Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
SFD (0303-212)
77270 Loma Vista 0303-212 r 1..: Building P.O. BOX 1504 APPLICATION ONLY LE O LA QUINTA, CALIFORNIA 92253 Owner p /v Mailing L A; Address 1 p0 CityN -4- Zip Tel.O Contractor !Vn f Address Zip j Tel.. State Lic. I City & Classif. Lic. # Arch., Engr., 9 1 r —6 Designer 1" CJ e W ASI s`tL Zip j State _,7 ,7 Lic. It LICENSED co RACTOR'S DECLARATION I am licensed un provisions of Chapter,y (copfinencingpith Section the Business ofessions Cod _and Aly I' eDse is I II force and OWNER -BUILDER DECLARATIOIQ I hereby affirm that I am exempt from the Contractor's License Law for the following reason: (Sec. 7031.5,Business and Professions Code: Any city or county which requires a permit to construct, alter, improve, demolish, or repair any structure, prior to 'its Issuance also requires the applicant for such permit to file a Signed statement that he is licensed pursuant to the provisions of the Contractor's License Law, Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, or that. he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by 'any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500). I': 1, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. (Sec. 7044, Buisness and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he did not build or improve for the purpose of sale.) I'1 I, as owner of the property, am exclusively contracting with licensed contractors to con. struct the project. (Sec. 7044, Business and Professions Code: The Contractor's License Law doesnot apply to an owner of property who builds or improves thereon, and who contracts for such projects with a contractor(s) licensed pursuant to the Contractor's License Law.) 17 I am exempt under Sec. B. & P.C. for this reason Date Owner WORKERS' COMPENSATION DECLARATION I herebyaffirm that I have a certificate of consent to self -insure, or a certificate of Worker's Compensation Insurance, or a certified copy thereof. (Sec. 3800, Labor Code.) Policy No. Company fl Copy is filed with the city. ❑ Certified copy is hereby furnished. CERTIFICATE OF EXEMPTION FROM WORKERS' COMPENSATION INSURANCE (This section need not be completed if the permit is -!for one hundred dollars ($100) valuation or less.) I certify that in the performance of thg work. for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. Date Owner NOTICE TO APPLICANT: If, after making this Certificate of Exemption you should become subject to the Workers' Compensation provisions of the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. CONSTRUCTION LENDING AGENCY I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued. (Sec. 3097, Civil Code.) Lender's Name Lender's Address . This is a building permit when properly filled out, signed and validated, and is subject to expiration if work thereunder is suspended for 180 days. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives sof this city to enter the above- mentioned property for inspection purposes. Signature of applicant Date Mailing Address City, State, Zip WHITE = BUILDING DEPARTMENT BUILDING: TYPE'CONST. V—tv, OCC. GRP. 3 "— A.P. Number 6 — - (/ 0,0 — ©"(,=-,? Legal Description // QQ (A61 Tit, _ ?—,52 '-✓-7 Project Description Sq. Ft.