C -C Exterior(2) zone; cantilever left and right,exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for MW FRS for reactions specified. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 111 Ib uplift at joint 2 and 111 Ib uplift at joint 6. LOAD CASE(S) Standard ' PROFESS? \AN1 T, e0Oti9 4 ` * E Pa -61.3010 � OP CALIFO�a Nov. 10; 2004 Job Truss Truss Type ` - - Qty .Ply HIDEAWAY LOT 208 04-1034 E02S COMMON 1 1 Job Reference(optional) A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:43 2004 Page 1 1-0-0 , 5-4-6 9-0-0 12-7-10 17-10-8 ,. 1-0-0 5-4-6 3-7-10 „ 3-7-10 5-2-14 - Scab = 1:29. - 4.4 ... ' 3.5012 1x4- 8 1x41 _ 5 . w1 - A. 2 .. 8 44- 3.8= ,4.4 = 9-0-0 17-10-8 . 9-0-0 8-10-8 Plate Offsets X 12:0-3-6,0-0-21, [6:0-0-8,0-2-01 LOADING (psi) SPACING 2-0-0 , CSI DEFL r in (loc) 'I/deft Ud PLATES GRIP TCLL - 20.0- Plates Increase 1.25 TC 0.32 Vert(LL) -0.13 2-7 >999 ` 360 MT20 197/144 TCDL 18.5 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.29 6-7 >741 240 ' BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.05 6 n/a n/a BCDL 6.5 Code UBC97/ANS195 (Matrix) Weight: 55 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 - TOP CHORD Sheathed or 3-10-7 oc pudins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 9.3.2 oc bracing.' WEBS `.,' 2X4SPFNo.2 ' + REACTIONS (Ib/size) 2=889/0.3-8, 6=792/Mechanical' Max Horz 2=47(load case 6) Max Uplift2=-1 11 (load case 4), 6=-73(load case 5) FORCES, (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/21, 2-3=-2012/454, 3-4=-1487/319, 4-5=-1488/319; 5-6=-2007/460 BOT CHORD 2-7=-393t1874,6-7=-401/1880 _ WEBS. 3-7=-550/188, 4-7=-72/543, 5-7=-558/196 NOTES - 1) Unbalanced roof live loads have been considered for this design. ' 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=3.9psf; Category ll; Exp B; enclosed; MWFRS gable end zone and C -C Exterior(2) zone; cantilever left . and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for MWFRS for reactions specified. t 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 111 Ib uplift at joint 2 and 73 Ib uplift at joint 6. LOAD CASE(S) Standard p ROFESS O eO� �9! • G� tY E P36329: m * 0/07 N C/V►L ` ""CALIFC�� Nov. 10, 2004 Job Truss Truss Type Oty Ply - HIDEAWAY LOT 208 04-1034 E03 COMMON 1 2 Job Reference o tional A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN : 6.000 s May 19 2004 MiTek Industries, .. Inc. ,Wed Nov 10 06:19:44 2004, Page 1' 4 • -1-0-0 5-4-6 9-0-0 12-7-10 17-10-8 1-0-0 5-4-6 3-7-10 3-7-10 5-2-14 •, - - Sra$a a 1:29.6 . Camber a. 1141 - 4 . • - • 3.50 12 .. r 4x4 5 ` 3.41 ' 5 \ , 3 WI • r - • ;. 1 W3 W2 w W2 W3 . • M p 5.. 62 V 44 4x12= ♦ ' Ij •10 9 11 129 13 _ 14 - 7 15 4 _ '- 4x10= . 16 17 - _ 3x8 II 9x I7.5 MT15= - 2x4 II ' 9-0-0 17-10-8 9-0-0 8-10-8 Plate Offsets X _[2:0-6.0,0.2-2) [6:0-.1-5,0-0-1] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.87 Vert(LL) -0.24 8-9 >899 360 MT20' 197/144 TCDL 18.5 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.49 8-9 >429 240 MT16 116/127 BCLL 0.0 Rep Stress Incr NO WB 0.65 Horz(TL) 0.09 6 n/a n/a BCDL 6.5 Code UBC97/ANS195 (Matrix) Weight: 148 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 2-7=13 oc purlins. BOT CHORD 2 X 6 OF 240OF 2.CE BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.:; WEBS 2 X 4 SPF No.2 ° 7 REACTIONS (Ib/size) 6=4432/Mechanical, 2=5149/0-3-8 x Max Horz 2=50(load case 13) Max Uplift6=-96(load case 7), 2=-81 (load case 6) Max Grav6=4719(load case 4), 2=5436(load case 5) + 1 4 FORCES (lb) - Maximum Compression/Maximum Tension .TOP CHORD •l-2=0/27, 2-3=-1 622 8/536; 3-4=-1 1352/62, 4-5=-11363/70, 5-6=-13606/485 BOT CHORD 2 -10= -60/15608,9 -10= -531/15608,9 -11=•531/15608,11 -12=-531/15608,8=12=-531/15608,8-13=-474/13003;13-14= 474/13003,7-14=-474/13003,7-15=-474/13003,15-16=-474/13003, . 16-17=474/13003, 6-17=-474/13003 WEBS. 3-8=-4463/0, 4-8=0/5747,,5-8=- 1763/0, 3-9=0/2604, 5-7=0/865 ` { NOTES 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0.9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-4-0 oc. 4 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) Unbalanced roof live loads have been considered for this design: 4) This truss has been designed for nonstandard wind loading of 0.0 psf external pressure and 0.0 psf internal pressure.lf end verticals or cantilevers exist, they are 1 exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Refer to girder(s) for truss to truss connections.' 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 96 Ib uplift at joint 6 and 81 Ib uplift at joint 2. 9) This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag,loads along bottom chord from 0.0-0 to 4-0-0 for 500.0 pit. t20F P E`SS/0 10) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2200.0Ib down at 4-0-0, 1000.0Ib down at 6.0-0, (G� ti9 1000.01b down at.8-0-0, 2000.01b down at 94-8, 490.01b down at 11-4-8, 490.0Ib down at 13-4-8, and 360.0Ib down at 15-4-8, and 360.01b down at 17-4-8 T7eQl on bottom chord.' The design/selection of such special connection device(s) is the responsibility of others; - \�X- ��L1AM LOAD CASE(S) Standard W 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 � C 34,22q e Uniform Loads (plf) 77 77 * EkP m 4-6 - Concentrated Loads (lb)4 6�3 0107 Vert: 10=-2200(F) 11=•1000(F)12=-1000(F)13=-2000(F)14=490(F) 15=-490(F) 16=-360(F) 17=-360(F)4 N� 9 CML. ` ' P* OFCALIFC��\ ♦ NOV, 10, 20,04` 1 • 0 IA Job Truss , Ory Ply HIDEAWAY LOT 20804-1034E04 7,ussMTpe + 1 2 Job Reference (optional) A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN - r - 6.000 s May 192004 MITek Industries, Inc. Wed Nov 10 06:19:44 2004 Page 1 4-4-2 7-11-12 11-7-6 16-11-12 .,17-11-12, 4-4-2 3-7-10 3-7-10 5-4-6 1-0-0 _ ' - - scala = 1:28.2 Camber -3/161 - 4x4 3.50 12 -. .. .. "3x4a 2 - wl I W3 W2 W2 3.41 1• .. - r ... 4 . . . W3 5 axe= 1 . s e 4.10- 1 , 2,4 II axe o - 2.5x6 II 7-11-12 16-11-12 7-11-12 9-0-0 " Plate Offsets X : [1:0-0-3,0-0-14]x[5:0-3-5,0-0-6] LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase •1.25 TC 0.85 Vert(LL) -0.17. 7-8 >999 360 MT20 197/144. .' TCDL 18.5 Lumber Increase 1.25 BC 0.97 Vert(TL) -0.36 7-8 >553 240 ^ BCLL •_ 0.0 Rep Stress Incr NO WB 0.42 Horz(TL) 0.08 5 n/a n/a BCDL; 6.5 Code 'UBC97/ANSI95 (Matrix) ,. Weight: 130 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 2-5-14 oc pudins. BOT CHORD 2 X 6 SPF 165OF 1.5E BOT CHORD_ . Rigid ceiling directly applied or 10-0-0 oc bracing. - WEBS 2 X 4 SPF No.2 REACTIONS (Ib/size) 1=4124/Mechanical, 5=4222/0-310 (input: 0-3-8) Max Grav 1=4556(load case 5), 5=4654(load case 4) FORCES (lb) - Maximum'Compression/Maximum Tension TOP CHORD 1-2=-10466/0, 2-3=-7773/0, 3-4=-7848/0, 4-5=-1 1788/0, 5-6=0/27 BOT CHORD 1-9=0/9832, 8-9=0/9136, 7-8=0/10450, 5-7=0/11284 WEBS' c 2-8=-2058/0, 38=0/3716, 4=8=-3316/0, 2.9=0/1541, 4-7=0/1802 ..,. . NOTES - 1) 2-ply.truss to be connected together with 0.131"x3" Nails as follows: - - - Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. + Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 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. r ,3) Unbalanced roof live loads have been considered for this design. 4) This truss has been designed for nonstandard wind loading of 0.0 psi external pressure.and 0.0 psi internal pressure.lf end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 5) This truss has been designed fora 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) WARNING: Required bearing size at joint(s) 5 greater than input bearing size. 7) Refer to girder(s) for truss to truss connections. 1. 1 8) This truss has been designed for a total drag load of 2800 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 16-11-12 for 164.9 pit. 9) Girder carnes tie-in span(s): 20-0.0 from 1-0-4 to 18-0.0 LOAD CASE(S) Standard rr 1) Regular: Lumber Increase= 1.25, Plate Increase=1.25 pROFES Uniform Loads (plf) T%90 !�9N Vert: 1-5=-415(8=-402), 1-3=-77, 3-6=-77 L\A�► el' \�,:�; � 42 �2LLLg m EXP 6130107 • N �� AML - \P* _ OFCALIFC�� Nov.. 10 • 1 2004 JobTruss Truss Type Qty PlyHIDEAWAYtOT208 T 04.1034 E05 COMMON 3 1 Job Reference o tional A.C..Houston Lumber Company, North Las Vegas, NV 89031, TN . 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:44 2004 Page 1 4-4-2 « 7-11-12 11-7-6 16-11-12 17-11-12 4-4-2 3-7-10 3-7-10 5-4-6 1-0-01 • - Scale = 128. Cammr -IRI - 4.4 = x.50 12 . ` r , Ix41 ' 1 WI - 2 i HWI Ix4. 1 C 7 a"e " 7-11-12 •16-11-12 7-11-12 9-0-0 . Plate Offsets (X,Y)_(1:0-1-4,0-1-12) LOADING (psf) SPACING ' 2.0-0 CSI - DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.32 - . VeR(LL) -0.14 6-8 >999 360 z , MT20 197/144 TCDL 18.5 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.30 6-8 >684 240 BCLL 0.0 Rep Stress Incr YES WB . 0.16 Horz(TL) 0.04 6 n/a n/a BCDL 6.5 Code UBC97/ANS195 (Matrix) Weight: 55 lb LUMBER BRACING L.. TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 4-0-4 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 9-9-15 oc bracing. WEBS 2 X 4 SPF No.2 SLIDER Left 2 X 4 SPF No.2 2.1-4 REACTIONS (Ib/size) 1=754/Mechanical, 6=852/0-3-8 Max Horz 1=-47(load case 7) 1 - 1 - Max Upliftl=-67(load case 4), 6=-110(load case 5) FORCES (lb). Maximum Compression/Maximum Tension TOP CHORD 1-2=-1670/373, 2-3=-1614/388, 3-4=-1339/297, 4.5=-1355/299, 5.6=-1876/433, 6-7=0/21 BOT CHORD 1-8=-306/1519, 6.8=•358/1744 WEBS 3-8=-335/131, 4-8=-49/451, 5-8=-547/187 ` NOTES 1) Unbalanced roof live loads have been considered for this design: F' 2) Wind: ASCE 7-98; 90mph; h=251t; TCDL=6.Opsf; BCDL=3.9psf; Category 11; Exp B; enclosed; MWFRS gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;'end vertical left and right.exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for ' MWFRS for reactions specified. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 67 Ib uplift at joint 1 and 110 lb uplift at joint 6. LOAD CASE(S) Standard O pROFESS70 190 �Z W - 0 G) Pas 229 ', m * E 30/07 " M N �CFCALIFC�� r Nov. 10, 2004 Ll • A Job Truss Truss Type Qty - Ply HIDEAWAYL0T,208 - 04-1034 E05D COMMON - 1 1 Job Reference o tional A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:44.2004 Page 1 -'4-4-2 ti 7-11-12 11-7-6 16-11-12 17-11-12 . 4-4-2 377-10 3-7-10 5-416 f" 1-0-0 • - .. Camber= 1181 . - 4x4 4 - - 3.5012 . .. 10 0 1' WI _ 2 - - 1x4 5 .. " 1 44 = a14 ; .. 10 • 3x8 = 7-11-12 .. M = 16-11-12 - 7-11-12 _ 9-0-0 Plate Offsets (X,Y): [1:0.1-4,0-1-12j LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP , TCLL 20.0 Plates Increase 1.25. ` TC 0.32. Vert(LL)' -0.14 6-8 >999 360 MT20 197/144, TCDL 18.5 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.30 6-8 >684 240 BCLL 0.0 Rep Stress Incr YES WB 0.16 ' , Horz(TL) 0.05 6 n/a n/a BCDL 6.5 Code UBC97/ANS195 (Matrix) Weight: 55 lb - LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 + TOP CHORD Sheathed or 3-9-3 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD . Rigid ceiling directly applied or 9.5-3 oc bracing. WEBS 2 X 4 SPF No.2 SLIDER Left 2 X 4 SPF No.2 2-1-4 REACTIONS (Ib/size) 1=754/Mechanical, 6=852/0.3-8 Max Horz 1=-67(load case 16) , Max Uplihl=-149(lcad case 10), 6=-192(load case 13) r m Max Grav 1=836(load case 9), 6=934(load case 8) , FORCES (lb) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-1893/373, 2-3=-1769/388, 3-4=-1435/297, 4-5=-1484/299; 5-6=-2154/448. 6-7=0/21 . BOT CHORD 1-9— 325/1703, 9-10=-306/1669, 8-10=-306/1669, 8-11=-358/1867, 6.11= -398/1867 - WEBS 3-8=-358/137, 4-8=-49/451, 5.8=-552/187 NOTES' 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=3.9psf; Category II; Exp B; enclosed; MWFRS gable end zone and.0-C Exterior(2) zone; cantilever left - and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for MWFRS for reactions specified. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 149 Ib uplift at joint 1 and 192 Ib uplift at joint 6. _ 6) This truss has been designed for a total drag load of 500 Ib.'Conhect truss to resist drag loads along bottom chord from 1-0-4 to 3-0-4, 15-11.12 to 16-11-12 for 166.7 pit. LOAD CASE(S) Standard t \,\PM 7' s 7%e0O'L9 U �36 y • �2n �. X07 * . N 1• , 9�. QVIL T • CFCALIFC��\P Nov. 10 ' , 2004' Job Truss Truss Type Qty. Ply LOT 208 04-1034 E06 COMMON 2 ,~ 1- [DEAWAY " b Reference optional A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:44 2004 Page 1 -1-0-0 5-4-6 ' 9-0-0, 12-7-10 18-0-0 19-0-0 1-0-0 5-4-6 3-7-10 3-7-10 5-4-6 ,-1-0-0 t - 5o 10 = 1:31. ,. 3.50 12 1. 1 4.4 = . 4 - - 5 3 . .. W1 i 2 - 6 7 4x4= - - . - 3x6 = 4x4 = ,. 9-0-0 18-0-0 9-0-0 9-0-0 - Plate Offsets (X,Y): [2:0-3-6,0-0- 2]x[6:0-3.6,0-0-2] LOADING (psi) SPACING 2-0.0 CSI DEFL in (loc) I/defl Ud PLATES "GRIP TCLL 20.0 - Plates Increase 1.25 TC 0.31 Vert(LL). -0.13 6-8 >999 360 MT20 197/144 TCDL 18.5 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.28 6-8 >748 240 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.05 ' 6 ' n/a n/a BCDL 6.5 Code UBC97/ANSI95 (Matrix) „ Weight 56 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 • . TOP CHORD Sheathed or 3-10.11 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 9-7-4 oc bracing. WEBS 2 X 4 SPF No.2 REACTIONS (Ib/size) 2=888/0-3-8,6=888/0-3-8 ' Max Horz2=-44(load case 7) Max Uplift2=-111(load case 4), 6=-111(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1.2=0/21, 2-3=-2007/448, 3-4=-1482/313, 4-5=-1482/313, 5-6=-2007/448, 6-7=0/21 BOT CHORD 2-8=-373/1869,6-8=-373t1869 y WEBS 3-8=-550/189, 4-8=-67/542, 5.8=-550/189 ' NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.98; 90mph; h=2511; TCDL=6.Opsf; BCDL=3.9psf•, Category II; Exp B;'enclosed; MWFRS gable end zone and C-C Exterioi(2) zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.-This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. " 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 111 Ib uplift at joint 2 and 111 Ib uplift at,joint 6. LOAD CASE(S) Standard J PROFESS? �\PM 'r,& 0O'I'9 {LU�V `��l�, /0t� 29 t * EkP '6 3 m + 0/07 VIL CALIFO��\P Nov. 10, 2004 J Job Truss Truss Type ,, Oty Ply HIDEAWAY LOT 208 04.-1634 • E07 .. COMMON.- . • 1 1 - ' - Job Reference (optional) A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN 6.000 s May 19 2004"MiTek Industries, Inc. Wed Nov 10 06:19:45 2004 Page 1' -1-0-0 , 9-0-0 18-0-0 19-0-0.- 9-0-0,-1-0-0 1-0-09-0-0 9-0-0 1-0-0• . ,- • Scab: 3/8'=1 ` 5 - 3.10 II Wo II - ' 3.50 F12 3x o 11 3x10 11 3 - - 7 3x4 a ST. ... 3x4 a . T TI 4 , 6 M r^� tl 9` •d - 3.4 = axe II 2.411 1.411, + 1x4 11 1.411 1x4'11 - axe II 3x4 = . Continuous Bearing 18-0-0 1 18-0-0 z Plate Offsets MY)_[2:0-3-8,Edge'_[2:0-4-15 0-3-4], 8:0-3-8 Edge),_[8:0-4.15 0-3-41 LOADING (psf) SPACING 2-0-0 CSI ' DEFL in (loc) I/dell Ud PLATES GRIP ' TCLL 20.0 Plates Increase = 1.25 TC 0.16 Vert(LL) 0.00 " 9. n/r '. `120 MT20 185/144 TCDL 18.5 Lumber Increase 1.25 BC .0.19 • Vert(TL) Q.01 9 n/r 90 BCLL ' 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.01 12 n/a " n/a BCDL 6.5 Code UBC97/ANS195 (Matrix) Weight: 72 lb ' LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 ocpudins. , BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 4 HF Stud REACTIQNS (Ib/size) 2=277/18-0-0, 8=277/18-0-0, 12=214/18-0-0, 13=62tl8-0.0, 14=444/18.0.0, 11=62/18-0-0, 10=444/18-0-,0 Max Horz 2=42(load case 15) - Max Uplift2=-257(load case 10), 8=-262(load case 13), 13=-16(load case 14), 14=-68(load case 10), l l=-13(load case 16), 10=-69(load case 13) Max Grav2=477(load case 9), 8=477(load case 8),<12=215(load case 8), 13=66(load case 22), 14=452(load case 9), 11=66(load case 23), 10=452(load case 8) 4 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/21, 2-3=-833/806, 3-4=-401/400, 4-5=-180/218, 5-6=-179/214, 6-7=-401/392, 7-8=-829/781, 8-9=0/21 4 BOT CHORD 2-14=-744!772, 1 -14=-328/355, 12-13=-144/172, 11-12=-144/171, 10-1 t=-327/355, 8-10=-744/771' WEBS , . 5-12=-177/23, 4-1:3=-63/27, 3-14=-383/132, 6-11=-64/27,7-10=-383/132 s r NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph' h=25ft; TCDL=6.Opsf; BCDL=3.9psf; Category Il; Exp B; enclosed; MWFRS gable end zone and C -C Exterior(2) zone; cantilever left r and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for MWFRS for reactions specified. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail' 4) Gable requires continuous bottom chord bearing. ! 5) Gable studs spaced at 2.0.0 oc. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. , 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 257 Ib uplift at joint 2, 262 Ib uplift at joint 8, 16 Ib uplift at joint 13, 68 Ib uplift at joint 14, 13 Ib uplift at joint 11 and 69 Ib uplift at joint 10. e 8) This truss has been designed for a total drag load of 1500 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 18-0-0 for 83.3 plf. LOAD CASE(S) Standard ipROFESS�O T t �t: r `��T7%490 `C 342 Z - 2 .; ' Exp 6/30/07, NExp - _ C/VIL Y • OP • ` CALIFO� ' Nov. 10, 2004 Job. Truss Truss Type - • Oty- Ply IDEAWAY LOT 208 04-1034 EJ01 MONO TRUSS 1 1 [ob'Reference - optional A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN - - .6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:45 2004 Page 1 1-0 0 5-3-0 8-0-0 1-0-0 5-3-0 2-9-0 s - 1 scmapbo a C - 1:14. • t ,` . F ' .. . e 3.5012 ' — 10 3 - WI 3 " - T1, '2 - .. .. .. - 3s4 = >v S- 8-0-0 i 8-0-0 Plate Offsets (X,Y): [2:0-1-14,0-0-2] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Vd PLATES, GRIP ' TCLL 20.0 Plates Increase 1.25 TC 0.30 Vert(LL) -0.21 2-5 >437 360. MT20 197/144 TCDL 18.5 Lumber Increase 1:25 BC 0.56. Vert(TL) -0.35 2-5 >265 240 0 BCLL 0.0 Rep Stress Incr. YES WB 0.09 Horz(TL) 0.01 5 n/a n/a; BCDL 6.5 Code-UBC97/ANSI95 +, (Matrix) Weight: 26 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 REACTIONS (Ib/size) 2=445/0.3.8, 5=340/Mechanical Max Horz 2=81 (load case 5) Max Uplift2=-78(load case 4), 5=-45(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/21, 2-3=-506/215, 3-4=-45/27, 4-5=-56/20 ,. BOT CHORD 2-5=-210/436 ' WEBS 3-5=-495/278 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=3.9psf; Category It; Exp B; enclosed; MWFRS gable end zone and C -C Exterior(2) zone; cantilever left ' and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss, is designed for C -C for members and forces, and for MWFRS for reactions specified. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 781b uplift at joint 2 and 45 Ib uplift at joint 5` LOAD CASE(S) Standard t, PROFESS/O ' � \AM 17e0( t� . \�� Z � Lu n W 9,... E P34 m 0107 . N CNIL • O \P* FCALIFC�� ' Y Nov: 10, 2004~. 0 • 4 • La J Job - TrussTruss Type - - Ory Ply HIDEAWAY LOT 208 04-1034 EJO1S MONO TRUSS 3 • 1 Job Reference (optional) A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:45 2004 Page 1 5-0-0 7-9-0 5-0-0 2-9-0 r 2r4 11 3 scala a 1:13. C—w,.. 118 i .. • •" - 3.50 12 2 w .1x4 1 • - ' • TI W, 4 z:4 _ - - - - - 3x4 4 . 7-9-0 7-9-0 + Plate Offsets X, 1:0-0-60-0-5 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.32 Vert(LL) -0.19 1-4 >466 .._ 360 MT20 197/144 TCDL 18.5 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.32, 1-4 >283 240 BCLL - 0.0 Rep Stress Incr YES WB" 0.09 Horz(TL) 0.01 4 n/a n/a BCDL 6.5 Code UBC97/ANSI95 (Matrix) • Weight: 24 lb LUMBER BRACING' TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc pudins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEBS 2 X 4 SPF No.2 REACTIONS (Ib/size) 1=339/Mechanical, 4=339/Mechanical ^ r J Max Horz 1=77(load case 5) Max Uplift1=-37(load case 4), 4=-47(load case 4) FORCES (lb) - Maximum Compression/Maximum.Tension TOP CHORD 1-2=-497/221,2-3=-45/27.3-4=-53/19 BOT CHORD 1-4=-218/441 x WEBS 2-4.501/287, r. NOTES 1) Wind: ASCE 7-98; 90mph; h=25h; TCDL=6.Opsf; BCDL=3.9psf; Category ll; Exp B; enclosed; MWFRS.gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for MWFRS for reactions specified. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 37 Ib uplift at joint 1 and 47 Ib uplift at joint 4. LOAD CASE(S) Standard r pR0FES,,70 ��O X; T epi 7 � 7n Z W G) IY 3422 * EXP 0�0 9 AML '♦ OP \P - CALIF � t NOV- 10, 2004 Lq- r 11 L 0 rs J Job y Truss Truss Type, OtyPly HIDEAWAY LOT 208 04-1034 EJ01SD MONO TRUSS t 1 Job Reference (optional) A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:45 2004 Page 1 5=0-0 7-9-0 ' 5-0-0 2-9-0 ' • ., _ t N411 3. `Saa10=1:13. C -b.,=118 ..- + ~ 1.4 c ' 33.50122 .W1 T, a e - i - ffi4 — - 5- 30 4 .7-9-0 7-9.9 Plate Offsets (X,Y): [1:0-0-6,0-0-51 LOADING (psi) SPACING 2.0.0 CSI DEFL in (loc) I/dell L/d PLATES GRIP Y TCLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) -0.19 1-4 >466 360 MT20 197/144. TCDL 18.5 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.32 1-4 >283 240 BCLL - 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.01 4 n/a n/a [' BCDL 6.5 Code UBC97/ANSI95 (Matrix) Weight: 24 to LUMBER 1 BRACING TOP CHORD 2 X 4 SPF No.2 ' TOP CHORD Sheathed orb -5-15 oc pudins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 8-6-6 oc bracing. WEBS 2 X 4 SPF No.2 A REACTIONS (Ib/size) 1=339/Mechanical, 4=339/Mechanical `E Max Horz 1=137(load case 12) + Max Upliftl=-189(load case 10), 4=-50(load case 11) Max Grav 1=492(load case 9), 4=342(load case 8) FORCES (lb).- Maximum Compression/Maximum Tension TOP CHORD 1-2=-968/561, 2-3=-233/196, 3-4=-55/19 - BOT CHORD 1-5=-457/792, 4-5=-218/449 , WEBS 2-4=-510/287 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=3.9psf; Category ll; Exp B; enclosed; MWFRS gable end zone and C -C Exterior(2) zone; cantilever1eft - and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for t MWFRS for reactions specified. C 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. S 3) Refer to girder(s) for truss to truss connections.- 4) Provide mechanical connection Iby others) of truss to bearing plate capable of Withstanding 189 Ib uplift at joint 1 and 50 Ib uplift at joint 4. 5) This truss has been designed for a total drag load of 500 Ib. Connect truss to resist drag loads along bottom chord frdm 0-3.0 to 2-3-0 for 250.0 plf. LOAD CASE(S) Standard , S PROFESJu �p O 34 2 * 9 m EXP 813 t 07 n > CML- OP �P CALIFO�� Nov. 10; 2004 d , • 0 0 0 0 0 Job Truss Truss Type Qty Ply HIDEAWAY LOT 208 - - 04-1034 EJ02 MONO TRUSS 2 1 Job Reference optional A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN 6.000s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:45 2004 Page 1 -1-0-0' 5-10-8 1-0-0 5-10-8 $ p M ` - . ' r• 3.50 12 . ' • . - .. f t w, - • TI 2 Rw W 214 11 5-10-8 - . 5-.10-8 Plate Offsets X f2:0-1-14,0-0-21 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.57 - Vert(LL) -0.06 2-4 >999 360. MT20 197/144 TCDL 18.5 Lumber Increase 1.25 BC 0.27 Vert(TL) -0.10 .' 2-4 >697 240 BCLL 0.0 Rep Stresslncr YES WB -0.00 Horz(TL) 0.00 4 n/a n/a BCDL 6.5 Code UBC97/ANSI95 (Matrix) Weight: 17 lb LUMBER BRACING TOP CHORD,2 X 4 SPF No.2 TOP CHORD Sheathed or 5-10-8 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid'ceiling directly applied or. 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 REACTIONS (Ib/size) 2=352/0-3-8, 4=242/Mechanical Max Horz2=1(load case 5) Max Uplitt2=-68(load case 4), 4=-30(load case 4) ' FORCES (lb) - Maximum Compression/Maximum Tension ' TOP CHORD 1-2=0/21,2-3--53147.3-4=-205/121 BOT CHORD 2-4=-11/27 ; NOTES .. 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=3.9psf; Category ff; Exp B; enclosed; MWFRS gable end zone and C -C Exterior(2) zone; cantilever left ,and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for MWFRS for reactions specified. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 68 Ib uplift at joint 2 and 30 Ib uplift at joint 4. LOAD CASE(S) Standard r ipROFESS�O , " �O 7, T7e0` X1'9 r \�� \N �/� t� Z W n 34229 m * EXP 613010 m 7 ' N 9 CML - OP CA Nov. 10, 2004 r Job - Truss Truss Type Oty Ply LOT 208 , 04-1034 G01 ROOF TRUSS 1 1 [D.EAWAY ' b Reference (optional) A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN. r. 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 1006:19:46 2004 Page 1 -1-0 0 4-7-11' 9-5-6 r 14-8-0 1-0-0 4-7-11 4-9-11 5-2-10 --" scawo -1:24. c"4 g.1/18 3x4L - - 3x4 c a _ '• 5.141 . .. .. - ' . 3004 s 4 - 3.50 12 i� - S p 3x4 I L.. W I ' 8.12= 3 w ' .7 W2 . T - l� T + - .` Bt.tj - 3x4 : '6 •'3x6= 8x8 =�. .. - _ ... ,.. .. x _ 6-11-13. ,. 14-8-0`•" , 6-11-13 7.8-3 } Plate Offsets (X Y_[3:0.5.7,Edge], [10_Edge,0-3-8] ' LOADING (psi) SPACING , 2-0-0 CSI - Y DEFL in (loc) yl/deft Ud PLATES GRIP TCLL20.0 ' , Plates Increase 1.25 TC 0.45 Vert(LL) -0.08 6-7 >999 360 MT20 197/144 TCOL • 18.5 Lumber Increase 1.25 BC 0.64 Vert(TL) -0.15 6-7 >825 240 BCLL •10.0 Rep Stresslncr YES IWB 0.79 Horz(TL) 0.04 6 n/a n/a BCDL 6.5 Code . UBC97/ANSI95 (Matrix) Weight: 80 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 ` TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. , BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 5.8-12 oc bracing. WEBS 2 X 4 SPF No.2 OTHERS 2 X 3 SPF Stud " REACTIONS (Ib/size) 6=620/Mechanical, 9=-20/5-2-0, 8=86/5-2-0, 10=698/5-2-0 Max Horz 10=-15(load case 5) Max Uplift9==95(load case 5), 8=-56(load case 6), 10=-399(load case 6) Max Grav6=676(load case 4), 9=91 (load case 6), 8=159(load case 5), 10=1243(load case 5) 1. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/26; 2-3= 579/205, 34=-1798/735, 4-5=-727/608,5.6=-168/0, 2-10=451/45 BOT CHORD 10-22=-1032/2299, 9-22=-934/2200, 8-9=-90312169, 7-8=-645/1911, 6-7=.-718/1473 r ' WEBS '3-7=-471/201,4-7=-125/440,4-6=-89810,3-10=-1928/876 NOTES 1) This truss has been designed for nonstandard wind loading of 0.0 psi external pressure and 0.0 psi internal pressure.lf end `verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face),.see MiTek "Standard Gable End Detail" x` 3) All plates are 1x4 MT20 unless otherwise indicated. ' 4) Gable studs spaced at 2-0-0 oc. ` 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. " 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection iby others) of truss to bearing plate capable of withstanding 95 Ib uplift at joint 9, 56 lb uplift at joint 8 and 399 Ib uplift at joint 10. " 8) This truss has been designed for a total drag load of 1700 Ib,. Connect truss to resist drag loads along bottom chord from 1-6-0 to 14-8-0 for 129.1 pit. LOAD CASE(S) Standard j •' -� 1PROFESs7o \AM 7. 7%e0 UJ * EkP.6 0,,o / ` y AML OP CALIF * Nov. 10 -2004• . 4 - • • 7 Ll 7 • 0 7 Job Truss - Truss Type - Ply 04-1034 G02 ROOF TRUSS 701'y 1 �HIDEAWAYLOT`208 - Job Reference (optional)- A.C. Houston Lumber,Company, North Las Vegas, NV 89031, TN - 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:46 2004 Page 1 -1-0-0 4-7-11 9-5-6 14-8-0 1-0 0 4-7-11 4-9-11. _ 5-2-10 _ • Sm10 125. ' - 2.5x411 • r 3.5012 r 3x4 ; 5 WI . 1x4. - - - 4 1 •. ' W 3 • 2 , W2 3x4 - . 34 = - 6-11-13 14-8-0. - 6-11-13 x 7-8-3 Plate Offsets X 2:0.5-8Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC - 0.31 _ Vert(LL) -0.07 7-8 >999 360. MT20 197/144 TCDL 18.5 Lumber Increase 1.25 BC 0.41 Vert(TL) -0.13 7-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.02. 7 n/a n/a BCDL 6.5 Code UBC97/ANSI95 (Matrix) Weight: 57 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 4-11-11 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2 X 4 SPF No.2 -SLIDER Left 2 X 4 SPF No.2 2-0-14 ` REACTIONS (Ib/size) .7=651/Mechanical, 2=736/0-3-8 - Max Horz 2=153(load case 5) ' Max Uplift7=-90(load case 4), 2=-103(load case 4) FORCES '(lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-12/0, 2-3- 1293/287, 3-4=•1225/303, 4-5=•992/228, 5.6=-96/51, 6.7=-165/61 , BOT CHORD 2-8=-294/1143,7-8=-153(717 « WEBS 4-8=-286/148, 5-8=-33/396, 5-7=-808/252 !y NOTES „ 1) Wind: ASCE 7-98; 90mph; h=25ff; TCDL=6.Opst; BCDL=3.9psf; Category ll; Exp B; enclosed; MWFRS gable end zone and C -C Exterior(2) zone; cantilever left - and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for MWFRS for reactions specified. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 90 Ib uplift at joint 7 -and 103 Ib uplift at joint 2. LOAD CASE(S) Standard . ?ROFESS7O �O \-N P, ► 'r ti9 . * EkP 613 3p20 s N� 9 CML �P CALIFC�� - Nov. 10 , 2004 Job Truss Truss Type Ory "Ply 208 04-1034 G03 ROOF TRUSS 1 1 �HlDEAWAYLOT Job Reference (optional) A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN - 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:46 2004 Page 1 1 0 0 6-1-11 10-11-6' • 16-2-0 1-0-0 6-1-11 -= 4-9-11 5-2-10" - 'Scale =1:27.4. Camba- 11161 .. :pf `2.5.411 5 1P ` .3.5012 + ' 4x4 I 3.45 3 3.d 5 .. 2 3x4 5 .. 4 ., •• WI " , W W2 ,, 4 B1 . . .. 3x4 = 3x4 = 4X8'11 , .. , .. 34= 8-5-13 16-2-0 8-5-13 7-8-3 Plate Offsets M: [2:0-4-15 0.3-4] LOADING (psf) SPACING 2-0-0 CSI r DEFL in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.28 - Vert(LL)` -0.08 , 2.7 >999 360 MT20 197/144 " TCDL 18.5 - - Lumber Increase 1.25 BC 0.52 Vert(TL) -0.16 2-7 >999 240 t BCLI- 0.0 Rep Stress lncr YES WB 0.57 Horz(TL) 0.03. 6 n/a n/a BCDL 6.5 Code UBC97/ANS195 (Matrix) Weight: 64 lb LUMBER - BRACING TOP CHORD2 X 4 SPF No.2 d ' TOP CHORD Sheathed or 5.3-6 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2 X 4 SPF No.2 t, REACTIONS (Ib/size) 6=701 /Mechanical, 2=816/1.6-0 Max Horz 2=1 60(load case 5) Max Uplift6=-95(load case 4), 2=-121(load case 4) , FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/21,2-3---1598/347,3-4=-1180/249,4-5=-94/51,5-6=-.171159 BOTCHORD 2-7=-344/1471,6-7=-154/794. - WEBS 3-7=-475/18_8, 4-7=-60/525, 4-6=-899/252 NOTES t 4 1) Wind: ASCE.7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=3.9psf; Category Il; Exp B; enclosed; MWFRS gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for MWFRS for reactions specified. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads: 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical"connection (by others) of truss to bearing plate capable of withstanding 95 Ib uplift at joint 6 and 121 Ib uplift at joint 2. LOAD CASE(S) Standard pROFESS7 OO 29 E P36/3 m 0/07 y N �A _ 9 CML OFCALIFOEZ - - Nov: 1A, 2004 4 Job Truss Truss Type Oty Ply HIDEAWAY LOT 208 " 04-1034 G04 ROOF TRUSS 2 1 Job Reference o tional A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:46 2004 Page 1 -1-0-0 6 1-11 10-11-6 16-2-0 - 1-0-0 6-1-11 4-9-11 5-2-10. Smlo=1:77.4 Cem0er=1/81' - .. 2.5:411 ' 5 • • _ , Y _ • 3.5012 • - e • . • 1.411 30 5 4 4. , W1 3 - z H, W2 a a1 • - 30 - 3x4 3.6 i , 8-5-13 16-2-0. 8-5-13 .r - 7-8-3. LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0:34 Vert(LL) -0.11 .2-7 >999 360 MT20 197/144 s TCDL 18.5 Lumber Increase 1.25 BC 0.56 Vert(TL) -0.23 2.7 >829 240 BCLL'. 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.03 6 n/a n/a'' BCDL 6.5 Code UBC97/ANS195 (Matrix) Weight: 58 lb LUMBER BRACING TOP CHORD 2X 4 SPF No.2 TOP CHORD Sheathed or 4-2.10 oc pudins, except'end verticals. BOT CHORD 2 X 4 SPF No.2 BOT.CHORD Rigid ceiling directly applied or 9-9-13 oc bracing: ' WEBS 2X4,SPFNo.2 *- REACTIONS (Ib/size) 6=707/Mechanical, 2=812/0-5-8 • + Max Horz2=160(load case 5) Max Uplift6=-96(load case 4), 2=-119(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/21,2-3=-1656/361,3-4=-1216/256.4-5=-93/51,5-6---174/59 1 t 4 BOT CHORD 2-7=-35811526,6-7=-155/801 1 WEBS 3-7=-503/198, 4-7=-67/557; 4-6=-909/253 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=3.9psf; Category 11; Exp B; enclosed; MWFRS gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1:33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for - MWFRS for reactions specified. 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. p 4) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 96 Ib uplift at joint 6 and 119 Ib uplift at joint 2. LOAD CASE(§) Standard pROFESs7 O'�9 V\AM 1 e0LU 7 t� 34229 m P E * 6/30/07 ` C IL �P CALIF: Nov. 10, 2004 . Job - Truss Truss Type - OtyPly 04-1034 G05 ROOFTRUSS 11 [DEAWAYLOT208 b Reference (optional) A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN - _ 6.000.s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:46 2004 Page 1 -1-0-0 1 6-3-6 12-5-0 1-0-0 6-3-6 �' • 6-1-10 . , - SWo=1:21. .. .., . • 3.4. II 4 • - - 3.50 12 . - . r 3.41 _ 3 T1 . 4 I W3 ^ 2 ri _ . .. W1 -. W2 • '• • 1.4 11 6 3x4 = ~ 6-3-6 • r .- 5 • 3x4 = 12-5-0 6-3-6 6-1-10 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Weil Ud PLATES GRIP TCLL '20.0 Plates Increase 1.25 TC 0.39 Vert(LL) 0.04 2-6 >999 360 MT20` 197/144 TCDL 18.5 Lumber Increase 1.25 BC 0.40 Vert(TL) . -0.10 2-6 >999 240. ,. BCLL 0.0 Rep Stress lncr_ YES WB 0.68 Horz(TL) 0.02 .5 n/a n/a BCDL 6.5 Code UBC97/ANS195 (Matrix) Weight: 43 lb LUMBER BRACING r TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 5-2-1 oc purlins, except end verticals. ` BOT CHORD 2 X 4 SPF No.2 - BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 - • r t REACTIONS (Ib/size) 5=537/Mechanical, 2=645/0-5-8 Max Horz 2=124(load case,5) Max Uplift5= 72(load case 4), 2=-101 (load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/21, 2-3=-1128/268, 3=4=-`! 30/44, 4-5=-196/81 BOT CHORD 2-6---263f1019,5-6=-263/1019 ' WEBS 3-6=0/221,3-5=-1006/310 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=3.9psf', Category 11; Exp B; enclosed; MWFRS gable end zone and C -C Extedor(2)zone; cantilever left and right exposed ; end vertical left and right exposed; LumberDOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for MW FRS for reactions specified. - 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) Referto girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 72 Ib uplift at joint 5 and 101 Ib uplift at joint 2. LOAD CASE(S) Standard pROFEss�o OPM 1 e0` ti9 4 6130 ' * EXP . 9 C/VIL * �OFCAUF��\P 4 �, . No 10, 2004 Job Truss Truss Type Qty Ply HIDEAWAY LOT 208 04-1034 G06`' J ROOFTRUSS ` 2 1- I Job Reference (optional) A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN. - - 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:46 2004 Page 1 1-0 0 4-2-5 8-5-0 1-0-0 4-2-5 4-2-11 t'f •. • - • S.I. 2x4 II 1:10 " •t ' 4. , . 3.50F12 3x4 s + y Ti W2 W3 .. 2 .. ,. 1 �• .. - 1 U. . • 1x4 II • 6 - 20 = . - ., 4-2-5 ., - ' 3x4 = t •', • 8-5-0 4-2-5 4 2 11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) ` I/defl Ud PLATES GRIP TCLL 20.0. Plates Increase - 1.25 TC 0.25 Vert(LL) 0.02 6 >999 360 MT20 197/144 TCDC 18.5 Lumber Increase 1.25 BC 0.22 Vert(TL) . -0.03 6 >999 240 - BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 5 _n/a n/a BCDL- 6.5 ' Code UBC97/ANS195 (Matrix) ' Weight: 29 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 , TOP CHORD Sheathed or 6-0-0 oc pudins, except end verticals. _ BOT CHORD 2 X4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 0-0 oc bracing, WEBS 2 X 4 SPF No.2 , REACTIONS (Ib/size) 5=354/Mechanical, 2=467/0-5-8 r + Max Horz2=85(load case 5) Max Uplift5=-47(load case 4), 2=-82(load base 4) FORCES T(Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/21,2-3=-7281208,3-4=-52/27,4-5=-128/58' BOT CHORD 2-6=-211/654, 5-6=-211/654 WEBS 3-5=-684/259, 3-6=0/156 NOTES. 1 r 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=3.9psf; Category ll; Exp B; enclosed; MWFRS gable end zone and C -C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip. DOL=1.33. This truss is designed for C -C for members and forces, and for » MWFRS for reactions specified. 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. y ; 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 47 lb uplift at joint 5 and 82 Ib uplift at joint 2. LOAD CASE(S) Standard { ' PROFESS/O �O \ \AM 1 d \gam * Ekes/ 020 m CIVIL OP �P ' CA y Nov. 10,2 004 • i 0. Job Truss Truss Type- a Qty Ply • ' HIDEAWAY LOT 208 04-1034 G07 ' ROOFTRUSS 1 1 Job Reference (optional) A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN 6.000 s May 19 2004 MiTek Industries„ Inc. Wed Nov 10 06:19:46 2004 Pagel -1-0-0 2-8-5 6-11-0 1-0-0 2-8-5 4-2-11 2x4 II Saab = 1:14.1 ' ^ 3.50 12 • 3x4 - ` Tl• W3 o WI W2 - Ix4 II 3x4 = ' 2.5x8 11 - - - • . - 2-8-5 - 6-11-0 , 2-8-5, 4-2-11 Plate Offsets X [2:0-4-0,0-1-61 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC " 0.27 Vert(LL) 10.01 7 >999 360 MT20 197/144 ` TCDL 18.5 Lumber Increase 1.25 BC 0.19 Vert(TL) _ -0.03 6-7 • >999' 240 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.00 6 n/a . n/a BCDL; 6.5 Code UBC97/ANSI95 (Matrix) Weight: 27 lb LUMBER " BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or,10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 SLIDER Left 2 X 4 SPF No.2 1-0-15 t , , REACTIONS (Ib/size) 6=299/Mechanical, 2=391/0.3-8 w Max Horz2=78(load case 5) ' Max Upli116=-41(load case 4), 2=-66(load case 4) x FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-12/0,2-3=-5G4/156,3-4=-469/163,4-5=-48/31,5-6=-141/69 BOT CHORD • 2-7=-158/425,6-7=-158/425 WEBS 4-6=-444/205,4-7=0/133 NOTES 1) Wind: ASCE 7-98; 90mph; h=25tt; TCDL=6.Opsf; BCDL=3.90sf; Category II; Exp B; enclosed; MWFRS gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and eight exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for MWFRS for reactions specified. , 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 41 Ib uplift at joint 6 and 66 Ib uplift at joint 2. LOAD CASE(S) Standard - pROFES s/O � Z IY W n Gi P34229 m 30/07, N 9�CIVIL . - 0 \P* FCAUFC�� Nov. 10, 2004 L 0 �1 • 7 Job Truss - Truss Type Oty Ply HIDEAWAY LOT 208 a 04-1034 G07D ROOF TRUSS 1 1 = Job Reference (optional) A.C. Houston Lumber Company, North Las Vegas,. NV 89031, TN _ 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:47 2004 Page 1 -1-0-0 2-8-5 6-11-0 1-0-0 2-8-5 ,• 4-2-11 zxa a S sraw = 1: 14.1 - 3x4 1.. ° T, . 3 wn -. W3 f - WI W2 .a x ' :3x4 a I0 II • 6 T • - 3x4 = ... 6 2-8-5. 6-11-0 2-8-5 4-2-11 Plate Offsets X [2:0-4-4,0-0-101 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) -0.02 7 >999 360 MT20 197/144 TCDL 18.5 Lumber Increase 1.25 BC 0.29 Vert(TL) -0.04 6-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 6 n/a n/a f BCDL 6.5 Code ,UBC97/ANSI95 (Matrix) Weight: 27 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 4.7-1 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS. 2 X 4 SPF No.2 SLIDER Left 2 X 4 SPF No.2 1-0.15 REACTIONS (Ib/size) 6=299/Mechanical, 2=391/0-3.8 Max Horz 2=84(load case 13) + Max Uplift6=-99(load case 11), 2=-476(load case 10) Max Grav6=356(load case 8), 2=801 (load case 9) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2=-12/0,2-3=-1286/820.3-4=-1123(697,4-5---6451562,5-6==155/69 BOT CHORD 2-8=-777/1151, 7-8=-607/1076, 6-7=-558/855 WEBS x 4-6=-703/334, 4-7=0/133 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=3.9psf; Category II; Exp B; enclosed; MWFRS gable end zone and C-C,Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for MWFRS for reactions specified. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 99 Ib uplift atjoint 6 and 476 lb uplift at joint 2: - y 5) This truss has been designed fora total drag load of 1000 Ib. Connect truss to resist drag loads along bottom chord from 1-6-0 to 6-11-0 for 184.6 plf. LOAD CASE(S) Standard S�O ` pgOFESCO VXAM 'r 0 /V /0t� * EXP 61 020 IVIL O�\P* } F CALIFOFL Nov. 10, 2004' • L 0 Job Truss Truss Type Qty Ply 04-1034 H01 ROOF TRUSS - 1 2]HOIDEAWAYLOT208 Jb Reference (optional) A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN - •6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:47 2004 Page 1 7-0-0 14-0-0 7-0-0 " „ ` 7-04 s.m=Izl. - � Gambol v 1118 4,4 . 2 . 3.501`1_2 ,. TI f TP 3 4.4- 5 - 4-21411 - 414 = 7-0-0 n . 