(; C No. 1 Size lQ Stories I No. Dw. Units New 2S Add ❑ Alter ❑ Repair ❑ Demolition ❑ L Estimated Valuation PERMIT AMOUNT Plan Chk. Dep. Plan Chk. Bal. Const. Mech. Electrical Plumbing S.M.I. Grading _ Drivew ), enc. Infrastr I.Crture A A r% R/Tn '' ► UU CITY OF LA QUINTA TOTAL i iivvaev . ccr REMARKS ZONE: BY: Minimum Setback Distances: Front Setback from Center Line Rear Setback from Rear Prop. Line Side Street Setback from Center Line Side Setback from Property Line FINAL DATE INSPECTOR Issued by: Date Permit Validated by: Validation: YELLOW = APPLICANT PINK = FINANCE_ OpAW.aE COAST TITLE CO. RECORDING Rf'_G"STED BY: Re/Max Real Estate Consultarits/Escrow Division AND WHEN RECORDED MAIL TO: AND MAIL TAX STATEMENT TO. Gene Albertini 430 Via Lido Nord Newport Beach, CA, 92663 Order No. R-206077-1 Escrow No. 02 -00944 -DS Parcel No. 658-200-013 -TKA 0a0 -00(v ffL . J J Doc ailat i 2002-108429 2082 :89A . *:I@, as Page I of 2 Doc r Tax Paid Recorded in official Records county of R1v*rsida' Assessor Gary L. Ors* County -_Clark b Recorder IIIIIIII I IIII IIIIIIIII IIIIIIIIIIII IIIIIIIII INIIIIII GRANT EE'D THE UNDERSIGNED GRANTORS) DECLARE(S THAT DOCUMENTARY. TRANSF_ ER TAX IS $_196.00 and CITY c X computed on full value of property conveyed, or computed on full value less liens or encumbrances remaining at the time of sale. unincorporated area: OR ./ City of La Quinta and t. FOR A VALUABLE CONSIDERATION, receipt of which is hereby acknowledged, 9 Raymond G. Jacobs and Sylvia A. Jacobs, husband and wife as Community Property M $ U PAGE SIZE OL P'OR NOCO SkV Wsc A R L I ' COPY ION; RE%UNC f #CNG ' EltA/ hereby GRANTS to Eugene J. Albertini and Shirley A. Albertini. husband and wife as Community Property. the following described real properly in the County of Riverside, State of California: AS PER LEGAL DESCRIPTION HERETO DESCRIBED AS "EXHIBIT A" AND MADE A PART HEREOF. Dat Ja ry 25, 2002 Gi ay;,Z2G .Jacobs Sylvi Jacobs STATE OF CALIFORNIA } COUNTY OF -ej- UU' S 11 -de ) S.S. On .(4raa%'U % +-L c2ppa before me, the undersigned, a Notary Public in and for said County and Stale, personally a eared Raymond G. Jacobs and Sylvia A. Jacobs personally known to me (or proved to me on the basis of satisfactory evidence) tofie the persons whose n e©j ar sobscritred-t fhewithin instrument arttl aclCriowleiiged— --- to me that h 414 the exe uled the same in t>K/)fir/ authorized capac' and that by h*fVff signature(Bon the instrument the persor s , or the entity upon behalf of which the perso s acted, executed the instrument. WITNESS m hand and official sea Signature OEFICULL SEAL MICHELLE RAMOS s COMM #1246380 rI:) Notary Public- California. Y r RIVERSIDE COUIS17V My Commission Expirrs- DECEMBER 20, 20o3. ZO'd V01:11 £O-81--AdIv Escrow No.. 02 -00944 -DS EXHIBIT "A" LEGAL DESCRIPTION Lot 19 of Tract No. 25237, in the City of La Quinla, County of Riverside, State of California, as per map recorded in Book 228, pages 95 to 99 inclusive of maps, in the office of the County Recorder of said County, and amended by certificate of correction, recorded November 22, 1991 as instrument No.406705, official records. 