14-0-0 7-0-0 7-0-0 Plate Offsets (X,Y): [1:0-5-5,0-0-6], [3:0-5.5,0.0.6] LOADING (psi) SPACING 2.0-0 CS1DEFL . in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.32 Ven(LL) -0.05 1-4 .>999 360 MT20 197/144 TCDL 18.5 Lumber Increase 1.25 BC 0.38 ; Verl(TL) ,•0.12 1-4 >999 240 BCLL 0.0 , Rep Stress Incr NO WB 0.13 Horz(TL) 0.02 3 n/a Na BCDL r 6.5 Code UBC97/ANS195 (Matrix) Weight: 87 lb LUMBER BRACING 4 TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. ' BOT CHORD 2 X 6 SPF 165OF 1.5E BOT CHORD, Rigid ceiling directly applied or.10.0-0 oc bracing. WEBS 2 X 4 SPF No.2 REACTIONS (Ib/size) 1=1454/(.5-8,3=1454/0-5-8 r Max Hoa 1=-149(load case 15) Max Upliftl=-277(load case 9), 3=-277(load case 12) Max Grav 1=1666(load case 8), 3=1666(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension ' TOP CHORD 1-2=-3906/858,2-3=;3904/856 BOT. CHORD 1-5=-693/3309, 4-5=-149/3020, 4-6=-149/3020, 3-6=-814/3430 A WEBS 2-4=0/1157 - - - - t NOTES f 1) 2 -ply truss to beconnected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 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) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7.98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=3.9psf; Category ll; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end - vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. ' 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 277 Ib uplift at joint 1 and 277 Ib uplift at joint 3. 7) This truss has been designed for a total drag load of 1500 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0, 12-0-0 to 14-0-0 for 375.0 plf. 8) Girder carries tie-in span(s): 8-0-0 from 0-0-0 to 14-0-0 PROFESS/O LOAD CASE(S) Standard 7. 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (Plf) _ �� %_%W 'L9 ._ Vert; 1.2=-77, 2-3=-77.1-3=-138(B=-125) "; &CO (n • _ W P34229 m * F 0/07 9 CML H OP CALIF ~ "Nov. 10, 2004 r .- L 0 0 L] J L� Job • Truss Truss Type • , City Ply HIDEAWAY LOT 208 04-1034 H02 ROOF TRUSS. 2 1 Job Reference (optional A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN - - 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:47 2004 Page 1 1-0-0 7-0-0 14-0-0 I I. 1-0-0 7-0-0 • ... 7-0-0 - ' Scab = 1:23. - - Camber= 1/t8' • Sx6 . , 3 . - • 3.50 12 19 wl 2 t T2 t 4 , - x4 e - K 510 II 7-0-0 t 14-0-0 7-0-0 7-0-0 Plate Offsets (X,Y): [2:0-4-14,0-0.2)x[4:0 4-14,0.0-2) LOADING (psf) SPACING - , 2-0-0 CSI DEFIL in (loc) . I/defl Vd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) -0.07 4-5 >999 360 MT20 197/144 TCDL 18.5 Lumber Increase 1.25 BC 0.56 Vert(TL) -0.15 4-5 >999 240 BCLL 0.0, Rep Stress Incr. YES WB 0.06 Horz(TL) 0.03 4 n/a n/a BCDL 6.5 Code UBC97/ANS195 (Matrix) Weight: 36 lb: .LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 4-7-5 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEBS 2 X 4 SPF No,2 REACTIONS (Ib/size) 4=605/0-6-8, 2=712/0-5-8 Max Horz 2=40(load case 6) Max Uplift4— 55(load case 5), 2=-97(load case 4) ` FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/21.2-3---13231326,3-4=-13221326 BOT CHORD 2-5---259/1201,4-5=-259/1201 WEBS 3-5=0/274 NOTES 1) Unbalanced root live loads have been considered for this design. • ' 2) Wind: ASCE 7-98; 90mph;.h=25ft; TCDL=6.Opsf' BCDL=3.9psf; Category Il; Exp B; enclosed; MWFRS gable end zone and C -C Exterior(2) zone; cantilever lett r and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C:for members and forces, and for MWFRS for reactions specified. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other We loads. _ '4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 551b uplift at joint 4 and 97 Ib uplift at joint 2. LOAD CASE(S) Standard pROFESs7O . �Q- OP'M T. 6 ti - - W P34229 Z * ^ E ITI 6130/07rry N CNIL �CF CALIF C�a b ,. Nov. 10, 2004 Job - - Truss TypeQty Ply HIDEAWAY LOT 208 ]Truss 04.1034 H03 ROOF,TRUSS 1 1 " Job Reference o tlonal A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:47 2004 Page 1 -1-0-0 , 7-0-0 r. = 14-0-0 1-0-0 7-0-0 7-0-0 Scale: l?=1 , _ - 5x8. .' " 3x1011 . 3x1011 .. 3.50F12 3 ' - 3x4 - ST2 T3 • STl ST1 , 2 e MEN=i 3x4 = 4x8 11 1.4 II 1x4 11 1x4 11 axe II 30 = Continuous Bearing 1., 14-0-0 14'-0-0 Plate Offsets X 2:0-4-15 0-3.4 2:0-3.8 Ed a 6:0-3-8Ed a (6:0-4-15,0-3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.20 Vert(LL)` -0.00 1 n/r 120 MT20 185/144 TCDL 18.5 Lumber Increase 1.25 r BC 0.32' " Vert(TL), 0.00 1 n/r 90 " BCLL 0.0 Rep Stress Incr . YES WB 0.08 Horz(TL) 0.01 8 n/a n/a BCDL 6.5 Code UBC97/ANSI95 (Matrix) Weight: 52 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc pudins: BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 5-1-1 oc bracing. OTHERS 2 X 4 HF Stud y 4 REACTIONS (Ib/size) 6=181;1;0-0,2=273/14-6-0,8=-62/14-0-10,9=465/14- . 0-0, 7=483/14-0-0 Max Horz2=38(load case 14) Max Uplift6=-383(load case 13), 2=-417(load case 10), 8=-63(16ad case 9), 9=-70(load case 10), 7=-78(load case 13) Max Grav6=541(load case 21), 2=633(load case 22), 8=28(load case 12), 9=476(load case 9), 7=493(load case 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/21, 2-3=-1437/1414, 3-4=-446/442, 4-5=-446/441, 5-6=-1399/1396 e BOT CHORD 2-9=-1354/1365, 8-9=-391/401, 7-8=-390/400, 6.7=-1353/1364 . r1•; WEBS. 4-8=-37/45, 3-9=-402/152; 5-7=-416/161 NOTES 1) Unbalanced roof live loads have been considered for this design..:y 2) Wind: ASCE 7-98; 90mph; h=25h; TCDL=6.Opsf; BCDL=3.9psf; Category II; Exp B; enclosed; MWFRS gable end zone and C -C Exterior(2) zone; cantilever left J and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for MWFRS for reactions specified. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) Gable requires continuous bottom chord bearing. r Y + 5) Gable studs spaced at 2-0.0 oc: 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.. 7) Provide mechanical connection (by, others) of truss to bearing plate capable of withstanding 383 Ib uplift at joint 6, 417 Ib uplift at joint 2, 63 Ib uplift at joint 8, 70 Ib uplift at joint 9 and 78 Ib uplift at joint 7: • - 8) This truss has been designed for a total drag load of 2700 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 14-0-0 for 192.9 plf. LOAD CASE(S) Standard pFtOFESS70 opm 7- �2 0 Z p34229 M rri 6,130107 N9� . CIVIL *, OP CA �. ' Nov. 10, 2004 T ;.y n lJ Ll 0 Li w Job Truss Truss Type Qty PlyHIDEAWAY LOT 208 04.1034 J01 ROOF TRUSS 7 1 Job Reference (optional) A.C. Houston Lumber Company, North Las Vegas; NV 89031, TN 6.000 s May 19 2004 Mi7ek Industries, Inc. Wed Nov 10 06:19:47 2004 Page 1 1-0-0 6-1-0 12-2-0 13-2-0 1-0-0 6-1-0 • 6-1-0 1-0-0 Sato =1:22.4 ' - 3.50 12 T1 4 2 Ti TI , ' 4 - • •. - 81.411 3x4 = .. ' 6-1-0 12-2-0 • o .. .. 3.4 = ,. 6-1-0 6-1-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP, TCLL 20.0 Plates Increase 1.25 TC 0.39 Vert(LL) 0.03 4-6 >999 360 MT20 197/144 TCDL 18.5 Lumber Increase 1.25 BC 0.37 Vert(TL) -0.08 4.6 >999 240 . . BCLL 0.0 Rep Stress lncr YES WB '0.05 Horz(TL) + 0.02 4 - n/a n/a BCDL - 6.5 ' Code UBC97/ANSI95 (Matrix) Weight: 33 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 5-3.8 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing. , WEBS 2 X 4 SPF No.2 REACTIONS (Ib/size) 2=625/0-5-8, 4=625/0-5-8 Max Horz 2=32(load case 6) Max Uplift2=-90(load case 4), 4=-90(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/21,2-3=-1099/286,3-4=-1099/286,4-5=0/21 ' BOT CHORD 2-6=-210/993,4-6=-210/993 WEBS 3-6=0/230 NOTES 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25h; TCDL=6.Opsf; BCDL=3.9ps1; Category ll; Exp B; enclosed; MWFRS gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss_ is designed for C -C for members and forces, and for MWFRS for reactions specified. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. - 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 90 Ib uplift at joint 2 and 90 Ib uplift at joint 4. LOAD CASE(S) Standard ^ pROFESS�O �t: 7- so` by ' \Nv%%NM t� \C-2 O 2 C W � * E Pas o29 m 07 N CML \P CFCAL IFC� _ Nov. 10, 2004 Job Truss Truss Type - Qry Ply HIDEAWAY LOT 208 - 04.1034 J02 ]ROOFTAUSS 1 1 Job Reference (optional) A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN - 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:48 2004 Page 1 1-0-0 , 61-0 12-2-0 13-2-0 . 1-0-0 6-1-0 6-1-0 , 1-0-0 . Solo 0 1:71. 3.10 It 3.10 II 3.50 F1 2 3x4 1 30 ST2 . TI - TI STI ST1 „ 2 r l - .. T t 30 = 4x8 II 1.4 II - Ix4 II 1.4 II 4x8 II 30 = Conti nuous'Bearing - L, 12-2-0 *: -r 12-2-0 Plate Offsets X 2:0-3.8Ed a 2:0-4-150-3-4 6:0-3-8 Ede (6:0-4-15,0-3-41 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud .PLATES GRIP. TCLL 20.0 Plates Increase 1.25 TC 0.10 Vert(LL) 0.00 6 n/r 120 MT20 185/144 TCDL 18.5 Lumber Increase 1.25 BC 0.14 Vert(TL) ;, 0.00 7 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) ' 0.00 9 n/a , n/a BCDL 6.5 Code UBC97/ANS195 (Matrix) Weight: 46 lb LUMBER ' BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORDSheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT,CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. i OTHERS 2 X 4 HF Stud REACTIONS (Ib/size) 2=244/12.2-0, 6=244/12-2-0, 9=46/12-2-0, 10=361/12-2-0, 8=361/12-2-0 Max Horz2=30(load case 15) x s Max Uplitt2=-199(lo6d case 10), 6=-203(load case 13), 10=-51(load case 10), 8= 50(load case 13) Max Grav2=387(load case 22), 6=387(load case 21), 9=46(load case 8), 10=367(load case 9), 8=367(load case 8)F FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1`--2=0/21, 2-3=-605/591, 3-4=-226/229, 4-5=-225/227, 5-6=-604/576, 6-7=0/21 BOT CHORD 2-10---550/566,9-10---181/197,8-,9=-180/197,6-8=-550/566 WEBS 4.9=-45/2, 3-10=-311/127, 5-8=-11/127 { .NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=3.9ps1; Category ll; Exp B; enclosed; MW FRS gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MW FRS for reactions specified. ` , 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to.the face), see MiTek "Standard Gable End Detail" 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 199 Ib uplift at joint 2, 203 Ib uplift at joint 6, 51 Ib uplift at joint 10 and 50 Ib uplift at joint 8. • 8) This truss.has been designed for a total drag load of 1100 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 12-2-0 for 90.4 plf. LOAD CASE(S) Standard 9ROFESS�O eO` ti9 L1AM LLU C 34229 m rn Exp 6130/0- � E• N� . _ 9 CNIL t OP CAL . Nov. 10, 2004 Job -- Truss Truss Type Qty Ply, HIDEAWAY LOT 208 04-1034 K01. KINGPOST ,. 1 2 Job Reference (optional) A.C. Houston Lumber Company, Ncrth Las Vegas, NV 89031, TN - ' - - - 6.000 s May 192004 MiTek Industries, Inc. Wed Nov 10 06:19:48 2004 Page 1 6-1-8 -1-0-0 •, 5-10-8 i 6pO 12-0-0 13-0-0 , '• 1-0-0 5-10-8 0-1-8 5-10-8 - scab= :22. 1-0-6 r - 0-1-8 - dxd= f '- 3.50 f 12 I WI T1 T1 { 2 aaf d t dxd = 3x4 - r , .. - " 2.5x8 II •. ! 3.4 = -4 -dxd= . 6-0-0 12-0-0 6-0-0 6-0-0 _ Plate Offsets (X,Y): [2:0-3-5,0-0.2'x, [4:D-3-5,0-0-21 - LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) . I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) -0.05 6 >999 •_360 MT20 197/144 TCDL 18.5 Lumber Increase 1.25 BC 0.26 Vert(TL) -0.11 6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.19 Horz(TL) 0.02 4 n/a n/a BCDL 6.5 Code . UBC97/ANS195 (Matrix) Weight: 80 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc pudins. BOT CHORD 2 X 6 SPF 1650F 1.5E : BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 _ REACTIONS (Ib/size) 2=1428/0-3-8; 4=1428/0-3-8 .. Max Horz2=33(load case 5) Max Uplif 2=-119(load case 3), 4=-119(load case 4) + '. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/27, 2-3=-3865/186, 3-4=3865/186, 4-5=0/27 BOT CHORD 2-6=-147/3653,4-6=-147/ 3653' _ WEBS 3-6=-16/1661 e - NOTES ` i 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: I Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 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) Unbalanced roof live loads have been considered for. this design: 4) Wind: ASCE 7-98; 90mph; h=25ft TCDL=6.Opsf; BCDL=3.9psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end . ". - - •f vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. j • - - - 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads.' 6) Provide mechanical connection i by others) of truss to bearing plate capable of withstanding 119 Ib uplift at joint 2 and 119 lb uplift at joint 4. 7) Girder carries hip end with 6.0-0 end setback. ' 8) Girder carries hip end with 6-0-0 end setback. 9) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 810.01b down and 31.51b up at 6-0-0, and 810.01b down and 31.5Ib up at 6-0.0 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. � pRO FES S/O LOAD CASES) Standard - - �� T, ti 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 i Uniform Loads �AM (plf)� Vertf 2-4=-13,-1-3=-77, 3-5=-77 �� Concentrated Loads (lb) Lu Vert. 6=-1620(F=-810, B=-810) . r C 34�� Z' 6/3p 07 � . • (P 9 CML �0,CALIFO��\P ` A. ) ., Nov. 10, 2004 0 • • .• L LA 0 Job' -7T'.- Truss Type Oty Ply -=208 04-1034 ROOFTRUSSptional ` A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN , r 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:48 2004 Page 1 -1-0-0 5-1-0 10-2-0 11-2-0 1-0-0 5-1-0 - 5-1-0 -. sow— 1:19. . - 3 ' f • - 30 1 - 3.50 12 `- TI 2 wl - 3.4 - - _- _ • TI ., r 4 . 30= -dm II 1x411 44 II. 10= I _ 5-1-0 10-2-0 5-1-0 ` 5-1-0 Plate OffsetsX,1'_[2:0-3-8,Edgej,[2:0-4-15,0-3-4L[4:0-3-8,Edggj (4:0-4.15,0.3-41 LOADING (psi) SPACING 2-0-0 CSIDEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.16 Vert(LL) 0.02. 6 >999 360 MT20 197/144 TCDL 18.5 Lumber Increase 1.25 _ BC 0.22 Vert(TL) -0.03 6 >999 240 , BCLL 0.0 Rep Stresslncr. YES WB 0.04 Horz(TL) 0.01 4 n/a n/a •. BCDL 6.5 Code UBC97/ANS195 (Matrix) Weight: 37 lb LUMBER BRACING t TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 cc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2 X 4 SPF No.2 " REACTIONS (Ib/size) 2=53312-1-0,4=53312-1-0 r } Max Horz 2=26(load case 6) Max Uplift2=-85(load case 4), 4=-85(load case 5) e > FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2-'0/21.2-3=-858/242 3-4=-858/242.4-5=0/21 BOT CHORD 2-6=-179/779,4-6=-17i/i79 - .WEBS 3-6=0/.160 NOTES 1) Unbalanced roof live loads have been considered for this design. ` 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=3.9psf; Category II; Exp B; enclosed; MWFRS gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33,plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for MWFRS for reactions specified. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 85 Ib, uplift at joint 2 and 85 Ib uplift at joint 4. ` LOAD CASE(S) Standard _ J PROFESS/ . OAM TLU C,342� z EXP 613010 cML - OP �P CALIFC r _ Nov.,10, 2004 Job Truss Truss Type Qty Ply HIDEAWAY LOT 208 04-1034 L02 ROOF TRUSS'• R 1 1 y Job Reference (optional) A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:48 2004 Page 1 -1-0-0 5-1-0 10-2-0 11-2-0 1-0-0 5-1-0 • " - 5-1:0,1-0-0 • � Scalae 1:18. + _ a.a = ` ' S 3 - r wl . _ T1 z - - .'. 4 t .. 5 l 1.4 rl - •. as = - aca = u 5-1-0 10-2-0 ' 5-1-0 5-1-'0 LOADING (psf) SPACING `' 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20:0 Plates Increase '1.25 TC 0.24 Vert(LL) - 0.02 6 >999. '360 MT20 197/144 TCDL 18.5 Lumber Increase 1.25 BC • 0.27 Vert(TL) -0.05 4-6 >999 240. . BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.01 4 n/a n/a BCDL 6.5 Code UBC97/ANSI95 (Matrix) , Weight: 28 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. :.a; BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 : REACTIONS (Ib/size) 2=535/0-5-8, 4=535/0-5-8 ' Max Horz2=28(load case 6) a Max Uplift2=-82(load case 4), 4=:82(load�case 5) u. FORCES (lb) - Maximum Compression/Maximum Tension — TOP CHORD 1-2=0/21, 2-3=-876/249, 3-4 876/249, 4-5=0/21 , BOT CHORD 2-6=-180/787, 4-6= 180/787 WEBS 3-6=0/186 ' } NOTES _ 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=3.9psf; Category II; Exp B; enclosed; MWFRS gable end zone and C -C Exterior(2)zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for MWFRS for reactions specified. ' 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent With any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 82 Ib uplift at joint 2 and 82 Ib uplift • at joint 4. x LOAD CASES) Standard ' PROFESS/o �O `LU� S • y f n G) * EXP m .6130107 (P CNIL �FCALIFCR� . • ,.. �. Nov. 10, 2004 - • r • n Job Truss Truss Type Ory Ply HIDEAWAY LOT 208 04-1034 701 MONO TRUSS 1 1 Job Reference (optional) A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:48 2004 Page 1 , -1-0-0 1-10-6 6-1-0 1-0-0 1-10-6 4-2-10 I0 II 3x4 9 4 scalo. 100 3.41 3.50 12 5.12 = 3 T1 3 10 2 W3 W2 W I BTI BI I0 II 3x4 = Continuous Bearing 314 = x°" 1-10-6 6-1-0 1-10-6 4-2-10 Plate Offsets X 2:0-3-3 0-1-8 3:0-5-13 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loo) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.25 Vert(LL) -0.01 5-6 >999 360 MT20 197/144 TCDL 18.5 Lumber Increase 1.25 BC, 0.14 Vert(TL) -0.02 5.6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 5 n/a n/a BCDL 6.5 Code UBC97/ANSI95 (Matrix) Weight: 33 lb LUMBER BRACING TOP CHORD 2 X 4 SPF Not TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF Not BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF No.2 OTHERS 2 X 3 SPF Stud REACTIONS (Ib/size) 7=118/5-9-0.6=346/5-9-0,5=148/0-3-8,5=14810-3-8 Max Horz 7=153(load case 12) Max Uplift7=-248(load case 10), 6=-157(load case 10), 5=-118(load case 11) Max Grav7=331(load case 9), 6=451(load case 9), 5=246(load case 8), 5=148(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/27,2-3=-394/358.3-4=-569/520.4-5=-121/64 BOT CHORD 6-7=-290/324, 6-9=-493/491, 5-9=-229/227 WEBS 3-6=-445(271, 3-5=-332/328, 2-7=-410/307,2-6=-360/291 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=3.9psf; Category ll; Exp B; enclosed; MWFRS gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for MW FRS for reactions specified. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) Gable studs spaced at 2-0.0 ac. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 248 Ib uplift at joint 7, 157 Ib uplift at joint 6 and 118 Ib uplift at joint 5. 6) This truss has been designed for a total drag load of 800 Ib. Connect truss to resist drag loads along bottom chord from 2-5-0 to 6-1-0 for 218.2 plf. LOAD CASE(S) Standard pROFESs�O eO,`gti� * FXP 613010 7 n N 9 CAVIL �CF CALIF CR�\P Nov. 10, 2004 • 0 0 7 I* 0. JobTruss Truss Type IOty , Ply HIDEAWAY LOT 208 04-1034 M02 MONO TRUSS 3 1 Job Reference Loptional - A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:49 2004 Page 1 -1-0-0 1-10 6 6-1-0 1-0-0 1-10-6 4-2-10 _ • 2x4 11 Scale = 1:14.1 - 4 . j .. 3x4 a T1 .. - 3x4 1 - 2 w W3 < W2 - Wl , l ` ' 9l 3x4 = - e - - 30 = 5 1x411 1-10-6 6-1-0 1-10-6 '" 4-2-10 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP. TCLL 20.0 Plates Increase 1.25 TC 0.23 Vert(LL) -0.01 5-6 , >999 ''360. MT20 197/144 , TCDL ..18.5 Lumber Increase 1.25 BC 0.16 Vert(TL) -0.02 5.6 '>999 .240 BCLL 0.0 Rep Stress Incr. YES WB 0.10 Horz(TL) 0:00 5 n/a •' n/a BCDL 6.5 Code UBC97/ANSl95. (Matrix) i Weight: 2616 LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF,No.2 REACTIONS (Ib/size) 7=361/0-3-8, 5=251 /Mechanical Max Horz 7=71 (load case 5) Max Uplift7— 65(load case 4), 5=-36(load case 4) FORCES' (lb) - Maximum Compression/Maximum Tension + TOP CHORD 1-2=0/26.2-3=-328/122,3-4=-51/28,4-5=-132/69 , BOT CHORD 6-7=-71/6,5-6=-121/304 q WEBS 3-6=-92(716,3-5=-3191167,2-7=-355/142,2-6=-95/334 . NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=3.9psf; Category 11; Exp B; enclosed; MW FRS gable end zone and C -C Exterior(2) zone; cantilever left ' and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for MWFRS for reactions specified. 