111111111111 Ull 11111 Ili 111111-11111111 =2 Feb 07 04:05:00p: RAYMOND FRRNGIE 760 836 0856 p'.1 ------ RAYMOND FRANGIE STRUCTURAL'CONS'ULTANT S. INC. 44'100 MONTEREY AVE. SUITE 201-C PALM DESERT. CA. 92260 PHONE (760) 836-1000 FAX (760) 836-0856 E-MAIL R.FRANGIE(aiVER12ON. NET FEBRUARY 6, 2004 SOUTHERN HILL DEVELOPMENT, INC. R 1-'070 C )4ANTTCT.,F.F..R DRTVF.. LA QUINTA, CA 92253 Attn.: JOHN READ Re.: THE ALBERTINI RESIDENCE, THF. ANCLAVF, MOT JNTATN FSTATFS , .77-270 LOMA VISTA LA QUINTA, CA. 92253 FOLLOW-UP TO WALK THROUGH JOB NO.: 4056 !)FAR .TOTIN THIS LETTER ADVISES THAT WE HAVE OBSERVED THE STRUCTURAL REQUIREMENTS THAT ARE VISIBLE DURING CONSTRUCTION AT THE TIME OF OIJR,SITF VISIT. WE BELIEVE THAT THE AS -BUILT CONSTRUCTION AT THE TIME OF OUR VISIT IS IN CIFNF,RAI, CONFORMANCF, WITH OUR STRUCTURAL PIANS AND RF,LE CORRESPONDENCE ISSUED BY OUR OFFICE,. VANT WE OBSERVED THE BUILDING IN ITS FRAMED CONDITION PRIOR TO .INSTALLATION -OF DRYWALL AND SlljCCO. WE OBSERVED THE VISUAL AND UIR ACCESSIBLE STRUCTURAL REQEMENTS. ( EXCLUSIONS ARE ITEMS SUCH AS: FOOTING SIZE AND REINFORCEMENT, TOP PLATE SPLICES, ROOF SHEATHING, AND -ANY STRAPS ABOVE THE ROOF SHEATHING.). V RFSPEC:TFIILI,Y SUBMITTED 4'^` t.".Ctltilll^Af',C111-F,:'_uj C A!C.:f.: •fit I 1>na :uoatE \ (c 130 NICHOLAS ABOU FADEL I TITLE 24 REPORT Title 24 Report for: Albertini Residence 77-270 Loma Vista La Quinta, CA Project Designer: Report Prepared By: Joan D. Hacker Insu-form, Inc. 68-255 Corta-Road, Cathedral City, CA 92234 (760) 324-2046 Y OF l A QuiNTA DING & SAFETY DEPT. gPpf 0VED ' OR CONSTRUCTION [DATE Job Number: ' o BY--S_-Z___-- 0 Date: 5/5/2003 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2001 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC (415) 883-5900. EnergyPro 3.1 By EnergySoft Job Number: User Number: 2655 TABLE OF CONTENTS `. Cover Page 1 Table of Contents i 2 Form CF-1 R Certificate of Compliance 3 Form MF-1 R Mandatory Measures Checklist 8 Form C-2R Computer Method Summary T 10 HVAC System Heating and Cooling Loads Summary 17 Room Load Summary 22 Certificate of Compliance: Residential (Part 1 of 2) CF -1 R Albertini Residence Total Conditioned Slab Area: 5/5/2003 Project Title 77-270 Loma Vista La Quinta Location/Comments Date Project Address X❑ Single Family Detached Building Permit # Insu-form Inc (760) 324-2046 Plan Check / Date Documentation Author Telephone 225 deg Floor Construction Type: ® Slab Floor Computer Performance 15 Field Check I Date Compliance Method (Package or Computer) Climate Zone Enforcement Agency Use Only GENERAL INFORMATION .Orientation Total Conditioned Floor Area: 6,188 ft2 Average Ceiling Height: 10.0 ft Total Conditioned Slab Area: 6,188 fl? Building Type: Location/Comments (check one or more) Type X❑ Single Family Detached ❑ Addition ❑ Single Family Attached ❑ Existing Building ❑ Multi -Family ❑ Existing Plus Addition Front Orientation: (Southwest) 225 deg Floor Construction Type: ® Slab Floor Number of Dwelling Units: 1.00 Number of Stories: 1 ❑ Raised Floor FENESTRATION Shading Devices Type .Orientation Const. Component Frame Assembly Location/Comments Type Type U -Value (attic, garage, typical, etc.) Slab On Grade n/a 0.756 Covered Slab w/R-0.0 Perimeter Insulation R-19 Wall (W.19.2x6.16) Wood 0.065 Exterior Wall R-38 Roof (R.38.2xl4.16) Wood 0.028 Exterior Roof Slab On Grade n/a 0.756 Exposed Slab w/R-0.0 Perimeter Insulation FENESTRATION Shading Devices Type .Orientation Area Fenestration Exterior Overhang Side Fins SF U -Factor SHGC Shading Yes / No Yes / No Rear (Northeast) 101.5 0.46 0.45 Buq Screen x❑ ❑ ❑ x❑ Right (Southeast) 216.0 0.64 0.53 Bug Screen x❑ ❑ ❑X❑ Right (South) 144.0 0.64 0.53 Bug Screen x❑ ❑ ❑ x❑ Front (Southwest) 48.0 0.64 0.53 Buq Screen x❑ ❑ ❑ X❑ Front (Southwest) 18.0 0.46 0.45 Buq Screen x❑ ❑ ❑ x❑ Front (West) 90.0 0.62 0.44 Bug Screen 0 El 1:1 191 Left (Northwest) 56.3 0.46 0.45 Bug Screen x❑ ❑ ❑ X❑ Rear (Northeast) 216.0 0.62 0.44 Bug Screen x❑ ❑ ❑ x❑ Rear (Northeast) 48.0 0.64 0.53 Bug Screen x❑ ❑ ❑ x❑ Rear (Northeast) 7.5 1.04 0.76 Bug Screen x❑ ❑ ❑ x❑ Rear (Northeast) 36.0 0.57 0.36 Bug Screen x❑ ❑ ❑ x❑ Rear (Northeast) 4.5 1.19 0.83 Bug Screen x❑ ❑ ❑ x❑ Run Initiation Time: 05/05/03 15:10:09 Run Code: 1052172609 Ener Pro 3.1 By Ener Soft User Number: 2655 Job Number: Page: 3 of 26 a Certificate of Compliance: Residential (Part 1 of 2) CF -1 R Albertini Residence 5/5/2003 Project Title Date 77-270 Loma Vista La Quinta Project Address Building Permit # Insu-form, Inc. (760) 324-2046 Plan Check / Date Documentation Author Telephone Computer Performance 15 Field Check I Date Compliance Method (Package or Computer) Climate Zone Enforcement Agency Use Only GENERAL INFORMATION Total Conditioned Floor Area: 6,188 ft2 Total Conditioned Slab Area: 6,188 ft2 Average Ceiling Height: 10.0 ft Building Type: Orientation (check one or more) X❑ Single Family Detached ❑ Addition Cl Single Family Attached ❑ Existing Building ❑ Multi -Family ❑ Existing Plus Addition Front Orientation: (Southwest) 225 dei Floor Construction Type: Y Slab Floor Number of Dwelling Units: 1.00 Number of Stories: 1 ❑ Raised Floor Const. Component Frame Assembly TVDe Type U -Value FENESTRATION Location/Comments (attic, garage,.typical, etc.) Shading Devices Type Orientation Area Fenestration Exterior Overhang Side Fins SF U -Factor SHGC Shading Yes / No Yes / No Rear (East) 44.5 1.19 0.83 Bug Screen x❑ ❑ ❑ x❑ Right (Southeast) 12.0 1.19 0.83 Bug Screen x❑ ❑ ❑ x❑ Right (Southeast) 36.0 0.57 0.36 Bug Screen X❑ ❑ ❑ x❑ Right (Southeast) 58.5 0.46 0.45 Bug ScreenX❑ ❑ ❑ x❑ Front (Southwest) 32.0 0.57 0.36 Bug ScreenX❑ ❑ ❑ X❑ Front (Southwest) 16.0 1.28 0.80 Bug Screen ❑ X❑ ❑x❑ Front (Southwest) 8.0 0.46 0.45 Bug Screen ❑ X❑ ❑ X❑ Front (Southwest) 16.0 0.57 0.36 Bug Screen ❑ x❑ ❑ x❑ Left (North) 25.6 0.46 0.45 Bug Screen x❑ ❑ ❑ x❑ Left (North) 40.0 0.57 0.38 Bug Screen X❑ ❑ ❑ x❑ Left (North) 6.0 0.57 0.36 Bug Screen X❑ ❑ ❑ X❑ Left (Northwest) 96.0 0.64 0.53 Bug Screen X❑ ❑ ❑ X❑ Run Initiation Time: 05/05103 15:10:09 Run Code: 1052172609 Ener Pro 3.1 By Ener Soft User Number: 2655 Job Number: Pa e:4 of 26 Certificate of Compliance: Residential (Part 1 of 2) CF -1 R Albertini Residence 5/5/2003 Project Title Date 77-270 Loma Vista La Quintal Project Address Building Permit # - Insu-form, Inc. (760) 324-2046 Plan Check / Date Documentation Author Telephone Computer Performance 15 Field Check / Date Compliance Method (Package or Computer) Climate Zone Enforcement Agency Use Only GENERAL INFORMATION Total Conditioned Floor Area: 6,188 ft2 Average Ceiling Height: 10.0 ft Total Conditioned Slab Area: 6,188 ft2 Building Type: Overhang Side Fins Yes / No Yes / No (check one or more) K. Single Family Detached ❑ Addition ❑ Single Family Attached ❑ Existing Building ❑ Multi -Family ❑ Existing Plus Addition Front Orientation: (Southwest) 225 de- Floor Construction Type: ® Slab Floor Number of Dwelling Units: 1.00 Number of Stories: . 