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. t 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 65 lb uplift at joint 7 and 36 Ib uplift at joint 5. ' LOAD CASE(S) Standard _ PROFESS/O \ \AM 7. 77e0� �2 - W / n 34229 G) z EXp 6/30/07 m 9� AML ` Plf CFCAUFC��\ Nov. 10, 2004 - Job Truss Truss Type Qty Ply HIDEAWAY LOT 208 04-1034 M03 MONO TRUSS. 1 1 Job Reference (optional) A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN 6.000 s May 19 2004 MiTek Industdes,.lnc. Wed Nov 10 06:19:49 2004 Page 1 ~ 1 0-0 4-3-6 8-6-0 1-0-0 4-3-6 4-2-10 - Scal4 a n 1:15.1 - , - 21411 4 • - 3.50 12 4.121 _ • _ - . - WI 3x4 3 T - - 2 .. - • w W2 - - .. - 1x4 II ' 6 - ' 3x4 = ' • 5 2x _2 4x8 II. 1A - 4-3-6 • , r fl.8-0 •4-3-6 4-2-10 Plate Offsets X 2:0-3-8 Ed a [2:0-5-11,0-3-4) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES_ GRIP TCLL 20.0 Plates Increase 1.25, TC 0.29 Vert(LL) • 0.01 6 >999 360 MT20 197/144 TCDL 18.5 Lumber Increase 1.25 BC 0.22 Vert(TL) -0.03 6 >999 240 ` BCLL 0.0 Rep Stress Incr YES WB 0.22 . Horz(TL) 0.01 5 n/a n/a BCDL 6.5 Code UBC97/ANSI95 (Matrix) Weight: 33 lb LUMBER r BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc pudins,'except end verticals. BOT CHORD 2,X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 9-341 oc bracing. f. WEBS 2X 4 SPF No.2 , REACTIONS (Ib/size) 2=476/2-5-0, 5=352/Mechanical Max Horz 2=127(load case 13) , Max Uplift2=-234(load case 10), 5=-50(load case 11) 4 - Max Grav2=624(load case 9), 5=356(load case 8) FORCES (lb) - Maximum Compression/Maximum Tension , TOP CHORD 1-2=0/21.2-3=-1194/530,3-4=-302/25414-5=-128/57 BOT CHORD 2-7=-406/973, 6-7=-205/655; 5-6=-205/655 WEBS 3-6=0/157, 3-5=-686/254 I NOTES 1) Wind: ASCE 7-98; 90mph; h=25tt; TCDL=6,Opsf; BCDL=3.9psf; Category II; Exp B; enclosed; MWFRS gable end zone and C -C Extedor(2)'zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for MWFRS for reactions specified. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any.other live loads. 3) Refer to girder(s) for truss to truss connections. :1• 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 234 Ib uplift at joint 2 and 50 Ib uplift at joint 5. 5) This truss has been designed for a total drag load of 500 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-5-0 for 206.9 plf. LOAD CASE(S) Standard PROFES&Z" Z^ 29 P36/3 m 0/07 9 C/VIL ,* �CFCALIFC�� - . Nov. 10, 2004 7 0 0 • J Job Truss Truss Type Qty Ply HIDEAWAY LOT 208 04.1034 M04 MONO TRUSS 4 1 Job Reference optional A.C. Houston Lumber Company; North Las Vegas, NV.89031, TN 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:49 2004 Page 1 1-0-0 4-3-6 8-6-0 1-0-0, 4-3-6 _ 4-2-10 Scat. =1:,5.1 , ♦ _ . 4 214 II'. l 3.50[12 3x4 3 - - TI W3' • 2 - - ' - WI W2 ' - leo II ' 6 20 — 4-3-6 3x4 = 5 8-6-0 I 1 4-3-6 4-2-10 Plate Offsets (X Y): (2:0-1-14,0-0-21 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I%deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.26 Vert(LL) 0.02 6 >999 360 MT20 197/144 TCDL 18.5 Lumber Increase 1.25 BC 0.22 Vert(TL) -0.03. 6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 5 n/a n/a BCDL 6.5 Code UBC97/ANSI95 (Matrix) Weight: 29 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc pudins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' WEBS 2 X 4 SPF No.2 REACTIONS (Ib/size) 2=467/0-3-8, 5=363/Mechanical Max Horz2=86(load case 5) Max Uplift2=-80(load case 4), 5=-48(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/21,2-3=-748/214,3-4=-53126,4-5=-,126/57 BOT CHORD 2-6=-217/675, 5-6=-217/675. WEBS 3.6=0/160, 3.5=-708/266 _ NOTES' 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=3.9psf; Category II; Exp B; enclosed; MWFRS gable end zone and C -C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for - r + MWFRS for reactions specified. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. } 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 80 Ib uplift at joint 2 and 48 Ib uplift at joint 5. LOAD CASE(S) Standard , pg0FESs�O. L\AM T. e0`'�9 \�0 •` -� � - .. - LUG) �Z * EXP 613010 OP CALIFOR� Nov. 10, 2004 Job Job Truss Truss Type Oty Ply HIDEAWAY LOT 208 04-1034 MOS MONO TRUSS 2 . 1 Job Reference (optional) A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN , 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:49 2004 Page 1 1-0-0 5-9-0 9-6-0 i 1-0-0 5-9-0 ' - a CemW6or= 1118. 1/81 - 2,4 II • 3.5012 3 • 1X4 a y r • • Ti W1, 2 • - BI 2.Sa8 = • . .. 5 216 9-6-0 9-6-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) . I/dell Ud PLATES GRIP ' TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.16 2-5 >696 -360 MT20 .197/144 TCDL . 18.5 Lumber Increase 1.25 BC 0.42 - Vert(TL) -0.29 2-5 >385 240 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.01 5 n/a n/a BCDL 6.5 Code UBC97/ANSI95 (Matrix) • Weight: 31 lb` LUMBER - BRACING - - TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. .WEBS 2X4SPF No.2 REACTIONS (Ib/size) 2=512/0-3-8, 5=408/Mechanical r s Max Horz2=96(load case 5) ' MaxUplift2=-85(load case 4), 5=-54(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/21,2-3=-697/227,3-4=-129/18,4-5=-98/53 BOT CHORD ' 2-5=-218/616 i WEBS 3 -5= -605/289 - NOTES S:f, 1) Wind: ASCE 7-98; 90mph; h=25h; TCDL=6.6psf; BCDL=3.9psf; Category ll; Exp B; enclosed; MWFRS gable end zone and C -C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for MWFRS for reactions specified. 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate.capable of withstanding 85 Ib uplift at joint 2 and 54.1b uplift at joint 5., LOAD CASE(S) Standard A r r O PROFESS,/ w ` �G)' W 0 P34229 m 6130/07 tP �ML �OFCAUF�R� • - �P x F F Nov. 10, 2004 • • • s, 7 0 Job _T u Truss Type Qty Ply HIDEAWAY LOT 208 04.1034 M05D MONO TRUSS _ - 1 1 Job Reference optional A.C. Houston Lumber Company, North Las Vegas, NV 69031, TN 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:49 2004 Page 1 1-0-0 5-9-0 9-6-0 1-0-0 5-9-0 3-9-0 a 3.50 12 3 wl.. .. TI - 2.56= – _ ... 5 . .. ` .. .o .. .. +,34— . 9-6-0 9-6-0 w LOADING (psi) SPACING 2-0.0 CSI DEFL in (loc) - I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.16 2-5 >696 360 _ MT20 197/144 , TCDL 18.5 Lumber Increase 1.25 'BC 0.42 Vert(TL) 70.29 2-5 >385 240 BCLL 0.0 Rep Stress Incr YE5 WB 0.18 Horz(TL) 0.01 5 n/a n/a BCDL 6.5 Code UBC97/ANSI95 (Matrix) Weight: 31 lb r LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 4-6-4 oc purlins, except end verticals; - '+ BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-4-2 oc bracing. WEBS 2 X 4 SPF No.2 REACTIONS (Ib/size) 2=51210-3-8,5=408/Mechanical Max Horz 2=96(load case 13) ' - + Max Uplift2=-319(load case 10), 5=-57(load case 11) Max Grav2=746(load case 9), 5=411(load case 8) , - FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1;2=0/21,2-3=-1494/878, 3-4=-445/321,4-5=-101/53 BOT CHORD 2-5=-861/1300 WEBS 3-5_ 619/289 NOTES 1) Wind: ASCE 7-98; 90mph; h=25h; TCDL=6.Opsi; BCDL=3.9psf; Category 11; Exp B; enclosed; MWFRS gable end zone and C -C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed; LumbecDOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for MWFRS for reactions specified. 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live,loads. .. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 319 Ib uplift at joint 2 and 57 Ib uplift at joint 5. 5) This truss has been designed for a total drag load of 800 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 9-6-0 for 84.2 ptl. - LOAD CASE(S) Standard PROFESS \ \AM L e0 O'�9 ~ �Z n 29 * E P3613010 m 7 CA VIL 0 • FCALIFC� Nov. 10, -?00 4 J a • 0 Job Truss Truss Type Oty Ply 04-1034 N01 MONO TRUSS , �- 1 1b [DEAWAYLOT208 Reference (optional) A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN - - -' 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:49 2004 Page 1 3:4 s -.0:0. 360 3 1-0-0 3-6-0 Sraw- 7. 3.50111-2 - ". .. WI J - r ,2.5.6= L 40= i sl J- { 3.41 r 3-6-0 ae u 3-6-0 Plate Offsets XY)_[2:0-3-7,EdgqJ_[2:1.0-11,0-1-4] LOADING (psf) SPACING. 2-0-0 CSI . DEFL in- (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.13 Vert(LL) ': -0.01 2-4 >999 360 MT20 197/144 TCDL 18.5 Lumber Increase 1.25 BC 0:10 Vert(TL) -0.01 2-4, >999 240 BCLL 0.0 Rep Stress Incr NO WB 0:00 Horz(TL) 0.00 4 n/a We' BCDL 6.5 Code UBC97/ANSI95 (Matrix) « Weight: 13 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-6-0 oc pur ins, except and verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS " 2 X 4 SPF No.2 REACTIONS (Ib/size) 2=253/0-3-8, 4=127/Mechanical " Max Horz2=38(load case 5) T Max Uptift2=-60(load case 4), 4=-1 3(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension • " TOP CHORD 1-2=0/2112-3=-42/2413-4=-107/65 BOT CHORD 2-4=-6/16 NOTES, 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=3.9psf; Category ll; Exp B; enclosed; MWFRS gable end zone and C•C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for + MWFRS for reactions specified. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with'any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 60 Ib uplift at joint 2 and 13 Ib uplift at joint 4.. '. LOAD CASE(S) Standard , h y O p{2OFES S O'y9 \N_\AM T eOCr P36 229 * E m 30/07' a ` N �ML �OFCAIIF�� P Nov. 10, 2004 Job Truss Truss Type Qty Ply -HIDEAWAY LOT 208 04-1034 NO2 ROOF TRUSS 5 1 r ` Job Reference (optional) A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN 6.000 s May 19 2004 MiTek Industdes, Inc. Wed Nov 10 06:19:50 2004 Page 1 1 0 0 4-6-0 9-0-0 10-0-0 ., 1-0-0 4-6-0 4-6-0 1-0-0 4.4 ' • 3.50 12 - ° WI • T1 - • - TI I - - - 4 r r 4 .. - .1x411 6 2.4 = .. 4-6-0 9-0-0 _ h 214 = ,- 4-6-0 4-6-0 LOADING (psQ SPACING2-0-0 CSI DEFL in floc) Well Ud PLATES. GRIP TCLL. 20.0 Plates Increase 1.25 TC 0.32 Vert(LL) 6 >999 360 MT20 197/144 TCDL 18.5 Lumber Increase 1.25 BC 0.23 • _0.01 , Vert(TL) -0.03. 4-6 >999 240 , BCLL 0.0 Rep Stress lncr. YES WB 0.04 Horz(TL) 4 n/a n/a BCDL 6.5 Code UBC97/ANSI95 (Matrix) ,0.01 Weight: 25 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 - y REACTIONS (Ib/size) 2=482/0-5.8, 4=482/0.5-8 . r Max Horz2=26(load case 6) Max Uplift2=-77(load case 4), 4=-77(load case 5) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/21, 2-3=-656/170, 3-4=-656/170, 4-5=0/21 BOT CHORD 2-6=-107/575, 4-6=-107/575 WEBS t 3-6=0/168 NOTES ` 4 1) Unbalanced roof live loads have been considered for this design. ; 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=3.9psf; Category Il; Exp B; enclosed; MWFRS gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any.other live loads: 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 77 Ib uplift at joint 2 and 77 Ib uplift,at joint 4. LOAD CASE(S) Standard' •' t PROFESS�O �O e0` �Ly ��T. \� ' �2 �/ LU 0 * EkP 613p �ML � OP �P CAUFC�� . Nov. 10, 2004 • .fr i Job Truss Truss Type Oty Ply HIDEAWAY LOT 208 04-1034 NO2D ROOFTRUSS •, , 1 1 Job Reference o tional A.C. Houston Lumber Company, Ncrth Las Vegas, NV 89031, TN 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:50 2004 Page 1 , -1-0-0 4-6-0 9-0-0 10-0-0 , 1-0-0 4-6-0 4-6-0 1-0-0 Stab v 1:17: • 4xc= 3 L Y $ - 3.50 12 - w w - ^ 'wl TI , 2 TI - r' 7 6 214= 4-6-0 9-0-0_ 4-6-0 4-6-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well Vd PLATES, GRIP TCLL 20.0 Plates Increase 1.25 TC 0..32 Vert(LL) 0.01 6 >999 366 MT20 197/144 TCDL 18.5 Lumber Increase 1.25 BC 0.23 Vert(TL) -0.03 4-6 >999 240 BCLL 0.0 Rep Stress Incr 'YES WB 0.04 Horz(TL) 0.01 4 n/a n/a BCDL 6.5 Code UBC97/ANSI95 (Matrix) Weight: 25 lb LUMBER* BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 5-8-7 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 REACTIONS (Ib/size) 2=482/0.5.8, 4=482/0.5-8 Max Horz 2=31 (load case 14) • ' Max UpIWQ=-152(load casa 10), 4=-152(load case 13) Max Grav2=556(load case 9), 4=556(load case 8) a FORCES (lb) - Maximum Compression/Maximum Tension 7 TOP CHORD 1-2=0/21, 2-3=-903/254, 3-4=-905/257, 4-5=0/21 BOT CHORD 2-7=-241/815,6-7=-189/815,4-6=-200[774 WEBS 3-6=0/168 NOTES = f 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25h; TCDL=6.Opsf; BCDL=3.9psf; Category ll; Exp B; enclosed; MWFRS gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for MWFRS for reactions specified. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection Iby others) of truss to bearing plate capable of,vrithstanding--152 Ib uplift at joint 2 and 152 Ib uplift at joint 4. 5) This truss has been designed for a total drag load of 500 Ib. Connect truss to resist drag loads along bottom chord from 3-6-0 to 9-0-0 for 90.9 plf. LOAD CASE(S) Standard pROFESS�O \,�\A/M T e0 ti9 I �V ! C 34229 m * EXP.6j30/p7' 9 OML OP ` r CALIF - - Nov- 10, 2004 t• r Job Truss Truss Type Oty. Ply HIDEAWAY LOT 208 04-1034 P0t r ROOF TRUSS ' Job Reference optional) A.C. Houston Lumber Company, North Las Vegas,. NV 89031, TN r .. 6.000 s May.19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:502004 Page 1' -1-0-0 4-0-0 8-0-0 1-0-0 4-0-0 4-0-0 1-0-0 Scab: 314'-1 3 4 wawa 3x41 3.5012 _ STi [ 1 1 4 5 • le aw = 4x8 II 1x4 II ms II 2x4 = Continuous Bearing ` 8-0-0 8-0-0 Plate Offsets X _[2:0-3-8,Edge] [2:0.5-11 0.3-4]x[4:0-3-8,EdgeJKLO-5-11 0.3-4] LOADING (psf) - SPACING 2-0-0 CSIDEFL in (loc) I/dell. L/d PLATES GRIP TCLL 20.0, Plates Increase 1.25 TC 0.12. Vert(LL) 0.00 5 n/r 120 MT20 185/144 TCDL 18.5 Lumber Increase 1.25 BC 0.14 Vert(TL) 0.01 5 n/r 90 ;, r BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a k BCDL 6.5 Code UBC97/ANSI95 (Matrix)' Weight: 29 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. OTHERS 2 X 4 HF Stud _. REACTIONS (Ib/size) 2=268/8-0.0, 4=268/8-0-0, 6=345/8-0-0 ' Max Horz2=22(load case 6) Max Uplift2=-65(load case 4), 4=-68(load case 5), 6= 5(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/21,2-3---56/40,3-4=-54/40.4-5=0/21 - r BOT CHORD 2-6=0/14,4-6=0/13 WEBS . 3-6=-280/125 1_ NOTES' r 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=3.9psf; Category II; Exp B; enclosed; MWFRS gable end zone and C -C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for MWFRS for reactions specified. 3) Truss designed•for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail` 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 65 Ib uplift at joint 2, 68.1b uplift at joint 4 and 5 Ib uplift at joint 6.. v, . LOAD CASE(S) Standard `• x 1 .. • , PROFESS O�9 \P M 17e0ir * EkP 6 o�GJJ T " 07 N CFCALIFC�� Nov. 10, 2004 Job„ Truss Truss Type Qty Ply HIDEAWAY LOT 208 , 04-1034 102 ROOF TRUSS 1 1=208, • ' Job Reference o tional A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN 6.000 s May 19 2004 MiTek Industries Inc. Wed Nov.10 06:19:502004 Page 1 -1-0-0 4.0.0 8-0-0 9 0 0 1-0-0 4-0-0 " . • 4-0-0 - 1-0-0 Scala: 3/4•e1 .. r3A012 .. • - w, - - • T1 .. I TI 4 - - • 5 to 1.411 S - 4-0-0 - - 8-0-01 1. 4-0-0 4-0-0 LOADING (psf) - SPACING 2-0-0 CSI DEFL in floc) . Vdefl L/d PLATES GRIP TCLL 20.0. Plates Increase 1.25 TC 0.23 Vert(LL) 0.01 6 >999 360. MT20 197/144 .`. TCDL 18.5 Lumber Increase 1.25 BC 0.18' ' Vert(TL) .-0.02 4-6 >999 240 BCLL '0.0 Rep Stress Incr YES 'WB 0.03' Horz(TL) 0.01 4 n/a n/a u BCDL 6.5 Code UBC97/ANS195 (Matrix) Weight: 22 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF No.2 BBOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 REACTIONS (Ib/size) 2=437/0-5.8, 4=437/0-5-8 ' Max Horz2=24(load case 6) Max Uplift2=-74(load case 4), 4=74(load case 5) FORCES ((b) - Maximum Compression/Maximum Tension e TOP CHORD 1-2=0/21, 2-3=-561/153, 3-4=561/153, 4-5=0/21 " 4 BOT CHORD 2-6=-93/488, 4-6=-93/488 WEBS 3-6=0/147 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=3.9psf; Category ll; Exp B; enclosed; MWFRS gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for MWFRS for reactions specified. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 74 Ib uplift at joint 2 and 74 Ib uplift at joint 4. LOAD CASE(S) Standard y + pROFESS�O L%PM TT ti9 • C9 �/ 2 r7 C 34229--' * ExP /30/07' m �OFCALIFO��\P - NOV- 10, 2004' 9 LA J Job - Truss _ Truss Type oty Ply 'HIDEAWAY LOT 208 ' 04.1034 P02A . ROOF TRUSS ' ' T � 1, - 1 Job Reference (optional) A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN , 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:50 2004 Page 1 4-0-0 8-0-0 4-0-0 4-0-0. 4.4 = ,... , - • .� x. J.50 12. . .. . T 1 WI _ rl • - 2x4 - Iia II 4 t 4-0-0 8-0-0 4-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25, TC 0.30 Vert(LL) 0.01 4 >999 ' 360 MT20 197/144 TCDL 18.5 Lumber Increase 1.25 BC 0.19 Vert(TL) ' -0.02 4 >999 240 - BCLL 0.0 Rep Stress Incr 'YES WB 0.03 Horz(TL) 0.01 3 e n/a n/a _ BCDL 6.5 Code UBC97/ANSI95 (Matrix) Weight: 20 lb LUMBER BRACING , TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6.0-0 oc pudins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS. 2 X 4 SPF No.2 + REACTIONS (Ib/size) 1=339/0-5-8, 3=339/0.5-8 • ' Max Horz 1=16(load case 6) Max Upliftl=-31(load case 4), 3=-31 (load case 5) y s FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-600/181,2-3=-600/181 BOT CHORD .1-4=-137/539,3-4=-137/539 WEBS 2-4=0/146 NOTES 1). Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=3.9psf; Category II; Exp B; enclosed; MWFRS gable and zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for MWFRS for reactions specified. 3) This truss has been designed for a-10.0 psf bottom chord live load nonconcurrem with any other live loads. ' 4).Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 31 Ib uplift at joint 1 and 31 Ib uplift at joint 3. LOAD CASE(S) Standard M PROFESS/,o �O Ju a C 34229m * EXP 61 30107 y 9 CML OP CALIF l! 7 ;. ' Nov. 10, 2004 j Job Truss � �. Truss Type ` -- , - � Qty..,. ,- Ply HIDEAWAY LOT 208 - • 04-.1034 - " 001'_. MONO TRUSS ... 1•" 1 ' '- �+ - Job Reference(option.,), A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN 6.000 s May 192004 MiTek Industries, Inc. Wed Nov 10.06:19:50 2004 Page 1 .. -1-0-0 3-9-0 t .1-0-0 3-9_0 scale. 11 •f r* i . e • 'Yr Tl* �J . 1,i. .. ^rte - _ ,�., ♦ r•. �.. .� �r.. s J, 4 t • a • tet' :. - v aa= t •,. - - I ,'. . '3_ 1 r • :P -3-9-0 "11 .. Y:<ll' _ Plate Offsets (X,Y): [2:0-1-8,0-1-8],_[2:0-5-11,0-3-4] LOADING (psi) Y '- SPACING 2-0-0 CSI r DEFL, ` . in. (loc) : I/deft , Ud PLATES GRIP .= TCLL-' 20.0 • '� Plates Increase 1.25 " TC. 0.09 _• __ Vert(LL).' ' 0.00. 1 n/r 120 ' : 4r '-MT20 197/144 1 TCDL • 18.5 .,'Lumberincrease 1.25 BC 0.11 Vert(TL):, .0.00 '-1 _ n/r 90 f BCLL 0.0 r ' Rep Stress Incr. YES WB 0.00 ' ^.: Horz(TL) 0.00 4 n/a n/a, o ' BCDIL 6.5 .fi, Code UBC97/ANSI95 .(Matrix) ` 1 Weight:.14lb LUMBER.-' BRACING ' TOP CHORD 2 X 4 SPF No.2 1 TOP CHORD Sheathed or 3-9-0 oc purlins, except end verticals. BOT CHORD 2 X4 SPF No.2 : T BOT CHORD P .,Rigid ceiling directly applied or,10-0-0 op bracing. WEBS 2 X 4SPF No.2 *Except' ' A i �C W12X3SPF Stud 'y ' k ' REACTIONS (Ib/size). 2=25613-9-0,4=153/3-9-0 r J /•. i Max Horz 2=40(load case 5) o y: , c , Max Uplift2=-55(load case 4), 4=17(load case.4) ' �t ' FORCES (lb) - Maximum Compresslon/Maximurn Tension c •' y s L ' TOP CHORD 1-2=0/21, 2-3=-43/29, 3-4=-.129!78 1. , / BOT CHORD :2-4=-7/17 _ " +. 1,. '=-:•s NOTES + c 1) Wind: ASCE 7 98;'90mph h=25ft; TCDL=6.Opsi;'BCDL=3.9psf, Category II;.Exp B; enclosed; MWFRS gable end zone and C -C Exterior(2) zone; cantilever left :, •• and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for Y+ MWFRS for reactions specified.', , , F . .,' rr A. ^ ? + r .• 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face); see MiTek "Standard Gable End Detail' '** a ]~ 3) Gable requires continuous bottom chord bearing. f ' 4) Gable studs spaced at 2.0.0 oc. - r `, y ' 5) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads . ' . • `t -{ * f y`' ,• `° 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 55 Ib uplift at join.t 2 and 17 Ib uplift at joint 4: , , • { }`1t f . LOAD CASE(S) Standard r f A• r =�}r e c' {+ yt1 r a OpROFess� ONM 7 r LU 0 m 6/3 w 0/07 . IL, �FCALIFC��\P` NOV 10 J2004 J 7 0 Ll Ll 7 Ll Job -TrussTruss Type Qty PIy HIDEAWAY LOT 208 04-1034 002 _ MONO TRUSSJob Reference (optional)t A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN 6.000 s May 19 2004 MiTek Industries; Inc. Wed Nov 10 06:19:512004 Page 1 -1-0-0 3-9-0 • 3 341 1-0-0 3-9-0 _ - BCelo d 1:7. - - - wi 3.50 Q ' W2 - • TI 2 ^ Bl - • � txa 11 ..• .. J = 3-9-0 L 3-9-0 Plate Offsets (X, Y): [2:0-1-14,0-0-21,[3_.0-2-3 0-1-8] LOADING (psi) SPACING 2-0-0 CSI ~ DEFL in (loc) Wait Vd PLATES GRIP TCLL 20.0 Plates Increase 1.25, TC 0.25 Vert(LL) -0.01 2-4 >999 360 MT20 197/144 TCDL '16.5 Lumber Increase 1.25 ,. BC 0.10 Vert(TL) -0.01. 2-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 ' Horz(TL) -0.00 5 n/a n/a BCDL 6.5 Code UBC97/ANS195. - (Matrix) Weight: -11 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-9-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (Ib/size) 2=256/0-3-8, 5=140/Mechanical Max Horz2=57(load case 6), Max Uplift2=-59(load case 4), 5=-18(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension x� TOP CHORD 1-2=0/21,2-3=-84/6,4-5=0/54,3-5=-96/62, BOT CHORD 2-4=-38/43 NOTES 1) Unbalanced roof live loads have been considered for this design. ' 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=3.9psf; Category ll; Exp B; enclosed; MWFRS gable end zone and C -C Exterior(2) zone; cantilever left . and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for ; MWFRS for reactions specified. ' 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. r 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 59 Ib uplift at joint 2 and 18 Ib uplift at joint 5: , 6) Design assumes 4x2 (flat orientation) pudins at oc spacing indicated, fastened to truss TC w/2 -10d nails. . LOAD CASE(S) Standard PROFESS/ �\AM T e0 0'�9� C 34229 m * EXP 6/30/07 • x C/VIL �OP - �- �P CALIFOR� - Nov. 10,. 2004 7 Y Job Truss Truss Type Qty Ply 002A MONO TRUSS 5 1b [DEAWAYLOT20804-1034 Reference (optional) A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN 6.000• s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:512004 Page 1 3-9-0 2 3x5 WILD 3.9-0 - w, a ,. - 3.50 F12 . ,. W2 71 - • B, } - 3-9-0 3-9-0 Plate Offsets X 1:0-1-14 0-0.2 2:0.2-3,0.1-8 LOADING(psf) SPACING 2-0-0 CSI OEFL in (loc) I/defy' Ud PLATES GRIP TCLL20.0 Plates Increase 1.25 ` TC 0.34 Vert(LL) '-0.01 '1-3 >999 360 MT20 , 197/144 TCDL , 18.5 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.01 1-3 >999 240 M1120 197/144 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCD 6.5 Code ' UBC97/ANSI95. (Matrix) Weight: 9 l LUMBER ' BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD She or 3-9-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.. WEBS 2 X 3 SPF Stud" , REACTIONS (Ib/size) ,1=148/0-3-8,4=156/Mechanical .. Max Horz 1=45(load case 6) Max Uplift 1=-14(load case 4), 4=-25(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension, • ~ TOP•CHORD 1-2=-86/11,3-4=0/514,2-4=-106/68 BOT CHORD 1-3=-48/59 NOTES 1) Unbalanced roof five loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25th TCDL=6.Opsf; BCDL=3.9psf; Category 11; Exp B; enclosed; MWFRS gable end zone and C -C Exterior(2) zone; cantilever left ` and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for MW FRS for reactions specified. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed :for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. , 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 lb uplift at joint t and 25 Ib uplift at joint 4. .7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. Q, LOAD CASE(S) Standard pROFESs�O OAM 7' & by - . - � _ • �' �� moi, • ` _ c� UJ G) '. " •" � C 34229 Z * EXP 6/30/07rn �P R OFCALIF�� t r , Nov.10 ., 2004 . 4•, e Job Truss Type ° _r Qty Ply . HIDEAWAY LO7208 - TQ'03 ' 04-1034, , MONO TRUSS, .'"' _ , 1 1 -i '��k - -Job Reference net)- A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN 6.000 s May 19 2004 MiTek Industries,Jnc. Wed Nov 10 06:19:51 2004 Page• 1, '; {. , .^_ ` ,* r - _ '+..F. .. �. .' y • • -� a �.i ✓' -1-0-0 t' .39-0 , 3_ .. _ 1-0-01 1-0-0' 3 9 0 _ _ azo �, ,• ti M1. >r , to a, t i • • f ~ • • ., t.��` }11 y • • ' • ` .. t'f .. .. ^' + - '. t `.. ♦ « f '�- '• 5,• i- `3.50 12 I✓ .. 5 2 t T1 r E n •l ' 1 s Y _ - - a .. .#• S�•' .`t ' ' " a, , , t' r7 } as _ r- 3-43 .41 ass _ xa o .,M 3-9-0 Plate Offsets (X,Y): (2:0-1-8,0-1-8)x(2:0-5-11,0-3-41 • " '' LOADING (psf) ` rt SPACING .: 2-0-0 CSI DEFL ` in' floc) 1/deft C/d' " �, GRIP �• TCLL' 20.0" Plates Increase 't 1.25 TC 0.1 L : TMVert(LL)', -0.00 1., • n/r 120 _•PLATES MT20 ; • '" -197/144 , TCDL. 18.5 Lumber Increase 1.25 ' BC .0.11 - -Vert(TL) -0.00 1 n1r ,. 90 BCLL 0.0 j Rep Stresslncr YES, AWB 0.00 Horz(TL) 000 4 n/a ;n/a ` p BCDL 6.5 Code • UBC97/ANS195 (Matrix) Weight: 14 Ib + , LUMBER BRACING ,M ^ ,TOP CHORD 2 X 4 SPF No.2-9-0 CHORD .; Sheathed or 3-9-0 oc purlins, except end verticals: • r'.' `2 BOT CHORD X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.'y WEBS 2 X 4 SPF No.2 •Except ' " r WI 2 X 3 SPF Stud c �'' • - ` .t y ,• ' i~' •� � � � y�. •fir+ y , 1 ' '•{ `� REACTIONS (Ib/size) 2=256/3-9-0,4-153/3-90 • + - Max Horz 2=40(load case 13) •' Max Uplift2=•201(load case 10), 4==17(load"case 4) Max Grav2=401(load case 9), 4=153(load case 1) .•' F t ., ' t FORCES (Ib) -Maximum Compression/Maximum Tension.. t • +~ r'f. ` ;TOP CHORD 1-2=0/21, 2-3=•551/494;-3-4=-129!78 BOT CHORD 2-4=-444/446 ', ^ . NOTES Y ' ✓ 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=3.9psf; Category 11; Exp B; enclosed; MWFRS gable end zone and C-C.6terior(2) zone; cantilever left ' r and right exposed; end vertical left and fight exposed; Lumber DOL=1.33'plate gdpDOL=t:33.This truss is designed for C -C for members and forces, and for `. MWFRS for reactions specified.' 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail, - 3) Gable requires continuous bottom chord bearing. '_ , , , "4 t 4) Gable studs spaced at 2.0-0 oc.' :' x' ti - , - 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads: `. 6) Provide mechanical connection (by others) of,truss to bearing plate capable of withstanding 201 Ib uplift at joint 2 and 17 Ib uplift at joint 4. `• : �_ ' . k :. 7) This truss has been designed for a total drag load of 500 Ib. Connect truss to resist drag loads along bottom"chord from 0,0-0 to 3-9-0 for 133.3 pIC. LOAD CASE(S) Standard r ♦ r' _ �� pROFESsq h \NVONTa - C 342 �2CV� Z. + • a o EXP gj30/0 a .. .. ,. , � - �� AML• y- gip". OFCALIFO�� - :� •., Nov.102004 7. • r - -♦, �. I ..�,.1 ��x. fes• Job Truss Truss Type Ory PlyHIDEAWAYLOT208 , 04-1034 SFC1 y SLOPING FLAT - 2 1 Job Reference optional A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:512004 Page 1 5-11-4• 11-8-12 17-8-0' ` r 5-11-4 5-9-8 5-11-4 - - Scab = 1:28. Cambor = 3116 i 0 . ' 0.28 12 , •- - 10 .. _ 10 II I - W3 W2 . r ... 4x6= 2.5x411 6 4xm= . 2.5x411 5-11-4 11-8-12 17-8-0 5-11-4 5-9-8 5-114 Plate Offsets XY): 11:0-4-8,0-1-81,(4:0-4-8,0-1-8 LOADING (psf) SPACING 2-0-0 ' x CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.15 6-7 >999 360 MT20 197/144 TCDL 18.5 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.34 6-7 ,>622 240 , BCLL 0.0 . Rep Stress lncr YES WB 0.49 Horz(TL) 0.03 5 n/a n/a BCDL 6.5 Code UBC97/ANSI95 (Matrix) Weight: 66 lb LUMBER BRACING ' TOP CHORD 2 X 4 SPF No.2, TOP CHORD Sheathed or 3-5-10 oC purlins, except end verticals.' BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 8-11-9 oc bracing. WEBS 2 X 4 SPF No.2 I REACTIONS (Ib/size) 8=78210-3-8, 5=782/0-3-8 Max Horz 8=74(load case 5). ' Max Uplift8- 144(load case 10), 5=-131(load case 15) _ Max GravB=826(load case 9), 5=816(load case 8) FORCES .(lb)''- Maximum Compression/Maximum Tension TOP CHORD1-8=-765/161, 1-9=0/0, 1-2=-2564/513, 2-3=-2394/490. 3-4=-2328/439, 4-5=-760/149, 4-10=0/0, BOT CHORD 7-8=-216/4221 6-7=-431/2488, 5-6=-175/338 WEBS 2-7=-426/146, 3-6=-445/115, 1-7=-464/2315, 2-6=-345/199, 4-6=-397/2212 NOTES 1) Unbalanced root live loads have been considered for this design. 4 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=3.9psf; Category ll; Exp B; enclosed; MW FRS gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right -exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for MWFRS for reactions specified. 3)Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 144 Ib uplift at joint 8 and 131 Ib uplift at joint 5. 6) This truss has been designed for a total drag load of 500 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 17-8-0 for 28.3 plf. " 7) Design assumes 4x2 (flat orientation) pudins at oc spacing indicated, fastened to truss TC w/ 2-1Od nails. LOAD CASE(S) Standard ,3. - 5 ?ROFESS7O ��\A/M T7e0 �Z /V W '/ n C-34229 m EkP 8130/07 OP x CALIFO��\P .. 4 - - Nov. 10, 2004 s Ll 7 • 0 0 7 0 • Job Truss Truss Type Oty Ply , HIDEAWAYLOT 208 - { 04-1034 SFO2 SLOPING FLAT 3 1 r' Job Reference optional - A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:51 2004 Pagel 5-11-4 11-8-12 17-8-0 5-11-4 5-9-8 • } • 5-11-4 ' S.10 1:28. • .. Camber o 31161 6 0.25 12 3a = 10 3X6 _ 2 W6 I ' WJ. • • 4 t 10 II 3 W2 , 4x6= 2.5X4 II J7 4x10= 2.5x4 II 5-1.1-4 11-8-12 17-8-0 ; 5-11-4 5-9-8 5-11-4 Plate Offsets X Y : [1:0-4-8.0-1-8b [4:0-4-8,0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl L7d _ t .., PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Ven(LL) -0.14 6-7 >999 360 MT20 197/144 TCDL 18.5 Lumber Increase_ 1.25 BC 0.69 Ven(TL) -0.33 6-7 >629 240 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.03 5 n/a b n/a BCDL 6.5 Code UBC97/ANS195 (Matrix) Weight: 66 lb . LUMBER BRACING 4r TOP CHORD 2 X 4 SPF No.2 TOP CHORD . Sheathed or 3-7-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or10.0-0 oc bracing. ,. WEBS 2 X 4 SPF No.2 REACTIONS (Ib/size) 8=782/0-3-8, 5=782/0-3-8 Max Horz 8=74(load case 5) , Max Uplift8=-100(load case 4), 5=-97(load case 6) a FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=-721/120, 1-9=0/0, 1-2=-23731366, 2-3=-2202/338; 3-4=-2202/341, 4-5=-727/122, 4-10=0/0 BOTCH_ ORD 7-8=-63/283, 6-7=-311/2367, 5-6=-14/195 WEBS 2-7=-386/107, 3-6=-444/115, 1-7=-278/2129, 2.6=-175/33, 4-6=-279/2075 NOTES 1) Unbalanced roof live loads have been considered for this design. " 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=3.9psh Category II; Exp' B; enclosed; MWFRS gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for MWFRS for reactions specified. , 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) Provide mechanical connection (by others) of truss to bearing plate capable of,withstanding 100 Ib uplift at joint 8 and 97 Ib uplift at joint 5. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1Od nails. ° r LOAD CASE(S) Standard z PROFESS/ �O e0 O�9 J i r. tL - Pae 9 •:4 * E m X07 N �• C/VIL OF CAL IFO�� Nov. 10; 2004 r Job - Truss Truss Type i Qty Ply HIDEAWAY LOT 208 . - - 04-1034 SF03 SLOPING FLAT 1 • 1 t ' - Job Reference (optional) A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:512004 Page 1 4-11-1 9-8-7 14-7-8 ' _ 4-11-1 4-9=5 4-11-1 Sealo v 1:23.1 cambor. Illsi - 4.611 .. 0.25 12 1 4.4= .1X4 II z azo . w 1 TI" B1 • - _ _. 61'8 4.4 3x4 II - .. • 12 - :a 3x4 II 4-11-1 7-1-4 9-8-7 14-7-8 4-11-1 2-2-3 2-7-3 4-11-1 ' LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud `' PLATES , GRIP, TCLL • 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) -0.06 8-9 >999 360 MT20 197/144 • TCDL 18.5 Lumber Increase 125' BC 0.94 Vert(TL) -0.13 5-6 >672 240 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 5 ' n/a n/a BCDL 6.5 Code UBC97/ANS195 (Matrix) Weight: 531b LUMBER BRACING �. r. TOP CHORD 2 X 4 SPF Not TOP CHORD Sheathed or 4-10-7 oc purlins; except end verticals.. BOT CHORD 2 X 4 SPF Not BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF Not _ REACTIONS (Ib/size) 9=389/0-3-8, 5=404/0-3-8,7=497/0-3-8 Max Horz9=-106(load case 10) Max Uplift9=-112(load case 16), 5=-121 (load case 13), 7=-75(load case 17) Max Grav9=451(load case 9), 5=472(load case 8), 7=513(load case 8) FORCES (lb) - Maximum Compression/Maximum Tension _ - TOP CHORD 1.9=-349/119, 1-2=-1158/449, 2-3=-1335/493, 3-4=-1386/532, 4-5=-364/124, 4-10=0/0 BOT CHORD 9-11=-216/586, 8-11=-595/812, 7-8=-374/1084,6-7=-374/1084, 6-12=-504/853, 5-12=-125/474 WEBS 2-8=-4551155. 3-6=-362/105; 1.8=-386/880, 2-6=-414/547, 4-6=-417/922 r" NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opst; BCDL=3.9pst; Category II; Exp B; enclosed; MWFRS gable end zone and C -C Extedor(2) zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1,33. This truss is designed for C -C for members and forces, and for ' MWFRS for reactions specified. 2) Provide adequate drainage to prevent water ponding. ` 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 112 Ib uplift at joint 9, 121 Ib uplift at joint 5 and 75 lb uplift at joint 7. 5) This truss has been designed fora total drag load of 11001b. Connect truss to resist drag loads along bottom chord from 12.7-8 to 14-7-8, 0-0.0 to 2.0-0 for 275.0 plt.• .0" 1 r 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1od nails. LOAD CASE(S) Standard' ' PROFESS/o AM 7' epi - W �/� �2 1 34229 r FX m - * 61301 OP - CALIFO��\P - NOV- 10, 2004 4 • • • •. Job - • • Truss Truss Type - City PlyHIDEAWAY LOT 208 04-1034 - SF04 SLOPING FLAT - 1 1 ._ Job Reference (optional) A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN , 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:52 2004 Page 1 4-11-1 9 8-7 ; 14-7-8 I i 4-11-1 4-9-5 4-11-11' - . F •• r • 1:23.21 Ca., ar a 3/181 f r - - 0.25 12 4x8= 1 4x5 2_ 4X4 v - - TI 1X4.11 - t .. 3 - W2 WS a ------------ 1 B1 .. 4x8 2.5x411• 3X411 f 4-11-1 9-8-7 14-7-8 ` 4-11-1 _ 4-9-5 4=11-1 Plate Offsets X [4:0-4-9,0-2-01 LOADING (psf) SPACING 2-0.0 CSI DEFL in (loc) I/defl Ud PLATES ' GRIP TCLL 20.0 ' Plates Increase 1.25 TC 0.46 Vert(LL) -0.16 '6-7 >999 360 MT20 197/144 TCDL 18.5 ,' Lumber Increase 1.25 BC 0.73 Verl(TL) -0.36 6-7 >475 240 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.02 • 5. n/a n/a BCDL 6.5 Code UBC97/ANSI95, (Matrix) Weight: 53Ito LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-5-6 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 9 WEBS 2 X 4 SPF No.2 REACTIONS (lb/size) 8=645/0-3-8, 5=645/0-3-8 Max Horz8=-48(load case 4) ' Max Uplift8=-81(load case 7), 5---81 (load case 5) FORCES, (lb) - Maximum Compression/Maximum Tension " TOP CHORD 1-8=-584/118, 1.2=-2298/396, 2-3=-2494/442, 3-4=-2494/439, 4-5=-572/111, 4-9=0/0 " BOT CHORD 7-8=-56/282,6-7=-335/2294,5-6=-88/476 +. WEBS 2-7=-387/113, 3-6=-326/101, 1-7=-343/2057,2-6=-51/199,4-6=-300/2036 NOTES 1) Wind: ASCE 7.98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=3.9psf; Category II; Exp B; enclosed; MWFRS+gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for MWFRS for reactions specified. " 2) Provide adequate drainage to prevent water ponding. "loads. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live . . 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 81 Ib uplift at joint 8 and 81 Ib uplift at joint 5.,, 5) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1Od nails. LOAD CASE(S) Standard pROFESs�o� \AM 7. �'9! ^LU C., 4229 r . a - EXP m * 6130107' ", • N9 � � r .. CAVIL �CF - CALIF C��\P > Nov. 10, 2004 f 7 • 7 7 • 7 Job - - Truss Truss Type QtyPly - HIDEAWAY LOT 208 - 04-1034 SF05 SLOPING FLAT - - 9 1 Job Reference (optional)- ' A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:52 2004 Page 1 4-11-1 9-8-7. 14-7-8 4-11-1 4-9-5 - 4-11-1 Scale =1:23.1 Design is based on Dry Service Conditions. C—bo, 3116' •' Building designer must provide details to keep out moisture. ' 0.25 12 e 4z6 =. - 2 azC = Izd II 3 .. , 8-10 W2 • - • BI - WI 4-11-1 9-8-7 14-7 8 4-11-1 .4-9-5 4-11-1 k Plate Offsets X 14:0-8-0,0-5-41 LOADING(psf) SPACING 2-0-0- CSI DEFL 'in (loc) I/deft Ud PLATES. GRIP - TCLL 20.0 Plates Increase 1.25 TC 0.81 Vert(LL) -0.15 6-7 >999 360 MT20 - 197/144 TCDL 18.5 Lumber Increase 1.25 BC 0.49 Vert(TL) -0.34 6-7 >498 240 BCLL . 0.0 Rep Stress Incr YES WB 0.70 Horz(TL) 0.02 5- n/a n/a r BCDL 6.5 Code UBC97/ANSI95 (Matrix) Weight: 60 lb ° LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-6-0 oc pudins, except end verticals. ' BOT CHORD 2 X 6 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 'Except* W3 2 X 3 SPF Stud, W1 2 X 3 SPF Stud REACTIONS (Ib/size) 8=638/0-3-8,5=642/0-5-4 Max Horz 8=-46(load case 4) Max Uplift8= 80(load case 7), 5=-83(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1.8=-517/106, 1-2=-2287/392, 2-3=-2233/399, 3-4=-2234/396, 4-5=-374/74, 4-9=-0/O BOT CHORD 7-8=-81/442.6-7=-33412283,5-6---171/977 WEBS 2-7=- 347/107,3-6=-311197,-1-7=-30511875,2-6=-55/14,4-6=-17511263 L NOTES , 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=3.9psf; Category ll; Exp B; enclosed; MWFRS gable end zone and C -C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL --1.33 plate grip DOL=1.33: This truss is designed for C -C for members and forces, and for ' 'MW FRS for reactions specified. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1.1995 angle to grain formula. Building designer should verify capacity of bearing surface. e 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding80 Ib uplift at joint 8 and 83 Ib uplift at joint 5. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard pROFESs/o op m 7: • t� � Z h LU - P34229 m E 6/30/07 9 IL �OFCALIFO�� i �P + Nov. 10, 2004 ' 0 Job - •- Truss Truss Type Qty Ply -HIDEAWAY LOT 208 + 04-1034 SFO6• SLOPING FLAT - 1 1 - - Job Reference�o tional ` A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:52 2004 Page 1 4-11-1 9-8-7 14-7-8 4-11-1 4-9-5 4-11-1 ' Scab a 1:23.2 -Design is based on Dry Service Conditions. Oembw=V16f Building designer must'provide details to keep out moisture. ' • 0.25 LL2 • 4x8 = 1 1 06= - , 2 40 .. T1 1x4 II � _ W2 • # T 6x6 —. 4x6 = 2.5x411 ' 3x411 4-11-1 9-8-7 14-7-8 ` 4-11-1 4-9-5 4-11-1 Plate Offsets X [4:0-4-9,0-2-01 LOADING (pst) - F SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.46 Vert(LL) -0.16 6.7 >999 360 MT20 197/144 TCDL 18.5 Lumber Increase 1.25 1 BC 0.73 Vert(TL) -0.36 6-7 >475 •240 BCLL • 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) •0.02 5 n/a n/a ` BCDL 6.5 Code UBC97/ANS195 r (Matrix) Weight: 53 lb ' LUMBER BRACING TOP CHORD 2 X 4'SPF No.2 TOP CHORD Sheathed or 3-5-6 oc purlins,, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 REACTIONS (lb /size) 8=645/0-3-8, 5=645/0-3-8 ` Max Horz8=-48(load case 4) Max Uplift8=-81(load case 7), 5-811 (load case 5) ' FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=-584/118, 1-2=-2298/396, 2-3=-2494/442, 3-4=-2494/439, 4-5=-572/111, 4.9=0/0 BOT CHORD 7-8=-56/282, 6-7=-335/2294, 5-6=-88/476 " WEBS 2-7=-387/113, 3-6=-326/10111-7=-34312057, 2-6=-51/199, 4.6=-300/2036 ' NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=3.9psf; Category Il; Exp B; enclosed; MWFRS gable end zone and C -C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for MWFRS for reactions specified, 2) Provide adequate drainage to prevent water ponding. r 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 81 Ib uplift at joint 8 and 81 Ib uplift at joint 5. 5) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard ` pROFESS7O �O \ 1PM T, e0 ti9 t� LU 34229 m 6130107 N� 9� CNIL �FCALIFO��\P `. Nov. 10, 20,04 9 7 • • 'i r Job Truss Truss Type Ory Ply HIDEAWAYLOT208 - 04-1034 SF07 - SLOPING FLAT 1 - Job Refer6ce (optional)- c A.C. Houston Lumber Company, North Las Vegas, NV 89031, TN - 6.000 s May 19 2004 MiTek Industries, Inc. Wed Nov 10 06:19:52 2004 Page 1 4-11-1 9-8-7 14-7-8 4-11-1 - 4-9-5 . 