1 ❑ Raised Floor Const. Component Frame Assembly Location/Comments Type Type U -Value (attic, garage, typical, etc.) FENESTRATION _Qhnrlinn nnvirnc Type Orientation Area SF U -Factor Fenestration SHGC Exterior Shading Overhang Side Fins Yes / No Yes / No Left (Northwest) 14.0 0.57 0.36 Bug Screen Q ❑ ❑ Q Front (Southwest) 243.0 0.62 0.44 Bug Screen X❑ ❑ ❑ X❑ Skylight 27.0 0.80 0.69 None ❑ x❑ ❑ X❑ 1-1 EJ El F-1 ❑ ❑ ❑ ❑ 1:1 El EI F-1 ❑❑ El D ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ Run Initiation Time: 05/05/03 15:10:09 Run Code: 1052172609 Ener Pro 3.1 By Ener Soft User Number: 2655 Job Number: Pa e:5 of 26 Certificate of Compliance: Residential (Part 2 of 2) CF -1 R Albertini Residence 5/5/2003 Project Title Date HVAC SYSTEMS Note: Input Hydronic,or Combined Hydronic data under Water Heating Systems, except Design Heating Load. Distribution Heating Equipment Minimum Type and Duct or Type (furnace, heat Efficiency Location Piping Thermostat Location / pump, etc.) (AFUE/HSPF) (ducts, attic, etc.) R -Value Type Comments Central Furnace 80% AFUE Ducts in Attic 4.2 Setback Zone 1 Central Furnace Central Furnace 80% AFUE Ducts in Attic 42 Setback Zone 2 80% AFUE Ducts in Attic 4.2 Setback Zone 3 Central Furnacp 80% AFUE Ducts in Attic 4.2 Setback Zone 4 Central Furnace 80% AFUE Ducts in Attic . 4.2 Setback Zone 5 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 12.0 SEER Ducts in Attic 42 Sethack Zone 1 Snlit Air Conditioner 12 0 SEER Ducts in Attic. 42 Setback Znne 2 Split Air Conditioner 12.0 SEER Ducts in Attic 4.2 Setback Zone 3 Split Air Conditioner 12.0 SEER Ducts in Attic 4.2 Setback Zone 4 Split Air Conditioner 12.0 SEER Ducts in Attic 4.2 Setback Zone 5 WATER HEATING'SYSTEMS Rated 1 Tank Energy Facts 1 External Water Heater Water Heater Distribution # in Input Cap. or RecoveryStandby Tank Insul. System Name Type Type Syst. Btu/hr (gal) Efficiency Loss (%). R -Value A O SMITH WATER Small Gas Pine Insulation 2_ 46-000 50 0.62 n/a n/a PRODUCTS FPSH-50-234 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 vv nu VIf111"L V 1 h 1 GIVICIY 1 ' 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:-A"A> P17 F l r ame: . Joan D. Hacker Title/Firm: 044-- Title/Firm: Insu-form,lnc. Address: l9 ( Address: 68-255 Corta Road O Cathedral City, CA 92234 Telephone: 7O Telephone: (760) 324-2o46 SJ 1,c (signatu ) (date) (signal re (d e) Enfor ement Agency . Name: _ Title/Firm: _ Address: # Telephone EnergyPro 3.1 By EnergySoft User Number: 2655 Job Number Page 6 of 26 Certificate of Compliance: Residential (Addendum) CF -1 R Albertini Residence 5/5/2003 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. I Plan Fialcl The HVAC System "Zone 1" must meet all CEC Criteria for a Zonally Controlled system serving only Sleeping Areas. HIGH MASS Design(see C -2R) - Verify Thermal Mass: 900 sgft Covered Slab Floor, 3.50" thick at Zone 1 The HVAC System "Zone 2" must meet all CEC Criteria for a Zonally Controlled system serving only Living Areas. HIGH MASS Design(see C -2R) - Verify