4111 swlu = 1:23.1 • _. 4s= 0.25 LL2 1 4z4- = - - 4z4 2 . - 1x4 11 • - W2 - 04. _ - - 4a= ' 2x4 II ' Anchor to prevent uplift - 4-11-1 9-8-7 14-7-8 4-11-1 4-9-5 4-11-1 LOADING (psf) ; SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES . GRIP TCLL 20.0 Pates Increase 1.25 TC 0.54 Vert(LL). -0.02 6-7 >999 360 MT20 197/144 ` TCDL 18.5 Lumber Increase 1.25 BC 0.24 Vert(TL) -0.02, 6-7 >999 240 BCLL 0.0 Rep Stress Incr YES W B 0.38 Horz(TL) -0.01 6 n/a n/a BCDL 6.5 Code UBC97/ANSI95 (Matrix) (.Weight: 53 lb LUMBER BRACING TOP CHORD 2 X 4 SPF Not TOP CHORD Sheathed or 6-0.0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 _ BOT CHORD Rigid ceiling directly applied or 5-0-2 oc bracing.- :. WEBS 2 X 4 SPF No.2 REACTIONS (Ib/size) 5=154/9-4-8.7=79;/0-5-8,'6--336/9-4-8 Max Horz7=-53(load case 11) ` Ir Max Uptift5=-101(load case 13), 7=-204(load case 16), 6=-93(load case 17) Max Grav5=234(load case 8), 7=904(load case 9), 6=384(load case 8) fORCES (lb) - Maximum Compression/Maximum Tension - 'TOP CHORD 1-8=-73/62, 1-2=-618/1150, 2-3=-289/430, 3-4=-490/626, 4-5=-197/114, 4-9=0/0 BOT CHORD 7-8=-39!76,7-10---851/578,6-10=-1312/681,5-6=-537/699 - WEBS 2-7=-62.4/217, 3-6=-361/99; 1-7=-943/596, 2-6=-729/1266, 4-6=-776/486 y i NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=3.9psf; Category ll; Exp B; enclosed; MWFRS gable end zone and C -C Exterior(2) zone; cantilever left - and right exposed; end vertical left and right exposed}Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C,for, members and forces; and for '� • , MW ERS for reactions specified. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 101 Ib uplift at joint 5, 204 lb uplift at joint 7 and 93 lb uplift at joint 6. 5) This truss has been designed for a total drag load of 1100.Ib. Connect truss to resist drag loads along bottom chord from 5-3-0 to 14-7-8 for 117.3 ptt. , 6) Design assumes 4x2 (flat orientation) pur ins at oc spacing indicated, fastened to truss TC w/ 2-10d nails, LOAD CASE(S) Standard c Y . PROFESS/ ��O t: op'M 7' eO0,1,9 ! \�� /V C9 2 / " W n C 34229 ' i * EXP f 6/30/p7 m N ? S ` C/V(L \P h. ' CALIFCR� _ Nov. 10, 2004 I r The A.C. Houston Lumber Company's Truss Warranty Project Name: HIDEAWAY — LOT #208 Date of Delivery: 11/15/04 This document shall be considered an express warranty by The A.C. Houston Lumber Company for trusses we designed and manufactured for the above - referenced project. This warranty shall supercede all other warranties whether expressed or implied, written or verbal. Warranties: The A.C. Houston Lumber Company.herein warrants for a period of ONE YEAR from the date of delivery referenced above, that the manufactured trusses shall be of fair and average quality in the trade and within the description of the contract and the project's documents as produced by the registered professional engineer for the project, hereinafter referred to asthe "Engineer -of -Record". This warranty is for truss design and manufacturing only and specifically excludes installation and damage to the trusses when the trusses are out of our immediate control. This warranty also specifically excludes work performed by the Engineer -of -Record including, -but not limited to, structural design of the structure, structural drawings and construction design documents. Upon written notice, The A.C. Houston Lumber Company herein reserves the right to inspect, repair, or replace trusses that are not in conformity. to contract documents, the Engineer -of -Record's project documents, improperly designed, or defectively manufactured trusses. All remedies and damages are strictly limited to repair or replacement -of the non -conforming truss or trusses. Such replacement or repair necessity shall be determined at the sole discretion of The A.C. Houston Lumber Company. Replacement or repairs shall be performed within a reasonable period of time and The A.C. Houston Lumber Company shall not be responsible for project delay damages or repair and replacement of other trades' work. This warranty shall be considered void if the truss or integral truss structure is affected by adverse influences including, but not limited to, moisture, temperature, corrosive chemicals, gases, cuts, damage caused by or contributed to by another trade, improper installation, improper or insubstantial bracing, improper field storage and handling, or additional dead or live loads beyond that stated in the truss engineering attributable to: roof, floor, partitions, mechanical, fire sprinkler systems, attic, storage, wind, snow drift, seismic or other acts of nature. The foregoing warranties are exclusive, and are in lieu of all other . warranties, whether written, oral, or implied, including any warranties regarding the merchantability and fitness for a particular purpose, not' specified herein. Revised 02-03 `CONTENTS L PAGE ' EXPLANATION OF ENGINEERED DRAWING..:,....'............:..,..:.`�.:.... 2 5 F SOLID BLOCKING BETWEEN TRUSSES........:..::.....:...:..:.................... 6 TRUSSES WITH STAPLED.NON-ST-RUCTURAL'GABLE STUDS ......:: 7-9 ' STANDARD GABLE END DETAIL .................... ' 10, 11 STANDARD DROP TOP CHORD DETA.]L...........::.............:...:.:......... 12 PURLIN GAB LE,. D E TAI L :.........................:....................................::.......13 ! FALSE BOTTOM DETAIL ..........I.............. .......... 14 ; CORNER•JACK DETAIL.............................. ........... 15; .16 VALLEY. TRUSS DETAIL................................. .:.....:........................,...17 ' INTERIOR BEARING OFFSET DETAIL ................. .... . 18 WEB BRACING RECOMMENDATIONS..- .................;........................:....:.. 19 LATERAL AND ALTERNAT. E-BRACE`DETAIL ...........: .............. ......". 20 FLOOR TRUSS:REPAIR ' T.C. DRILLED, CUT'OR+;,NOTCHED ............:. 21 SNCMA LETTER-REGARDING TRUSS OVERLOADING.....:..'...:.. 22 1 PIGGY,BACK'ATTACHMENT DETAIL.:.:.........:...::.:........:..............:.... 23 BEARING, BLOCK DETAIL .............. ..:.. 24 LATERAL BRACING RECOMMENDATIONS....... .............................. 25 HIP RA"FTE'R�DETAIL........... ........ :............................................. ........ 26 1. ... .. L ; r • ,.. • , E.26 • � .AC HOUSTON Cu"'R: NOTES:' - WALL TYPE IEGENO DATE: _ - ((/ ! LO••OBmESuvl Ip00E NwrO I '� . lOR NAME: 'OI'.IDlEfpgSARA VILCnIWi �,�� LUMBER COMPANY. _ o. Oyd[SO+e O?MrtWOS aTEWOR WAD OWING OPTIONS: ]V.G• tlG5211L11RU®Ib0 WE.—NandOSO.E NNG-- 'LumOartnan Slnco 1884' REVISIONS: ° l917la M.- War Ranh lu qqaa: Nv GS01WO PIAN#:' r ELEV: - RO4Wt1UlLL0WtW6 ./ INTERIOR LOAD OEARINO --_ PM'IIBSIe11-5090 ia.: IIOSI N]a!]6 10r0�01WW. pOLD"ffi 0LSi5 INTERIOR NON -LOAD BEARING .._ lOB#: DRAWN BY: aG.RTtlh➢BfLEWa: :.�t�, ��. ,, �. �.�i ,�"� �.r ro`h'� 2 � • .en'.,'w'z' �� ,� ,u,•. afE,i•- .. • � - rte e"'y :.; ;. 2� b�; �s y �a�� • . �.�,: .'.-�,-,... �ws�'.�.., ,,,��,_ a. lea ". � r a -xL : >. �su°d$ . f ��z�Y �� 3Cumulative_Q[merlsions; ��-�� .. p' ,.f. SS � :a�'?s .��> - :wSaP Si'r� {�,fl�� 3 b'v ;�>. • "' � :• .:. -mss a: ., z£ .�.. 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J" >s>y.•f: j,<E OverallTrussHeiglw ht�F: r Y '� r , Bearing l oatlon ? x;� z �� q 9.===s het a .�✓ a �k€ t�Bi:.;:"}; �: :`� z,.k�. >u..�r..,. .;,�3,�. �.�°. �,;: .kik.;,WIN, ' .:: -' ? w:. • J....�., z M1'^u`".'.os3 :.ww:.'s, a'z .,;:> . q. 's Kii -`;` ....? ;d'+;>,. ., a 3k ",,. -- --- w iEa ta, - ;,z. ,,s1 ��:�TfUSS•S an:: feet. I:II>?heS��a.:ra'�'`' tMPlate Offsets ��z- `�� i �:; f. :4 . �z, :.°� .. �,�` �� ,• Yflas' `aMO- a�,.s�.�'.. :..i".y �'`F;� yr.p,G g t ' t .. f « 'u�'«re�^" . Y C a, < 1 Fc s ". _ , ./• d.s i.II; .: c. '3',� s 1Desi4n Loadinga(tPSF)- n ;�. �NO a . i r ,,'�•,'''.�.ft7aar�-ay'z �_'"'zy'ss 3' S:ea'� - ;tJ 11.' 'sew - t�w'`v,,A?rsi •>_..= R,,.s,�3.xca>°£M1'' SflaclnQ C,(feet-i,r�ches s xteenths).: e y ;' Pg� 2== _ `r�<x i z >:. „✓ r ¢� L�' ': w. Wim. �i ' � :tf'. >,"��q�a3• ��"� iT�y3�X'a�,3��F�:. .:�tS �,�` .. k : '� '� -O`^� "g £ e .. ,a I. of �=o d M1for�Pl t•�eand �� y; _ � . ,,,_ ,�° �.'� �� `�. � w .`�•. ti.: � �.c:� yy �.g ��' •j ' e;Lj > .s' � . �. 7» � e�r„r t�,R'•s-z `;� ' .g Vii?°..; w R�, a9. M. �.. . Fir r �� "" I' iq �rs•� <.�.,��. '�°�..:E.,.?r �. A,3�,. ° - s: 3. d •. P ,>.t_2 }V.. h53 mea e: b'13, .�Z r ' s" ,�„a,.,. 'v,5'n .,-rr.k:�-z;F :'•P�" 'COd2iy'rFEr� � ��> �"I`�v�..�, � �;::a�? : "• .. �''„�” .,�aq :�> ...rs;.¢.' i:� ..;� h�" �,,r� a^;: �`".� �Top'Chord,E,Bottom -Chord and" Web��fx��. _ - •, �,;� ��. � ��maxlmurna•cornbined`stress�lndlclx s ;�� , _ �f�,a„ �n Xf,. � �,. ,ate.-::�:. �:�. {,,��.•s, a �v SE 'a- _ J.. � ,9.E >39:�3d�...,.�. ag `.X� ,>,aa�' `i'�''a—z�'"'."*'sr?;£,:. ��•. V:.. �� - �' � a�..a°s,s•:3,�. •(";�, gt'z _ � `s;� . a.n,>. .. 1. ,. .mak, :, : ` t [1�1E1 afl r�hlnnc,?l:fnr h�oesl4san Cn�an tn:s< M0, 1 •ak .'ice $ a 4 f s�Input S<pan, s i r3 .cFMIT00Platq, 3 o+' � l "L" umber Rei React ongip a Doo �M MaximurnrE o ipp, mrl {} a " 'Kea ctron %�� 'Requlred�M Mm ,: b�� fir: ..Y:' €� mm) Ax xv os a tes ; YIN O VAdditlonal F3F= 1 §MrussWel` • �'�f�MlTek;�Industrle. gK Q,x �aut ` ...fib ifi MSu to 300r GhesterfleldMQE DefiectiQn Ra IQ ,Y i ICJXFiI:JO 9iaFita+ 'L -z' CSI i: 411 ibmi t�<. m J^ ACC5 q 7; �., 1 : ridc�Ys Y`?,aa•. ;� .: it- .a't�ti's .aa,' i>J Kiso-1iriV.F.T 'x'1.411 0 �'3kT't owab es�(P I) < Mf, eta Ca :%l:raaa `Ls : Ii�:j:i - E 301$ 4o'- f w 1i � k emesis . scE•4a "'V t: * Z"t. - > 3 +': /--.,moo >'a.ZJ.-:`k:e .e_. 7 isrl.0 tiu^ :tx 9,. a>l-t-,z .§r.: ;.i•... x '.<S'iv i .,,°+s.' gg SFA qul:r-*edch�es) f• I andHo1o��k I� 3R��'r�u+,o;1 s iv;=fia �..>,•t VA ber�B�-acln9��;'��` �_ r�sJ xe�u7-��;a.t.,�,.: :��?a?�dx�s»a�.�•��" � £�a:.. .i� mzF4- ,�ii{t>�'. ,£,.1_�� :R°^.v ..i:«:.y: , - E.D' . s .RR'i x.. .. �• .�Ea'. - _. �.s a 1 :;.:. aa.. �i . is .,y� x -'�. "' J' Forces fo Load CabtS, F*1'c 14, j d, p,:1.,f 3t Y9 f :a . ;v u f -.11 IMI VI,1�1.k�; Iva), i az ` : z .',ii' S'=; : sg l ^' f', 4.s�:•,'3 69+ ? sas, Y°a .a.1. y...3 i,,° .'"t k?s. iv,.f S4uq -is is, y a s a� j„3. 5 G43:: a��aa Ss + tfS>t•4E g” YR'�,> 3ih-.$I,t.A,i`u&'?ow SSS Fi �s .{� / ad�Case��= 4 a3a• . $ ,''`'i:' ' u a F :3 4$nwA�a.:;egrft aw; 4 �z;uF €. +.:. i,,d �S^fid'= e vW$s:i 331 r..;c�.dt2•s;i..c:7...e.,. �as`. i v sxc, tGe;rs;.s g,za�.siaEE_e, i A•�S_Y<dp ,�.9.,:as. a �Y?o'.f:9.: 8�r3 yytj +s's� s..,! ; . .ara,r S:.wa �"?ea l:�iz: "aa t�•, di 77 f(�� "tii .� ;<F:: s� i,��.t;�� a.a"'�i s��''�,�if� >d Fs'iSP9s�t; ;F ;�: •_; +.�: - ' � vJ:, y:.; �� k' �'�a�a�`a'ee3 ��: ; �1'c'!:J•tc� �+ N. � �w,a't,:sr� f.� a 9ca°fd4y? r.�.,1°;ra'i &art zusif ss,.nr 1G;aatiS"$ a �� i'�'! c� �:u a vs s ��!>` � tw..s<.+t-+�;,a';e r . ``<• �'E.wr's :ia'S,..'P7S .�ib . . Pa..ai.Srt i:3s£ •� , �; .. •,: ES 53 3. . � i z` c z,?:': ; .`.. �•n>. 3� R> C ' d. '43, �a t'e tia.`i+3 r'3L °'�'9 [3.3 �[.: ;%d. 1.tL a 3. Sch' % �;a a dY:Bs' o� -za1 t ; S ,:. Ski ` J e,PtaTts. SAMPLE, e � �Janiy Lwtr(7 + _ RIOT FOR PRODULTClN Joh I russ Qty Ply 7,uMss,,Oype DISPLAY ROOF 1. N 1 1- - - —� --W5.000 5.000 a Feb 6 003 fGliTek Industr e— s, Inc., pilon Mar 17'14:26:39 2003 Page 1 A�0 0 F 5-4.5 10-2-3 15-0-0 19-9=13 24-7-11 30-0-0 , 32-0-0 2-0-0, 5-4-51 4-9-13 4-9-13 4-9-13 4.9-13 5=a-5 ; 2-0-0 g , ` 4x4'= , 6 y t. C r - - 6.00 72 � \ � �� - l 1x4 II 1xa II 7 3X4 \\. a� e• 1X4 � \, �� 1x4 '�.; .. 9 • 3 / .. 2 10 01 j 3x6- 14 .. - 1�3\ _ 12 ' _ - f 3x6 = r T .. _ - 3x6 = -- 3x6 = 3x8 ' P, r'+ .10-2-3 . 19-9-13 3.0-0-6 , 8 • 10-2-3 - 9-7-11 10 2 3 - Plate Offsets (X,Y): 12:0-3-0,0-1-41, (10:0-3-0,0-1-41�� R LOADING Ipsf) 1 SPACING 2-0-0 J P� CSI N DEFL in Iloc) , I/dell P PLATES GRIP TCLL 20.0 i Plates Increase 1 .15``� TC 0.29 Vert(LLI -0.09 14 > 999 M1120 249/190 TCDL 1O,o Lumber Increase'. 1.15 K BC 0.83 Vert(TL). -0.39 12-14 >907 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.07 10 n/a Q BCDL 10.0.. Code BOCA/ANSI95 L 1st LC LL Min Udell = 240 Weight:158,lb ; LUMBER BRACING J TOP CHORD 2 X 4 SYP No.2 u TOP CHORD - Sheathed or 4-2-1 oc purlins. BOT CHORD 2 X 4 SYP No,2- Q. BOT CHORD Rigid ceiling directly applied or 8-6-11 oc bracing. WEBS 2 X 4 SYP No.3 / REACTIONS (Ib/size) 2=1317/0-3=8,10=1317/0-3-8 /. Max Horz 2=.-175(load case 5) Max' Uplift2=-341 (load case 4): 10-=-341(load case 5) 1 FORCES (lb) -First Load Case Only TOP CHORD', 1-2=26, 2-3=-2024, 3-4=-1722, 4-5=-1722, 5-6=-:1722„6-7=-1722, 7-8=.-1722, 8-9=-1722, 9-10=-2024, 10-11-=26 ' '% ' BOT CHORD '2-'1.4=1794, 13-14:=1140, 12-13=1140, 10-12=1794 WEBS 5-14=-294, 7-12=•-294; 3-14=-288, 6-14=742, 6-12=742, 9-12=-283 } / NOTES v�r 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per BOCA/ANSI95; 90mph; h=25ft; TCDL = 5.Opsf;,BCDL= 5.Opsf; occupancy category Il; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL= 1.33. ' plate grip, DOL = 1.33., f 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 341 Ib' uplift at joint 2 and 341 Ib '1 uplift at joint 10. A Cun'tulative: Dimensions m TC, BC, 2.nd7Vveb Maximum Combined Stress Indices -LOAD CASE(S) Standard v 6 Panel Length (feet - inches - six.tei>ntla] N Gefiecticr,s {incl es; and Span to Deflection ratio CSlope. O Input Span to Deflactior: Ratio D P!e.e Size and Orientation P ,fviiTelt Pia'-ze Allo'vRables (PSI; . r E Overai! Heigh: t it Luini;et P.equirernents F'Bearing Location ' R Reaction !pounds) G Triuss Spar: (feet- inches - six'tean'i!isl -1 S Minirnum'.Searing Required (inches? H Plate Offsets., T NILAmum Uplift andlur Horizonte? Reaction it Applicable I Design Loading ;PSF) U Required A:lember l rscinra' ? J Sparing O.C. ;feet' inches - s x'eer is). V Nlarrlbor Axiel Forces fcrr L oaa, Case 1 T -s3 - Truss Type . - ,Qty:. Ply 'r•i)T,.k 'ai; Site .517E FT -0I. ...... rl OOR .....••_!.. 1 D -3 Bea i 3 Floor Tms •.. . 5.200 s )un 2U 30173 rGT Industries, Inc. Sun Jul 27 05:59:00 2003 Page 1 , .: .- <. A:� . .. 1 @ 9:,..'._ 6D i:., 'G ..:7.G .2G>,6.. 1 1 c -1;4-G, t'i6. '1. 717 - . 1A Fp: .Y.+ is .: Y a.�.. 2G.E... ...:. ..lie....... ]i G.,lj+0 .. .. ..... ......... t]e ....-.... ..e ... e.: .. .,......le !]:7..:. ... ..5%4.. V ... ..... ..: e'prrs s (x v) 11 n 3-n;i.3P) ,L}:g > O EdJ.) (rJ 0 " Ed7 1 lP.b 3 0 i l } 1 Q,bdgej OINQesl) SPACING 2-0-.0 :CSI DEFL in. (loc) irde(i Lid PLATES GRIP 40.0 Plats Increase 1 00 -- TC 0 57 `� Vert(U L} L40A3. f-.+.SSb 360 1.11720 k-Ia3,1190', L -j U 0. LumUer Increase. 1 Ct. .8C 0 �E Vert(IL) 0.6- +E 7F. ).382 2.10 / f1112OH ih7/lfl3 0.0 Rep' ' 1 tress ncr lE5 LVB 0. fit Horz(- ) 0.67 A4 • -,;a n/a L .0 Code' 60CA/TP12002 (�1 'u*1 - Waiyht:,1781U IBER-10RACENG - ''- CHORD 4 X 7 $YP N6.2 TOP Ct1ORD, atmaiwai vmod Ibe,7t11 nJ airec } ippliec or 2-2-0 oGi CHORD 4 ,Y2 SYP No.1 Except.? purlins, LFCept end �tllJwls. ,P 1 4 X 2 SYP rto.2 BOT Ci (ORD -Rigid cedin8*ditewy applien or 6,-0-0 oc.hracirg. 4s.'. - 4 X'2aSYP N6.3 - .. - - ERS 4 X q sYP stud - CTIONS(ib/site) ,J1=937/0.3.3, AA -•2066/0-3 B U-259/0 3-B Max Upll(tU--t00,load case 2) - ttx.l rav At4-956(Toad case 2), AA-2066(ioad carr• 1),U-431(ind case 3) - ICES (Ib).- Mazfmum Compression/Maxintum Ten$fon. C!'IORD ..Ul-AL=-36111; T -AL= -36/0, E-F=-3449jp, F -C=-31449/0, C. H=-2710,IO; HcI.=: 2694f0, t1-.1=-18"44/0, J -K=-352,1250,• - K,L-01227.1,'L-M=0/22%6], m -r-)=0/.1742, N^O=•370!]Z83. 0•11=4'?311284, P -n=•750'1664, 6-R--753/664, R-1;--77Gj3'74, 5-T•-.210. A-AML:956:0 - - CHORD - A)-Ari=0/0, Al:•A7=012936; �A1i-A[ =0;3355, AG -All -0/3355, AF-AG=0.53340, AE-AF»,0/1844, - AO -AE -0!1844; AC -AL) -011844, A8 -ACh -117710. AA.AB--1184,'0, 2-A.A 227610, ` -Y ?=•172410, :i-Y_•1065/582,'YJ-X--1.0651582, V•VJ=-620.195¢, kJ -V_ -16C/553_ is .1 -AE= -74 1,10, J-ACIN-AA=-1022/0, P -X=0/3, A -AL -0j2036, C-AJ=•237/0: - - D•A:I--1173rD, D-AI=(1/566f,•AT ?.513/0, G-AL41/179, G -AF= -78410, H•AF= -524((1, - - - t-AF=O%5$8.6, K-AA._-14t38r0, i(-AC=0/1604,.)-AC.=-2068/0, 5.1J='-671/203, S=V=,261/273, ' R,v=-2711.310, R -t'4 449/0, P-Vl=0/410, O -Y=-1.1.6/34, l•1•cT.--635;0,.1.1-7.=0/907„ • N••r nnoz3, P Y -sslyn l ,450 STq`r�� .: :•. J -E5 _ _ P • - ribManced f)nor live loads have heen 0nsidrrdfor thls•desfgn . • q• - - 9 11:plate s are 1,11I10 plates unless outer lee Inoicated nit truss requires plate inspection per the "1'oorh Count Method Ivnen.Utla.truss is chose.. for quality ME ssurance: earing at jolnt( j Ain considers pa{allal Co grain Value uiing:AVSI/TPI 1-1995 angle to urain hrmuia. ' y, Mi.rek• T ' lifidmg d igner shm 17 vtrdy cap OT be wing stirfac.a. Ae RT7 U5P.4ornectors vkommendtd to colmect fruis to bearing k7Allt, dtie to uplut at:jt(s) 1j, esign assumes 4x2 (flat orientation) put ilro'aboo spacing ind,eated, fa,teni:d-to (nus TC tv/ 2�70d nails -•y0/SS3- ecommend 2x6 slrongnack8, on edg_:, spaced,at 10-0-0 oc and fastened to "P_ach truss with 3.16d nails, ""`-` trangbacks to be attached to.wsRs at their outer ends or restralned by othei mean's:. SAMPLE: - ) AUTION-Do no rest iruss backwards,- NOT FOR PRODUCTION ..... D-CASE(S).'Srandmd :............ ... .... ....... ..... ... �..OF .2 ' Job rruss Truss .Type Qty , Ply " DISPLAY FLOOR] FLOOR 1 1 Job Reference to tionaq_ 5 00 s Feb 2063 Miree.ln ustnes, Inc. Thu fvlTr X09:'17 25 003-Page 1 . ... .1x3 II 3x6 FP= 1x3 II - E1x3 = 3x4 3x3 = 3.3 = 1x3 II 1x3 11� 3x3 =. 1 3x3 = 4x4.= 3x3 II 3x4 = 13x3 = 1x3 IL 3x3 = 3x3 = 3x3 = 1x3 = 7 2 3 4 5 6 7 8 9 10 '11 12 13 '14 15 16 17 1834 N' 0 35 .33 32 31 30 29 2.8 - ,27 F 26 25 24 23 22 21 - 20 19 ,• •3x6 = 3x4 = 3x3 = 34 = 3x3 = '3x3 = 4x4 = 3x6FP= 3x4 = 3x3•= 1x3 II 3x3 - - 3X3 - - 3x6 3x6 ` • p ). 2-9-0 5-3-0' 6-6-0 7.9-0 9-4-8 11-10-8. 14-4-8 .17-0-0 19-7.8 22-1-8 , 23-6-0 24-9-01 27-3-0 30-0-0 , 30-0-0 LOADING (psf) SPACING 2-0-0 I L CSI 1�� OEFL in (loc)° I/dell Q PLATES GRIP TCLL 40; 0 H Plates Increase 1.00 TC 0.71. VertILL) -0.18 3041 1999 M1120 249/190 I TCDL 10.0 Lumber Increase 1.00. J SC 0.75 Veft1TL) -0.24 30-31 >829 BCLL 0:0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.04 26 n/a BCDL 5.0 Code BOCA/ANSI95 j< IMatrix) N 16t LC LL Min I/deft = 360 Weight:.156 Ib .r LUMBER T BRACING 1 TOP CHORD 4 X 2 SYP No.2 f TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 4.X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 4 X 2 SYP No.3 Q' R r. REACTIONS (lb/size); 33 = 774/0-3-8, 19 = 508/0-3.8, 26 = 1978/0-3-8 CJS Max Grav 33 = 803(1oad case'2), 19 = 610(Ioad case 3), 26 =1978(1oad case 1) FORCES .(Ib) - First Load Case Only U • TOP CHORD 33-34=-37, 1-34=-37, 19-35=-43, 18-35=-43, 1-2=-2, 2-3=-1353, 3-4=-2098,4-5=-2186, 5-6=-2186, 6-7=-2186, 7-8'=-2186, 8-9=-1,264, 9-10=63, 10-11 =2035, 11-12 = 2035 12-13 4617, 13-14=-732; 14-15=-732, 15-16=-951, 16-17=-784,'17-18=-2 BOT CHORD 32-33=826. 31-32=185g, 30-31=2282, 29-30=2186,-28-29=1785' ' 9-30=2186,28-29=1785', 27.28 = 743,' 26-27 = -894, 25-26=-1091,.24-25=-1091, 23-24=183, 22-23=732, 21-22=•732, 20-21 =1032, 19-20=517 WEBS 11-26=-100, 2-33==.1097;-2-32=734, 3-32=-704, 3-31 =332, 4-31 =-256,4-30=-130, 5-30=27, 10-26 = -1519, 10-27 = 1 157, 9.27 = -1 121, 9-28 = 725, 8-28 =-724, 8-29= 546, 6=29 ==271,-1 2-26 = -1257, .12-24=867, 13-24=-904, 13-23=747, 14-23==299, 17-19=-685, 17-20=371, 16-20=-346, 16-21 =-11.3, / 15-21 =298, 15-22=-234 _ NOTES y y1) Unbalanced floor live loads have been considered for this'design. 2) Recommend 2x6 strongbacks,•on edge, spaced at 10-0-0 oc'and fastened to each truss with 3-1$d nails. Suongbacks to be attached to walls at their outer ends or restrained by other means. 3) CAUTION, Do: not erect truss backwards. LOAD CASE(S) Standard V V A. Cumulative Dimensions M, Deflect:ons ;inches) and Spur to De-derti0ii Ratio 6 Panel Length Oeet - inches - sixteenthsi' N Input Span to, Deflection Ratio ' C Choid Splice Face Plate 0 MiTek Plate Allowabies ;PSI! D , Plate Size and, Orientation: P Lumber Requiremcrts e E Truss Depth r 0 Reaction (Pounds) S � i F Bearing.,Locadon' R Minimum Bearing Required ;inches; G 'Truss :pan (feet - inches - 5ixteen hs) S fviaximurn Upiift and/or Horizarrtal Reaction.if App:,cable , i H Design Loading IPSF} T•Required Member Bracing { r I •Spacing O.C. (feet - inches'- ixteenths) U Nle m L:•er. A x i ai Fa r e;i fi;r Load Case. 1 :J Duration of'Lo6id :for Plate and Lumber Desion Y' : V Notes ' K Code W Addaicnal Loads/Load Cases I' L TC, $C. 'We PAaxrr.arnl cnlb r e Stres Inc ces MIT-eiC Induttries, fnc.' 7777 GREENBACK LANE SUITE 109 CITRUS HEIGHTS CA 95610 a . f ® USA . FAX (916) 676 1909." TELEPHONE (916) 676 1900 August'19, 2003., A.C.- Houston Truss Company 2912.East Lamadre Way North Las Vegas, NV 89031 RE: Solid blocking between trusses To Whom It May Concern: , Solid blocking provided between trusses usually serves two purposes. First; it is provided during the constniction phase to help position the truss in place and keep the truss plumb. Second, solid blocking is provided in 'a lateral- force resisting system, through proper , hailing to transfer the horizontal force. - If the trusses have been 'erected in plumb condition, and all the -lateral force resisting elements have been, Installed to form a system, solid blocking may be omittedwithout ` 'causing any problem to the structural system. Project engineer approval on.this issue is required. If you have any, uestions, please contact me at'800-772-5351:' < - Sincere , ;v�C�1i•F_��sl pFESS1p R rti� .9 7 1G 9�� F�V) OiJ� Y. C`cti -n a\ Redon EXP S'-30-04 r- Chief Eng . 1Qa2� QVIt Western Divisuo SOF CAL\ RY/rd t ' 3 - t $ f,•� s No."C05G743 -' ' EAP 6130/2oos JY•.' AU.018 .003 0 • 0 0 Thisshnzmec...i7ng.com .... ovember 3, 1999 A.C. Houston Lumber Company 2912 East La Madre Way North Las Vegas, NV 89031 Re: Trusses with. non-structural gable To Whom It tWay Concern:' P.O. Box 335009 North Las Vedas, NV 89033 This letter is in response to your recent inquiry'. G> 'ion of staples rather than metal gusset plates that are shown on the truss engineering drawings for non-structural gable studs. The trusses in question must meet all of the following criteria for this detail td -be valid. 4--Zr ;F. f' Y_The trusses must have been designed by this office using kNSI/TPI 1-1995 and UBC -97 criteria f:_4-yynth and increase of 25% for lumber and plates, 24" O.C. spacing, 16 to 20 PSI+' top chord live ``l.oa Z. to 14 PSF to chord dead loa 7 to 10 PSF bottom chord dead load,des' windspeed is --r .'75.iVIPI3 maximum, and be single ply trusses only. '.;;•The "trusses must be structural trusses and be approved by the building designer for the intended ''' r': application prior to fabrication All parties involved in the project must accept their -• � responsibilities and perform their work as specified in Ai�iST/TPI 1-1995 and tiYTCA 1-1995. ;out -looker notches are to be installed in the top chord of the truss, they must be ressed specifically in the truss design drawings.- Out that extend longer than 12" e' and the end of the ;able truss are not allowed. There must be no out-Iookers within 24" from the end of the truss, or in any top chord overhang. ' No plates may be damaged or cut. 4. The trusses must be handled and installed properly in accordance with HM -91 criteria. If trusses have been handled improperly, consult professionals before proceeding with installation. All persons .involved in installing should 're ' ad and understand HIB -91 before attempting to, handle trusses. It is recommended that thetruss installer should consult OSHA if there are questions about jobsite safety concerning trusses. `The fabrication, installation, and handling of trusses is outside the scope of responsibility of the truss designer. 5. Never sit or stand on trusses laid flat. Never stack construction materials on trusses laid flat. Never lift truss using non-structural members as connection points. Trusses are not intended to resist lateral loads perpendicular to the trusses.' This is true for all truss members, but is especially true for all non-structural gable studs. They are called "non-structural" because they are not specifically designed to support loads. The structural members of the truss are adequate to support all of the loads applied in'the plane of•the truss. 6. The trusses must be adequately braced. The truss designer specifies only the location of the bracing -that is required for individual truss members to prevent out of plane buckling of that 0 7. A November .3, 1999 Page ? _ . designer. The building designer should provide.the contractor with a bracing plan for the building. This plan may be included in. the contract documents or may need to be specifically requested by the contractor. . Refer to WTCA. 1-1995 for questions regarding scope for ,�. responsibility. TYPICAL -GABLE END BRACING DETAIL. 7. If. the truss design drawings specify CONSULT EUILOINC DESIGNER FOR SPECIFIC OET AIL. .. " "seismic -or wind load had been applied, it is applied in directions that are parallel with the plane of .the truss. 'BLOCKING Trusses ROOF SHEATHING. which are exposed to wind GABLE END S TPUSS / 0 ' /0 acting perpendicular to the face of \ ,41 A the. truss must be braced to resist the lateral forces due to wind load- $ acting on the face of the truss. 'The 5743 m building designer should perform 10131703/ lateral calculations to determine where braces are required. HIL -91 should be consulted for general guidance with WIND, LYE ]] regards to bracingof ,trusses. An additional publication entitled IN OUT OF I /``, PLANE 1 "Commentary for Permanent Bracing DIRECTION y of Metal Plate Connected Wood Trusses" written by John E. Meeks,. =L A. P.E. i available from WTCA (Wood�. �' LATERAL _� r rz Truss Council of America). in tms BRACE /; DIAGONAL WIND publication on pages 8 and 9, the / BRACE BY �p bracing of gable end . frames are j i BUILDING DESIGNER. discussed. It is recommended that the !J 33q 1 building .'designer read this publication., Also consult the "Mitek 1 - Standard Gable End Detail" for additional information. All of these BLOCKING publications specifically recommend a �. cWALL TO. GABLE TRUSS. CONNECTION detail similar to the'sketch to the right F DESIGNED AND DETAILED BY BUILDING -` 79 in many situations. END WALL DESIGNER. 1 1 S. All connections mustbe applied in conformance with At`iSI/TPI 1-1995, current accepted NDS, and/or NES National Evaluation Report(s). �_ • 9. The trusses must be fabricated properly with no'gaps at•stud -connections except as allowed _ io. AINSI/TPI 1-1995. If the above conditions are meet, then (3)-16ga s 2" power driven staples maybe substituted for the specified metal gusset plates. This connection is intended to hold the non-structural gable studs in place during delivery and •installation: These studs are intended to provide nailing surface for drywall andlo'r sheathing and transfer vertical loads from sheathing into the truss. If these non-itructurai gable studs must resist. -lateral loads as noted above in note 6, additional nails or connections may be required and must be specified by the building designer. Plated connections are recommended at all hip over -framing, Dutch hips with setbacks' greater than 2'-0", all girder trusses, piggyback; and valley trusses. • Plated` connections are also ' recommended in any situation where a ledger is to be applied to the truss (Ledgers and their' connections are by others.) This letter applies only to 16" or 24" 0.C: spaced vertical non- '' STANDARD GABLE END DETAIL PAGES 1 of 2 *DIAGONAL OR L -BRACING 9�5I2OO2 REFER TO TABLE BELOW JARIES SHEATHING TO COM.1 124— _ 2X4 NO.2 OR BTR. DF -L 1 1/2" '(BY OTHERS) TRUSS; 4x1X4 OR 2x3 (l YP) 31/21 � 24" MAX 24" O.C. \ ` / NOTCH AT TYP 24 O.C. (MIN.) A A \2X4 LATERAL BRACING DG TOP CHORD. AS REQUIRED PER M NOTCH DETAIL TABLE BELOW. H T \ 3x 'ONT. BR VERTICAL STUD TYPICAL 2x4 L -BRACE NAILED Fx__ TO 2x4 VERTICALS W/8d NAILS SPACED AT 8" O.C. SFl`TinN A -A 4j OADING[pso. SPACING 2-0-0 # OF NAILS AT END CLL 50.0 Plates Increase .1.15 ` TCDL 10.0. Lumber Increase 1.15 4 - 16d BCLL' � 0.0 Rep Stress Incr -YES BCDL . 10.0 Code . UBC97/ANS195 LUMBER TOP CHORD 2 X 4 HF 1650F 1.5E `1111111�6T CHORD • 2 X 4 HF 165OF 1.5E OTHERS. ' 2.X 4 HF - STUD/STD END.% \ WALL •RIGID.CEILING MATERIAL DETAIL A r LATERAL BRACING NAILING SCHEDULE . VERT. HEIGHT # OF NAILS AT END UP TO 7'-0" 2 - OVER 8'-6" 4 - 16d MAXIMUM.VERTICAL STUD HEIGHT - SPACING OF VERTICALS., WITHOUT BRACE WITH LATERAL BRACEWITH L - BRACE •12 INCH O.C. 6-8-0 13-4-0 9-1-0 . 16 INCH O.C. _ _ NOTES 1) VERT. STUDS HAVE BEEN CHECKED FOR 80 MPH WIND, EXP. B, HEIGHT 25 FT 2) CONNECTION BETWEEN BOTTOM CHORD OF•GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. Is 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. ` 5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX. VERT. STUD HEIGHT OF T-6". TOP CHORD NOTCHING NOTES - 1)THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" O.C.. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 100 NAILS SPACED AT 8" O.C. IF STUDS ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. 3) LUMBER MUST MEET OR EXCEED VISUAL GRADE #2 LUMBER AFTER NOTCHING. 4) NO NOTCHINGS PERMITTED WITHIN 2X THE OVERHANG LENGTH. Continued on page2QI 2003. r .f I • 2003. r FILENAME: STDGAB700XD STAN DARD,.GABLE �END�.DETAIL PAGE 2 O ElYp 9-311 � F2 7/17/00 4- 10d NAILS'MIN. ,PLYWOOD SHEATHING 2- 10d TO 2X4 STD. DF -L BLOCK �. (TYP) L 2X4 BLOCK �. i� t SIMPSON A34'' ! ' j OR EQUIVALENT ;iii+ 45° �,,� 2X4 "S D_OR BTR SPACED @ 5`-0" O.C. . SHAL�BE PROVIDED -AT EACH END _ OF LEDGER _ i BRAC :EXCEPT FOR"BRACE EXTENDED STROI GBACK INTO E CHORDS & CONNECTED TO. " CHO S W/ 4-:10d.NAILS. MAX. NGTH 7'-0" GABLE END j ILL, s STANDARD TRUSSES SPACED @ 24" O.C. NOTES (f ^ 1)2X4 N0.2 OR BTR. FOR LEDGER AND STRONGBACK. NAILED TOGETHER WITH 1 O NAILS @ 6" O.C. ; 2)'2X4 LEDGER NAILED TO EACH STUD WITH 4-.10d NAILS 3)2X4 STRONGBACK TO BE CONN.ECTED'TO EACH VERT. STUD WITH 2- 10d TOE NAILS 4)THE'10d NAILS SPECIFIED,FOR LEDGER AND STRONGBACK ARE.10d.BOX NAILS (0'.131" DIA.'X 3- LGT) *THIS DETAIL IS APPLICABLE TO STRUCTURAL GABLE END : 'IF THE FOLLOWING CONDITIONS ARE MET: AUG.. 1. MAXIMUM HEIGHT OF TRUSS 8'-6 2,•MAXIMUM'PANELLENGTH ON TOP AND BOT. CHORDS = T-0 3. THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALL BE BRAGED'@ 4-0" O.C. MAX; 4. PLEASE CONTACT.TRUSS ENGINEER IF THERE ARE AN.Y QUESTIONS. ?�Cf �SirN ��•DL u t ;�, f _ y OT cn pf- fvL 01414 99 q `�!; 1. IL GA , MITEK INDUSTRIES, INC: CA 4x42� Lt �r�t oL. t s� >gs T r CT o; �i a AUG,1 .� 203 .. - hli� arch ��- - -� fig'` �o,c . �� b�� " � - • jONc • � - Lac . L(�mp�� • . Y aT m - Ir' kms- CTyr, 04DOO 9 EXP 9-30-04 CIVI1- C' --OF 0.DlYI �LTmsMl��f Lam e a ; �L&r q(�F. (d ro . REDONG. PA, ' .04 r STS . MT; IVt — - cy t no2� C H.ndliv 6 Erection Ui.cell■neou■ lnlorm■tion Brocina Inimm■don Connector M■rdw.r. Lumber MITok Indu5tnos. Inc. Cr.lma hd.a:q d mnyv.v.a ahJ m pem:led. lh. u e d Nh mrrpaunl Jul b. rPr16d by U. d. ig- d 0. ,YI Wu.l G.:kv .Paw h Ya C.— d w _—.1 n L'. 3140 Gold C.mp Ur. Al 140 . Tempo.ry .nd purrwlen vairlp Iv Ir11irV mnyas.el. mnfl a ur.nu. t u .d.11r.1 ..o m.nE.ra .,a mad.rce .t. TP1 - .n .q'aw µymn and IGr ra.iuiy Wor.1. Itrraa .rl.l W deaynd .Id Qty tin .II now,.ry cod. mnp9arcw, pp -.I. .rd ' -. -'-_. nam rranl m nvJrd. w.. n... m 1.u.1u1 m mn I.ci h.pea a, �.w. and n.d � ...� il. ncho Cordo•., CA 95670 .Ild q mra, ra Yaa1. are b m •Pry In. m..e.,n,a,.a wae..in lrb r.. web b.:e. .nar. rp.I.ad .b dd,. lnoe. .kn r.r.n b/r ure�emre. M d b. .Ia. .M T (100)772.5351 FAX (f1�6J 1-1225 ranl.on✓. -1 ally .9 add .rrd nrw:ga .re mry4d.. 1 IM do.y-� Yuni .avc dn.. ru nr kral h.1iN md. m «NJy rp-d A.g.rL "Oh. P.. ma m d In. W... 9-.Q- -d w� wo+ N ro Inw agog M -d. aawu IIu+. da. Gln bel. m .({J'nd n raq.:mmr. DO M OTIISETI■SOEwGH. G.vd murbr. .. �n.rw n m cs-1, �-n. dl.;IM a.d..P.�e+ Copyright (L) 1992 dw mn}n.n.., V.tun du dla..V L ye and a.a , UffA M.ariea, kc 6 I. u.l, Yud a ar..dlFp, PrI✓ IM /a.oTnos ''n m.V ■ n niyrl■ CMMTER uE4.IBER JVN 10.1992 M nual m eaucl.m b iwJ mlpvw. r pmlw ppwi ml, Ino un l dw V, d IM Iv h— on Ih. W.L d d.l• pA4uvnin nor uiah. .Mr1 br dalitilnr d jdn gyp+ ✓d - c rure.R =. rril•. +:1. up. and prcpary Prod. fLd J porn whir W..a;,.r .a Jur.m aL drw4rp. F..Irr. I..rJ brin .al yl.. YzalYan.` ga.ilm yia« n dd.r.u.yd..Vnawuu+r�kduJ. dl.:y..1 GdV b Ur I. .J ICJlmAp4uuWautr riga m u0 _�/'/�(/y��7��/��, Nr7ek Ydeariw Yc..a u Id .d .or as u a m pukLd t ■n diarn.6r. .n 1n.w.. rLrraW. Yurniy n 1 J„--' '/� rN Lla.l «I.Ya. d WS, V IMPO rai4•auY1Jy k.IM I.ta k.rlon, Iunu4 V, .ryn'.. .N - drpl.w dlM omit/ ..w.+. AIIC rd 7P1 Y �alvu. d ru.po.e.a. _ APRIL 23, 1998 PURLIN GABLE DETAIL ST-HIP01 --- -- — SHEET.1 OF " C'I= `R) Mffek Industries, Inc, STUD SPACING ON PURLIN GABLE .0 BE LESS THAN OR EQUAL TO THE .i. LEAST TOP CHORD PURLIN SPAC114G ON THE GIRDER OR HIP TRUSS, ` FIRST COIviI�fON PURLIN GABLE -� H04 ' m•Picr ) r H03 t - i H02 _I . i. - r . 3x5 ALL PLATES TO BE 2x4 UNLESS OTHERWISE NOTED 3X5, .-TYPICAL TURLIN GABLE", REFER TO ENGRJEERED TRUSS DRAVJRJG FOR EACH INDIVIDUAL TRUSS t SEE DETAIL #3 THE PURLIN,GABLE TO-- BE LAID ON TOP OF THE ��.� � Z ` cC;'NC H.IP TRUSSES AND G�'� 1 p ATTACHED WHERE IT HAS��,�� ' c� -n CONTACT WITH THE Q\E G/G4 2 TRUSSES BELOW. SEE DETAIL # 41 o i 0.n SEE DETAIL # �OFESSIOAJj� JACKS • u., A SEE SHEET 2 OF 2 FOR ALL DETAILS 10 GA'�EO ' U6 1Q STANDARD REPAIR FOR ADDING A FALSE BOTTOM CHORD _ ST-REP10 OC .C) WiTek Indusuies,Anc. Chesterfield, NIO: DO 0 00 MAIN TRUSS (SPACING = 24"-O.C.) a' MAIN TRUSS MANUFACTURED WITHOUT - FALSE BOTTOM CHORD BRACE (T(P.) @-10'- 0- O.C. (fyl, X.) FOR SINGLE TENSION BOTTOM CHORD WHERE RIGID CEILING IS NOT APPLIED DIRECTLY TO THE MAIN TRUSS BOTTOM CHORD. BRACE AS SPECIFIED FOR BOTTOM CHORD IN COMPRESSION OR MULTIPLE PLY MAIN TRUSS. VERTICAL STUDS @ 48" O.C. ATTACHED WITH TWO -.10d (.148" DIA. X 3") COMMON r WIRE NAILS AT EACH END OF VERTICAL 7. 2X 4 STD. (OR BETTER) SPF, HF, `2X 4 N0.2 (OR BETTER) SPF, HF, OF OR SYP VERTICAL WEBS OF, OR SYP BOTTOM CHORD ,- FALSE BOTTOM f TRUSS SPAN A CIVIL NOTES: 1: LOADING:EAR I a J ., -. �•I LIVE LOAD DEAD LOAD r TOP CHORD:, (REFER TO THE'MAIN TRUSS DESIGN FOR TOP CHORD LOADING) - BOTTOM CHORD:. 0•PSF 1.0 PSF 2, REFER TO•THE MAIN TRUSS DESIGN FOR LUMBER AND PLATING -REQUIREMENTS' • 3.. MAXIMUM BOTTOM CHORD PITCH = 6112 4. THE END DISTANCE, EDGE DISTANCE,• AND SPACING OF NAILS SHALL BE SUCH / 4 ®WARNING - VerjN design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE.*. Design valid'for use only with MITek connectors. This design is based only upon parameters shown, and is for an inividual building component -to be Installed.and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing Jo insure stability during construction is the HN -4 A responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance • regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 n p Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719.. C Y 1 i lTer k _ LJ 41. r, u Job Truss Truss Type City Ply Typical End / Corner Jack General Details - All comer jacks and end jacks ALL JACK MONO TRUSS 1 1 meeting requirements listedbelow. Job Reference (optional) A.C. Houston Lumber Company 5.200 s Sep 30 2003 MiTek Industries, Inc. Fri Mar 19 09:16:01 2004 Page 1 200 80-0 2-0-0 8.0-0 2x4 11 Scale: 318"=1' 3 Slope may vary from 3:12 to 8:12 co 0 8.00 ri2 . . U max. May be ornalitted per.Note 4. .Q 0 > 2 2 IBi 4 May be supported by girder truss joined. 2x4 = 1 2x4 \\ with Simpson LU24 or USP JL24. Alternate plate positioning 2x4 I I When `end -vertical is ommitted (note 4), Simpson A35, USP MP34, or.3-10d toe -.j 8-0-0 Max.. nails (per 1997 NDS) may be used. Plate Offsets X Y : 2:0-2-0.0-3-2 LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) -0.20 '24 ' >468 360 M1120 185/144 TCDL 14.0 Lumber Increase 1.25 BC -0.44 Vert(TL) 0.45 1 >59 240 BCLL 0.0 Rep Stress Ince YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 8.0" Code IBC2000/ANS195'. (Matrix) Weight: 29 lb -LUMBER BRACING TOP CHORD 2 X 4•SPF 1650F 1.5E. TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4'SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc•bracing. WEBS 2 X 4 HF Stud REACTIONS .(Ib/size) 2=497/0-3-8, 4=302/0-3-8 Max Horz 2=177(load case 4) Max Uplift 2=-63(load case 5), 4=-30(load case 5). FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/78, 2-3=-161/106, 3-4=-240/67 " BOT CHORD • 24=-33/51 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=8.4psf; BCDL=4.8psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed' Lumber DOL=1.33 plate grip' DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of , IBC -00. . 3) Provide mechanical connection'(by others) of.truss to bearing plate capable of withstanding 63 Ib uplift at joint 2 and 30 Ib uplift at joint 4: S 4) End verticaf may be ommitted on jack trusses less than 7.10-0, provided that bearing is added at JT -3. Connection by others or utilize Simpson A35, USP MP34, or 3-10d toe nails (per 1997 NDS). LOAD CASE(S) Standard aC,I N EF�4 S, PROFESS/O ' Also valid for UBC 97 and IBC 2003 P 9j ��O\PNt T. 60. 0 WILLIAM T. BOLDUc o ") %/ n G) � Exp..12/31/06 �1 / w C 34229. m ` O �CIVI c . EXP. 6/30/07 � Oa ,O. 1�i29g d s� C IVIS IP -SNP OF CAUI - Mar. 23 2004 . .. • ❑OWd O N55 N59 ype � - � ty y � TYPICAL 8-OrJ SETBACK CORNER GIROER GENERAL DETAIL - ALL CORNER GIRDER TRUSSES ALL CGI MONO TRUSS 1 1 MEETING REQUIREMENTS LISTED (optional) - • BELOW. AC. Houston umber Company, North Las Vegas, 69031 4201 1 s Sep 13 2000 Mi ek ndustnes, Inc. ue ep 18 09:4 :24 2001 Page 1 .2.104 rax s1-4 l 114-11 MAX 1 ' 2.1 Ga s1a sea, • � � .. - _ - Sr.�le = 1:76.5 SLOPE MAY VARY FROM 2.83/12 TO 5.66/12 1x4 II - - 4 5 r; 3.54 12 'FL . 1, 7z4 ; SEE NOTES. , W ,g _ 7' ` r W < V1 2 s SUPPORT REQUIRED AT t JT -1 WHEN TRUSS LENGTH 7x1- 7 6 IS LESS THAN 3-0-0. " 1x4 II 7x4 CONNECTIONS BY OTHERS EXCEPT AS NOTED "ala I 11-3-12MAX . s1a s1a •Place sets ( , :0- - .. MAXIMUM ' LOADING (Psf) SPACING 2-0-0 CSI DEFIL In (loc) 11dell PLATES GRIP TCLL 20.0- Pates Increase 1.25 TC 0.82 Vert(LL) -0.03 - 7 >999 MII20 -185/144 TCOL 15.0 - Lumber Increase . 1.25., BC 0.49 Vert(TL) , 0.16 1-2 �>222 BCLL 0.0 Rep Stress Incr NO W8 0.61 Harz(TL) 0.02 8 Na SCOL. 10.0 Code U8C97/ANSl95 isl LC LL Min I/deB = 360 t Weight:'41 Ito LUMBER BRACING , TOP CHORD 2 X 4 SPF 1650E 1.5E TOP CHORD Sheathed or 6-0-0 ac purlins, except and verticals. BOT CHORD . 2 X 4 SPF 165OF 1.5E BOT CHORO Rigid ceiling directly applied at 10-0-0 cc bracing. WE85 , 2 X 4 HF Stud o .REACTIONS . (Ib/size) 2=67510-3-8,-6=926/0.2-0 Max Horn 2=210(ioad case 4) FORCES (lb) _ Firit Load Case Only' TOP CHORD 1-2=28, 2-3=1041, 3-4=10, 4-5=78, 4-0=-152 , SOT CHORD 2-7=1009; 6 -7=1009 - WEBS 3-7=143, 3-0=1077 NOTES (6-4) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 15.0 psf top chard deed load and 10.0 psf bottom chord dead load, In the gable end roof zone on an occupancy category Il, condition I enclosed building, with exposure C ASCE 7.95 per USC971ANSI95 If and verticals ar cantilevers exist, they are exposed to wind. If parches exist, they are not exposed to wind. The lumber, OCL increase Is 1.33, and the plate grip increase is 1.33 + 2) This truss has been designed for a 10.0 psf bottom chard live load nonconnurent with any other live loads pair Table No. 16-8, UBC -97., • - , 3) Provide mechanical connection (by others) of truss to bearing plate at jcirnl(s) 6. y - 4) This friss has been designed with ANSVTPI 1-1995 criteria. 