Thermal Mass: 1520 sqft Exposed Slab -Floor, 3.50" thick at Zone 2 The HVAC System "Zone 3" must meet all CEC Criteria for a Zonally Controlled system serving only Sleeping Areas. HIGH MASS Design(see C -2R) - Verify Thermal Mass: 900 sqft Covered Slab Floor, 3.50" thick at Zone 3 The HVAC System "Zone 4" must meet all CEC Criteria for a Zonally Controlled system serving only Sleeping Areas. HIGH MASS Design(see C -2R) - Verify Thermal Mass: 1588 sqft Covered Slab Floor, 3.50" thick at Zone 4 The HVAC System "Zone 5" must meet all CEC Criteria for a Zonally Controlled system serving only Living Areas. HIGH MASS Design(see C -2R) - Verify Thermal Mass: 1280 sqft Exposed Slab Floor, 3.50" thick at Zone 5 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. Plan I Field The HVAC System "Zone 1" is using reduced duct leakage to comply and must have diagnostic site testing of duct leakage performed by a certified HERS Rater. The results of the diagnostic testing must be reported on a CF -6R Form. The HVAC System "Zone 2" is using reduced duct leakage to comply and must have diagnostic site testing of duct leakage performed by a certified HERS Rater. The results of the diagnostic testing must be reported ori a CF -6R Form. The HVAC System "Zone 3" is using reduced duct leakage to comply and must have diagnostic site testing of duct leakage performe by a certified HERS Rater. The results of the diagnostic testing must be reported on a CF -6R Form. The HVAC System "Zone 4" is using reduced duct leakage to comply and must have diagnostic site testing of duct leakage performed by a certified HERS Rater. The results of the diagnostic testing must be reported on a CF -6R Form. The HVAC System "Zone 5' is using reduced duct leakage to comply and must have diagnostic site testing of duct leakage performed by a certified HERS Rater. The results of the diagnostic testing must be reported on a CF -6R Form. Run Initiation Time: 05/05/03 15:10:09 Run Code: 1052172609 EnergyPro 3.1 By EnergySoft User Number: 2655 Job Number: Page•7 of 26 Mandatory Measures Checklist: Residential (Page 1 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. DESCRIPTION Instructions: Check or initial applicable boxes or enter N/A if not applicable.. DESIGNER ENFORCEMENT Building Envelope Measures ❑X "§150(a): Minimum R-19 ceiling insulation. ❑ § 150(b): Loose fill insulation manufacturer's labeled R -Value. " ❑X § 150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -value in metal frame walls (does not apply to exterior mass walls). E"§ 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 perm/inch. ❑X §118: Insulation specified or installed meets insulation quality standards. Indicate type and form. ® §116-17: Fenestration Products, Exterior Doors and Infiltration/Exfiltration Controls 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. 2. Fenestration products (except field fabricated) have label with certified U -Factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration certification. 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. ❑ § 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. ❑ §150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs. 1. Masonry and factory -built fireplaces have: a. Closeable 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. a§150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACCA. § 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 thermal resistance of R-12 or greater. 