5) Webs 3-6 and 3-7 may be ommitted when end jacks are 5-0-0 or less In length: .. - 6) All connections must be per 1997 NDS requirements. ; LOAD -CASES) Standard - - 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pin Vert '1-2=70.0 Trapezoldal Loads (plf) q(( 4,- M i q y A ..E 7 �' L �• No. CO- Expl. 613012005 CIVIL 9T r 1 v 1 yCU. 3e' 2 5 2001 n r,u1E5 1 - I-FROVIC•E LATERAL SUPPORT FOR TOP IAAX.SLOPE /GRADE FOR BEVELED CHGRD WITH SHEATHING (BY OTHERS) HOTL.FOH COrtNLCT101i .BOTTOM CHORD h n 2-!.sx. WEB LENGTH WITHOUT BR1.CE Of VALLEY TRUSS 1U COuuOHlhuSS LE 2•{ N0.2 DF -L )'-9 WITH BRACE 12'-D-. OLfAIL- b -OH t^ h ]-THIS DESIGN CHECKED FOR 120 H.P.H. —4 W14D LOAD. - F '2.6 .110.2 DF -L (DET.D) 1't/It 1 -ALL PLATES AAP TO B2 NITER -20'S VALLLY_ tai H1II LN THUS] - OL IAIL-D 5-RE"EL VALLEY TRUSSES FOR P.LACEHEIIT 11,,,,, iL. VALLCY -T , • LIN CU.Lrt TRUSS, OR USE DET. -A F�;rla 7Nu55— USE 2-IGd NAILS P�wEUCEHan£U �luA1<.Ito W.Y.II. rrIH01 6 -FOR CONIIECTING'VALLEY'TRUSSES TOTNuSSW/21 I - TO CGr_-".UN TRUSS, USE DET.'B' OR -C- 104NaILs 7 -IF TOP CHORD LATERAL. BRACING .REQUIRED 1S LESS THA.H $PACING OF L / f COuu VA LEY TRUSSES 2{ D. C.) THEN lUP-IVJHD U wluaL ADGITIONAL 1•i LRACING IS REQUIRED. Thula 1.1 _ pAHTI At. HOOF LAYOUT B-l.!TER.lL BRACING.SHALL BE NAILED UCTAIL-A 13— W/MIN. 2-1D NAILS.l lu ICI' / f-var SS DETAIL- U / -1hL-- - AUG 3.5 2.3 �NEEN^ IiunRICA11e CLIP--- �`� P.EOONG Lit: E TA IL -C 11'-O 10�'-O" r C YU -n - --- Q5OM. • `��O1_ l,. � 12 Or,. SI•ucL CIVI TO it - flUlll-U -- — — — — — — — — — Q —syuv. •IJDtl1 E VALLEY TRUSS DETAIL 315211 — - Ia � lot 10' -ti- e' a :. � J • � � �� 'q �`� '� "�-- - ..Ln I fes• a NO t,Z Ci I N;I,c,,,, S •.cl •9'� luc Inecu. 1'llum.lwn Ol.crl 1ilolmrlion Cos ie -d r Hrrdw.rn Lumbi — MiTek Induslrie9, Inc, - ti.. �y ` 'J�.c. 'l.l `w•ti ca. m*P+rr.-..c q o. JV��h R CLqd.0 rd— C 11,0 lnhR„IchoCor.lo.tiCAf5610 (sod) -5351 FA_K(fI6)L71-3225,lot u:E rn� i rl �.yCpfrllht (C�IN2 na.a•...Ir.... •..•-I q •+••.II•. v. In. wor ., pn d+aDcuon Ditcr CnN1EH uEj4EHr.., , •.w,•. �y nu.l.. .Iw 4 pel.<J., V F•II 11 Yp�n V^ �• .y D... rn ..~4 ,•]ud c4 r. . r •.. s. -.p .tln.� b✓y b er o -..dl .I.toA�..f�..nFn..i �.nJ. �'+-!�4 ••�� • WD— Ins. ACG /\ 41� �.�.. �..c~ „...r' o�nl,a .c .w�. wa..'J 1. u a p.r yq . •. . rvn41 •+ n.r.n IIr105• Ili' •�~ , tiJ.(_.w.r. - y.. rJ n. m.(l�• .0 • NIC .J fPI • A n LJ NOV 13, 2001 WEE BRACING. RECOMMENDATIONS S T -W FEE BCEBDRACEE F -L,UIN l t,ULLtzU d UUNNEC HON TYPE BRACING MATERIALS Mitek IndListries, Inc. 1. X -BRACING IS REOUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF ANO/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL. - X -BRACE 1 X 4 IND. 45 SYP 2. THESE CALCULATIONS eA.SED ON LATERAL BRACE CARR.YING 7% OF THE WEB FORCE. A MAXIMUM WEE FORCE (Ibs.) 1 X 4 #2 SRS (OF, HIS, SPF) BAY SIZE 24"O.C. 48"O.C. 72" O.C. BRACING MATERIAL TYPE A B C D BP,ACING,MATERIAL TYPE A B C D BRACING C MATERIAL TYPE 0 10'-0" 3680 " 4600 " 4600 " 6900 " 1344 4600 " 4600 6900 " 4034 6382 12'-0" 3154 " 3942 " 3942 " 5914 " 1344 3942 " 3942 5914. 3942 " 5914 ' 14'-0" ',760. 3450 " 3450. 5175 1344 3450 " 3450 " 5175 " 3450 " 5175 16-0" 2453 3066 3066 " 4600 1344 3066 . 3066 4600 " 3066 " 4600 18'0" 220P, 2760 " 2760 4140 " 1344 2760 " 2760 4140 " 2760 " 4140 " 20'-0" 2007 ° 2509 " 2509 3763 1344 2509 2509 " 3763 " " 2509 3763 F -L,UIN l t,ULLtzU d UUNNEC HON TYPE BRACING MATERIALS GENERAL NOTES 1. X -BRACING IS REOUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF ANO/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL. - ' 1 X 4 IND. 45 SYP 2. THESE CALCULATIONS eA.SED ON LATERAL BRACE CARR.YING 7% OF THE WEB FORCE. A -OR- 3. X -BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE 1 X 4 #2 SRS (OF, HIS, SPF) MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS AT APPROX. 45 DEGREES AND SHALL BE NAILED AT E4CH ENO AND EACH INTERMEDIATE B 1 2 X 3 #3, STO, CONST (SPF, OF, HF,. OR SYP) C 2 X 4 #3, STO, C0I4ST (SPF, OF, HF, OR SYP) D 2 X 6 03 OR BETTER (SPF, OF, HF, OR SYP) TRUSS WITH 2-16d COMMON WIRE NAILS. (3-16d NAILS FOR 2X6 MATERIAL) ' 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH TWO 16d COMMON 'IRE NAILS. (T)IREE 16d NAILS FOR 2X6 LATERAL BRACES) S. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. ' 6. FOR ADDITIONAL GUIDANCE REGAROING DESIGN AND INSTALLATION OF BRACING, CONSULT 050-89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND Hie -9 i HANDLING INSTALLING AND BRACING FOR RECOMMENDATIONS FROM TRUSS PLATE INSTITUr E, SB3 O'ONOFRIO DRIVE, MADISON, WI. 53749. 7. 'SEE SEPERATE TRUSS ENGINEERING FOR DESIGN OF WEB MEMBER. a. THE 16d NAILS SPECIFIED SHOULD BE 3.5- LONG AND 0.162' IN DIAMETER, IN ACCORDANCE WITH NOS 1991. - `LA YAi .tile ^� EXF .TUNE 30., 2013 N�.•09 S 1 �,r!L" NOTE: FOR A SPACING OF 24- O.C. ONLY, MITEK STABILIZER TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A. S. C AND 0 BRACING MATERIAL CROSS BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE STABILIZER TRUSS BRACING INSTALLATION GUIDE AND PROOUCT SPECIFICATION. LATERAL BRACING MATERIAL 16d NAILS (SEE NOTES 4 3 8) / \� Horizontal Blocking X -BRACING - \ MATERIAL (One leg of X,- bracing shown dashed [of drawing clarity. This leg will require horizuntaf bllicking next to the lop and bottom chord so it attaches to the brace plane.) TRUSS WEB MEMBERS Uj C 46901.Xj CL: ( .*\ E'Xp 061°0107 'tr �T 1 _. 19 ® WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. �® Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss md designer. Bracing shown Is for lateral support of Individual web members only. Additlonol temporary bracing to insure stability during construction is the A - W-- responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance • regarding fabricatlon, quality control, storage, delivery, eiection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 'A �j/9/� iTe kO Handling Installing and Bracing Recommendation available from Tfuss.Plate Institute. 583 D'Onofrfo Drive. Madison, WI 53719. 1 Ll o fuss fruss rypa . y y I FLOOR F01 FLOOR 1 1 GENERAL DETAIL 6720 (optional) ous on um er ompany, o as eggs, s e ! e nus r!es, nc. n un 00 pages 2-54 IvLAX. T.C. CUT, DRILLED OR NOTCHED IN 1ST PANEL AT EITHER END MIN. 6" FROM END OFT.G. MA1<. Scala=t:3s.s SPAN AND HEIGHT AS SHOWN IN CHART BELOW, NO OTHER EXISTING DAMAGE TO TRUSS. NOT DISTURBED NOT DISTURBED. 1 3 II 4-0-0 1x7 II 3x6 FP= 4-0-0 1x3 8 1x3 II 3x4 = 1x7 II 3x4 = 1x3 II ~-4x8 = 17 = ADD ON 1 2 3 4 s e 7 8 s ADD ON10 8 19 1 18 15 14 13 12 4x8 = 4x10 = 3x17.5 M16 FP= 3x4 =3x4 = 4x10 = 4x8 = MIN. LUMBER SIZEAND GRADE: MARC LOADING: (PSF) T.C. = 4X2 SPF 165OF 1.5E SPACING = 24" O.C. MAX LENGTH OF DAMAGE TO BE NO MORE B.C.= 4.X2sPF 1650E 1.5E LOAD CASE(S) STANDARD WEB = 4X2 HF STUD' THAN 5'. AND PLATES ARE NOT DISTURBED. 21-0-0 21-0-0 • a e sa s 9e. - - - - 9e , - e LOADINGs TCLL ' (�0.� SPACING 2-0-0• Plates Increase 1.00 CSI DEFL in (loc) I/dell PLATES GRIP TC 0.51 VertLL -0.41 1 >604 M20 185/144 TCOL 10.0 Lumber Increase 1.00 BC 0.99 Vertf TL; -0.63 14-16 >394 M16 127/82 SCLL 0.0. Rep Stress Incr YES WB .0.73 Horz(TL) 0.12 11 n/a BCDL 10.0 , Code UBCI7/ANS195 (Matrix) 1st LC LL Min 1)def1= 360' Weight 84 Ib LUMBER BRACING TOP CHORD 4 X 2 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 cc* purlins, except end verticals. BOT CHORD 4 X 2 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. VERS 4 X 2 HF Stud REACTIONS (Ib/size) 17=1239/0-3-8, 11=1239/0-3-8 FORCES .(1b) - First Load Case Only TOP CHORD 17-18=101, 1-18=-101, 11-19=101, 10-19=101, 1-2=-5,,2-3=3528, 314=-3528, 4-5=-0726, 5-0=1{726, 6-7=-4726, 7-8=-35 5, 8�� E �10A 5f "� BOT CHORD 16-17=2049, 15-16=4366, 14-15=4366, 13-14=4726, 12-13=4366, 11-12=2049 top• I= -13=147 ,A WEBS 9-11=2320, 2-17=2320, 9-12=1688, 2-16=1688, 8-12=-237, 3-16=237, 7-12=956, 4-16=956, 7-13=411, 4-14=411,(a%ia NOTES I�ICBiAEL A, � .. 1 This truss has been checked for unbalanced loading conditions. e , MA�LIM. ' 2 All plates are M20 plates unless otherwise indicated. 3 This truss has been designed,with ANS; TPI 1-1995 criteria.(�%®1a/ 1r°U34 Recommend 2x6 strongbacks, on edge, spaced al 10-0-0 fastened 3-16d Strongbacks on center and to each truss with nails. toed to halls all�elr outer �s r restrained by other means. /® 7 ti;r= iCIVIL LOAD CASES Standard 3.5' 47 '13331, s' s 5' MITEK PLATES r NOT DISTURBED NOTCH OR -- General Repair Notes: CUT, AND REMOVED DR DRILLED HALE 6720. • This repair is for cutting, drilling or notching T.C. in I" panel at either end as shown, 6" of T.C. at either end 1�3 Sad. a.--.„' and plating must not be disturbed. All other lumber and plates are intact and undisturbed. " •. ,,�`i y'�,,� � , m �p • THIS REPAIR IS FOR FLOOR TRUSSES WITH SPAN AND HEIGHT SPECIFICATIONS AS 0. a. SHOWN•ON ENGINEERING. • Truss must be hNvo point B C bearing have webs from B C (bearing) to T.C, in first panel, truss symmetry m �; may vary and chase location must stay within center 1/3 of truss— see original truss engineering. Truss may' Tk ��t�. 26SRDd��D®�5 have no other existing damage. P ^� • Shore truss to original geometry prior to repair. q, Attach 2x4 SPF 1650F 1.5E add ons as shown nailed to each face of truss w/1.0d gun nails (0.131" dia. By 3" AP OF C ALI long) 1 row(s) « 3" o.c. chords and webs. Nails to be placed with sufficient edge distances and end distances as to prevent splitting of wood members. Attach bracing and sheathing to repair. Add on to one face may be 'AUG (1 used in lieu of add oh to both faces where conditions allow. only one face to- be repaired. Do -not damage '� repair. • If vertical load at end of truss exceeds 1000 lbs. and no blocking panel NIIN. TRUSS AYIAX TRUSS NIAX. TRUSS exists, vertical blocking (by others) is recommended. HEIGHT HEIGHT SPAIN • Nlechanical, if in the way, is to be relocated to accommodate repair. Do not use below 1-4-0. This repair was designed using a description of existing conditions as 1-4-0 1-5-15 13-0-0 provided by others. 1-6-0 1-11-15 21-0-0 The truss designer performs no field inspection of trusses./ 2-0-0 2-0-0 26-0-0 Do not use above 2-0-0. I L J SOUTH ERN NEVA DA . SN -CMA. COMPONENT. SNCMA MANUFACTURER'S ASSOCIATION 10/20/00 , Y To Whom It May Concern: Re: Floor. and Roof Truss Overloads • The members"of the Southern Nevada Component Manufacturer's Association will NOT. warrant any products that have been overloaded during construction. by"stacking' of gypsum wallboard, plywood or other types of sheathing or various building materials. . The amount of -materials that may be supported without overloading is the,roof or floor truss design live load. As an example, 20.sheets.of material weighing.2 lbs.%sq: ft. will total 40 psf, the typical residential floor design live load; and the entire floor area may be loaded with stacks of 20 sheets or Fess. Typical residential floor trusses will support 20 sheets of 1/2".gypsum wallboard, 1.6 sheets of 5/8" wallboard or 16 sheets of 3/4" structural' sheathing... Typical residential roof trusses will. support 10 sheets of 1/2" structural sheathing. • Additional' materials may be stored if: . The trusses are adequately shored (prior to "stacking"• materials) .through to the slab below. ~'..Shoring isin place before.the Loading occurs. Shoring placed at the bottom chord of the truss will, not prevent overloading. Shoring is Located at the underside of the. roof or floor sheathing, oris located at, the underside to the truss top chord. Care should betaken to avoid crushing of the truss member,. Shoringproperly designed,,' orted and installed b s. is P P erl desi Y g PP Y other Repair of trusses that have been" overloaded is not feasible. 'Trussed .that have been ; overloaded must be replaced or all warranty is voided: Please refer to each•member's proposal and contract for specific warranty provisions. , • SOUTHERN NEVADA COMPONENT MANUFACTURER'S ASSOCIATION' • d91� N. Berg Street -,North Las Vegas, Nevada -89031 yop,. TNas TiucsTypo DEMO C&F Raul ) PIGGYBACK - PROVIDE ADEQUATE CONNECTION TO TRANSFER OUT-OF-PLANE LOADS FROM PIGGYBACKTO MAIN PIGGYBACKTRUSS, REFER TO SEALED TRUSS. ENGINEERING DRAWING. FOR PITCHED > 8r12 ATTACH A 10-0' LONG 2X4 tl2 W Q00 12 H.F. OR BTR SCAB TO ONE FACE OF TRUSS WITH. , 2-ROWS OF 10C1'�OMMON WIRE NAILS SPACED AT •a 6' O.C.. BASE TRUSS, REFER TO SEALED ENGINEERING. / c .�A�Z� Z2X4 CONTINUOUS PURLINS.. ATTACH WITH 2-I0D .-X12" CDX PLYWOOD; ATTACHED'TO EACH NAILS INTO EACH MEMBER. FOR SPACING REFER FACE WITH 4-6D NAILS INTO EACH FACE OF EACH -TO TOP CHORD BRACING`REQUIREMENT ON MEMBER BASE TRUSS ENGINEERING (48" O.C. MAX). -OR- _ . ... E'X420GA NAIL ON PLATE ATTACHED TO EACH - FACE WITH-THREE 1 1/3" LONG 11GA NAILS INTO - -THIS TRUSS IS•DESIGNED TO SUPPORT VERTICAL LOADS AS DETERMINED EACH FACE OF EACH MEMBER -OR- BY OTHERS. VERIFICATION OF LOADING, DEFLECTION LIMITATIONS, 1-PAIR OF SIMPSON H2.5 (OR EQUAL), ONE FRAMING METHODS, WIND'BRAGING OR OTHER LATERAL BRACING CONNECTING PURLIN TO;.PIGGYBACKTRUSS AND THAT IS ALWAYS REQUIRED, IS RESPONSIBILITY OF THE PROJECT ONE CONNECTING THE•PURLIN TO THE BASE- ARCHITECT OR ENGINEER.ADDITIONAL TEMPORARY AND PERMANENT TRUSS (40" O.C. MAXIMUM) FOR STABILITY DURING AND AFTER INSTALLATION THAT IS _ ALWAYS RECOMMENDED, IS THE RESPONSIBILITY OF THE PROJECT - ' PLYWOOD GUSSETS O.C. SPACING AT REQUIRE[-)- ARCHITECT OR ENGINEER (FOR GENERAL GUIDANCE SEE HIB-91 FROM TPI)- TIC BRACING FOR BASE TRUSS (4a"IAAX.)•, 03 ..STANQABD PIGGYPACK CONNECTION DETAIN AUG 20 c o F P L` uj oo � Gu �r i NI � ill-1.0) i ��rtE�q,. °ftissloOT , . PGo�r.6 MA f w To �� 4Ln j; I:A L .(��('C R_DONG O Yu 'n w U Exp: 06/30/04 CIVILCNIV ta o c° C.1 r kB. 1, 2000 BEARING. BLOCK DETAIL REFER TO INDIVIDUAL TRUSS-DES16N -••- FOR PLATE SIZES AND LUMBER GRADES 0 oa= IMPORTANT 0o This detail to be used only with one ply trusses a With a D.O.L. •lumber increase of 1.15 or higher. titTek Industries, Inc. Trusses not fitting these criteria should be examined individually. '-S ACTUAL BEARING SIZE ST-BLCK1 P2ge.1 of 1 BOTTOM CHORD SIZE LUMBER ALLOWABLE BEARING BLOCK, SEARING BLOCK & WOOD BEARING ALLOWABLE LOADS AND GRADE RE ACTION REL (IbIiS ALLOWABLE LOADS NAILING PATTERN ALLOWABLE LOAD (lb) TOTAL EOUIVALENT BEARING LENGTH SYP' 2966 929 3895 0-4-9 2.x4BOTTOMCHORD 2 ROWS @ 3- O.C. OF 3281 855 4136 0-48 TOTAL NAILSI HF 2126 736 2862 0-411 SPF 2231 726. 2957 0-4--10 SYP 2966 1.393 4359 0-5-2 2x6 BOTTOM CHORD OF 3281 •1282 4563 0-4-13 3 ROWS @.3- O.C. HF 2126 1104 3230 0-5-5 " 0 2 TOTAL NAILS)' SPP 2231 1089 3320 _ 0-5-3 10 SYP 2966 1858 4824 0-5-11 OF 3.281 1710 4991 0-5-5 - 2x8 BOTTOM CHORD a ROWS @ 3- O.C. HF 2126 1472 3598 0-5-14. (16 TOTAL NAILS) SPF 2231 1452 1 3683 0-5-12 n u 1•' MINIMUM FEEL HEIGHT \ BRG BLOCK TO BE SAME I tr Bt.ocK SIZE. GRADE, & SPECIES AS EXISTING BOTTOM CHORD. APPLY TO ONE FACE OF TRUSS. NOTES: 1. USE LOWER OF TOP PLATE OR TRUSS WOOD SPECIES. THE END DISTANCE, EDGE DISTANCE. AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. NAILS DESIGNATED ARE 10d (.131- D(AM. x 3-) FOR BEARINGS NOT NEARER THAN 3" TO THE END OF A MEMBER (CASE 2), THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.10 LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES:" SYP = 565 psi DF = 625 psi HF = 405 psi SPF. = 425 psi ' NOTE: VALUES DO NOT INCLUDE MSR LUMBER WITH "E" VALUES •GREATER THAN 1,900,000 PSI OR NON -DENSE GRADE LUMBER. F E S S;�� C. l r c.2 m C EXP. 06!30!07 WARNING •Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design•valid for use only with MiTek connectors. This design Is based only upon parameters shown: and is for an individual building component to be Installed and loaded vertically. Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss - designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction' is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance • (egarding fabrication, qualify control, storage, delivery, efectlon and bracing, consult QST -88 Quality Standard, OSB -89 Bracing Specification, and HIB -91n Handling Installing and Bracing Recommendation available from Truss Plate Institute. 583 D'Onofrto Drive, Madison, WI 53719. , 1 Y C iTe k ST-STRGBCK LATERAL BRACING RECOMMENDATIONS I AUG. 16, 2001 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW'FRAMING SYSTEMS,' 2x6 "STRONGBACK" LATERAL SUPPORTS SHOULD BE LOCATED EVERY r 8 TO 10 FEET ALONG'A FLOOR TRUSS. . STRONGBACK MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTEN TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. USE METAL FRAMING ATTACH TO VERTICAL ANCHOR TO ATTACH WEB WITH (3) - 10d TO TOP -CHORD COMMON WIRE.NAILS BLOCKING BEHIND THE VERTICAL WEB 15 RE COMMEfIDED WHILE AI nil IAM ATTACH TO VERTICAL SCAB WITH (3) - 10d COMMON WIRE NAILS mw�v/ � ATTACH 2x4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) - 10d INSERT SCREW THROUGH OUTSIDE EDGE OF CHORD INTO EDGE OF STRONGSACK (DO NOT USE DRYWALL TYPE SCRE'NS) rnF JUNE 30, 2•^.C•: CIVIL � J J• ""?0.0S9 Y��t ATTACH TO CHORD WITH TWO 412 x 3' wnnn cr-PPWS (.216- DIAM.) uat net I AL I-r:Arvllnlh ATTACH TO VERTICAL INSERT SCREW THROUGH OUTSIDE ANCHOR TO ATTACH gTTACH TO VERTICAL SCAB WITH (3) - 10d EDGE OF CHORD INTO EDGE OF TO BOTTOM CHORD WES WITH (3) - 10d COMMON WIRE'NAILS COMMON WIRE NAILS DRYWALL (DO NOT USE DRYWALL TYPE SCREWS) . 2x6 AS TP,USSES 4-0.0 REQUIRED / (TYPICAL SPLICE) BLOCKING, r SIDEWALL cOFESS/n� THE STRONGBACKS SHOULD EITHER. 6E SECURED TO ADJACENT PARTITION �T, ''• WALLS OR ALTERNATE 'W' -BRIDGING SHOULD BE USED TO TERMINATE THE BRACING MEMBERS. IF SPLICING IS NECESSARY, USE A 4'-0" LONG SCAB (J 46901 rr 41 CENTERED OVER THE SPLICE AND JOIN WITH (12) - 1 O NAILS EQUALLY SPACED.EXR&r„ f ALTERNATE METHOD OF SPLICING:. OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4'-0" AND FASTEN WITH (12) - 10d COMMON WIRE NAILS STAGGERED AND EQUALLY SPACED. (TO BE USED ONLY WHEN STRO.NGBACK IS NOT ALIGNED WITH A VERTICAL) \ STRONGBACK, BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS. 2 �; WARNING • Ve,jN design parameters• and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. �® Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for an individual building componentlo be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance • regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 n. A �� Handling Installing and Bracing Recommendation available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. M �/ <<A,C..E.S Version ,5.7».» luC ,,ate ;.205 er + ': HIPRAFTER' Family • � t6'm HIPRAFTE `Prus5 ID Top Pitch 4./12 _----_ ,sect $: Quantity 1 --- 11 �.I ( ,) u�I-row —�--4-- =Q r�ED, aG' 0 !04 z TO PKgg"-55-33 RISE:6-11_15 '0-3-15 -'------------------- ---- HEIGHT:_______ __----- MINIMUM GRADE OF LUMBER SING (PSF--- TOP CHORD:2*4 No -1 91 . L BOT.CHORD:2*4 No.1 9l.DF-LL 1614WEBS=STANDARD-9.1_D.F_L ' -----__ 0 .10 _ _ _ ------ ---- SPACING24.0 in. o,..c. ibINC.: LUMB = 1.25 PLATE = 1..25 NO:' OF MEMBERS F,TITIVE STRESSES N0 -T UL�;�D ARE MITEK H2O -186,147" MANUFACTURED FROM ASTM A'446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) RY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR ENGINEER. ''AST MI iNSTALLED.ON.-MA EACH FACE OF JOINT, SYHHETRICANDYTEHPORA PS SHoWN)DESIGN CONFORMS WITH ND'S, DESIGN SPECS, UBCCTOR ENGIN -=SIGN IS,FOR TRUSS FABRICATION.ONLY.FOR PERMANENT OFE`+�0 OF CAOI AUG Z 26