2. First 5 feet of pipes closest to water heater tank, non -recirculating systems, insulated (R-4 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/extemal insulation. 4. All buried or exposed piping insulated 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: 2655 Job Number: Page:8 of 26 Mandatory 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. RIPTION Instructions: Check or initial applicable boxes or enter NIA if not applicable. I DESIGNER I ENFORCEMENT Space Conditioning, Water Heating and Plumbing System Measures: (continued) I`§ 150(m): Ducts and Fans 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 UL181 B. 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. 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 heating, and no pilot. 2. System is installed 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. §115: Gas fired central furnaces, pool heaters, spa heaters or household cooking appliances have no continuouslv bumina oilot liaht. (Exception: Non -electrical cooking appliances with pilot < 150 Btu/hr) ❑ §118 (f): Cool Roof material meet specified criteria Lighting Measures § 150(k)l: 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. 3.1 By EnergySoft User Number: 2655 Job Number: Page:9 of 26 Computer Method Summary Gains Y Total Conditioned Volume: 61,880 (Part 1 of 3) C -2R _Alber_tiniB.eskii- a .R19_ztalL(wj-9 2x6.16) Zone 1 B_t9 Wall fW 1.9 2x66) Zone_1 R19 Wall (W 1.9 2x616) Zone R38Booi(R-38-2x14 16) Zone 1 R-19 Wall (W.19.24U6) Zone 2 R -A9 -Wall 0/192x6.16) Zone2 one 2 R19LWalL(Y,l 19 2x6.16) 7 -one -2- 1 Zone 9 R19_W1ll (-W 19 2Y6.191 Zone -2 1--i-q- 1aIL(.W1.9 2x616) Zone 9 R-38Boof_(B..38.2x14 Zone 9 .R19_WaIL(W 192x616) Zone_3 R-19 Wall (W.19.24.16) Zone -3 R38 -Roof a 82x1416) Zone_3 B19-(lLall ( 19 2x6.76) Zone 4 R19 Wall (Vy.192x616I Zone 4 fR.382 1x 4 161 Zone 4 R19 Wall W1g gy616Zones R-19Wall 0-199616') . Zone 5 R19Wall /W,19_2x6.16) Zone` # of Thermostat 5/-512-0-0-3- /_512003Project ProjectTitle JJ=27_Oloma_Vis- ta I a_Quinta Hgt. Area -0.15_ Sleeping- SleepingStat_ Date Project Address _2 -n/a _0..15_ Sleeping- _S1.eepingS.tat_ Building Permit # _lnsu=form, Inc 2 -n/a (760) 324-2046 plan Check/Date Documentation Author ❑ Telephone Compuiererformance ❑°❑ 15 Field Check/Date Compliance Method (Package or Computer) Climate Zone Source Energy Use Standard Proposed Compliance (kBtu/sf-yr) Design Design Margin Space Heating 10.13 12.35 -2.22 Space Cooling 47.94 45.56 2.37 Domestic Hot Water 4.60 4.62 -0.01 Tntals 62.68 62.53 0.14 GENERAL INFORMATION Conditioned Floor Area: Building Type: Building Front Orientation: Number of Dwelling Units: Number of Stories: BUILDING ZONE INFORMATION Zone Name 6,188 Single Fam Detached (Southwest) 225 deg 1.00 1 Floor Area Volume Zone 1 g0.0 Zone -2 1.520 Zone_3 900. .Zone 4 1.568 Solar 9 Ono 15.20D _9,(199 5 889 0 Slab Floor Floor Construction Type: ❑ Raised Floor Total Fenestration Area: 26.8% Gains Y Total Conditioned Volume: 61,880 Form 3 Reference Location / Comments Slab Floor Area: 6,188 .R19_ztalL(wj-9 2x6.16) Zone 1 B_t9 Wall fW 1.9 2x66) Zone_1 R19 Wall (W 1.9 2x616) Zone R38Booi(R-38-2x14 16) Zone 1 R-19 Wall (W.19.24U6) Zone 2 R -A9 -Wall 0/192x6.16) Zone2 one 2 R19LWalL(Y,l 19 2x6.16) 7 -one -2- 1 Zone 9 R19_W1ll (-W 19 2Y6.191 Zone -2 1--i-q- 1aIL(.W1.9 2x616) Zone 9 R-38Boof_(B..38.2x14 Zone 9 .R19_WaIL(W 192x616) Zone_3 R-19 Wall (W.19.24.16) Zone -3 R38 -Roof a 82x1416) Zone_3 B19-(lLall ( 19 2x6.76) Zone 4 R19 Wall (Vy.192x616I Zone 4 fR.382 1x 4 161 Zone 4 R19 Wall W1g gy616Zones R-19Wall 0-199616') . Zone 5 R19Wall /W,19_2x6.16) Zone` # of Thermostat Vent Units Zone Type Type Hgt. Area -0.15_ Sleeping- SleepingStat_ -nla 0.25_ Living _LivingS.tat_ _2 -n/a _0..15_ Sleeping- _S1.eepingS.tat_ 2 _n/.a 0-26_ Sleeoing S1eepingStat_ 2 -n/a OPAQUE SURFACES Act. Type Area U -Fac. Azm. Tilt Gains Y / N Form 3 Reference Location / Comments Wall- 398 0_0.65 ---45 90 Wall- _1'48. 0_065. 1.3.5. 9.0 Wall_ 56_ _0_065 t89_ 99 IN _Ro.ol 900 0-028 0. 0 IN Wall_ X34 0.065 _225 99 IN Wall_ 110Q _0_Q65_ -2.Z0_ 9.0 Wall_ ---Z6 ---O-M- 315 90 Wall- 412. 9 65 45 90_ -Wall - Wall_ _ -----46_ -O-Q65- 90_ 90 Wall- 34.0_ _0-(165 135 9.0_ Roof L520 0_028_ -315 0 Wall_ 394 -0-065- -225 90 Wall- 528_ 29-65_ 0 9.0_ .Roof x.0.0. 0.028 0_ 0_ Wall_ 1.54_ -0-06.5_ 225 9.0_ Wall- 359 _0_06.5 -315 9.0_ .Root 1..58.8_ --D-02-8- -45 0_ _W_.a11- 257- 0.065 _225 9.0_ Wall- 916 --0-06L -315 90 Wall- 256 0.065 4.5 90 Wall_ 2,650 9-G65 t35 90 .Roof 1.,25.3 _0_028_ -0--0- .R19_ztalL(wj-9 2x6.16) Zone 1 B_t9 Wall fW 1.9 2x66) Zone_1 R19 Wall (W 1.9 2x616) Zone R38Booi(R-38-2x14 16) Zone 1 R-19 Wall (W.19.24U6) Zone 2 R -A9 -Wall 0/192x6.16) Zone2 one 2 R19LWalL(Y,l 19 2x6.16) 7 -one -2- 1 Zone 9 R19_W1ll (-W 19 2Y6.191 Zone -2 1--i-q- 1aIL(.W1.9 2x616) Zone 9 R-38Boof_(B..38.2x14 Zone 9 .R19_WaIL(W 192x616) Zone_3 R-19 Wall (W.19.24.16) Zone -3 R38 -Roof a 82x1416) Zone_3 B19-(lLall ( 19 2x6.76) Zone 4 R19 Wall (Vy.192x616I Zone 4 fR.382 1x 4 161 Zone 4 R19 Wall W1g gy616Zones R-19Wall 0-199616') . Zone 5 R19Wall /W,19_2x6.16) Zone` X LXJ X X X X A IN A X❑ ❑ ❑ El ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑R38Roof ED ❑ ❑ ❑❑ R1.2x6.16) Zone_5 .R_38 -P oL((.R..38..2x1416) Zone -5 ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑°❑ I EnergyPro 3.1 By EnergySoft User Number: 2655 Job Number: Page:10 of 26 1 Computer Method Summary (Part 1 of 3) C -2R A b_ertiaLResidence 51-512 Project Title Date _72970 1 c- aMsxa—La Quiata Project Address Building Permit # Ins_u-form, InC (760) 324-2046 Documentation Author Telephone Plan Check/Date Comrnuter erform.ance 15 Field Check/Date Compliance Method (Package or Computer) Climate Zone Source Energy Use Standard Proposed Compliance (kBtu/sf-yr) Design Design Margin Space Heating 10.13 12.35 -2.22 Space Cooling 47.94 45.56 2.37 Domestic Hot Water 4.60 4.62 -0.01— Totals 62.68 62.53 0.14 BUILDING COMPLIES GENERAL INFORMATION X❑ Slab Floor Conditioned Floor Area: 6,188 Floor Construction Type: ❑ Raised Floor Building Type: Single Fam Detached Building Front Orientation: (Southwest) 225 deg Total Fenestration Area: 26.8% Number of Dwelling Units: 1.00 Total Conditioned Volume: 61,880 Number of Stories: 1 Slab Floor Area: 6,188 BUILDING ZONE INFORMATION # of Thermostat Vent Zone Name Floor Area Volume Units Zone Type Type Hgt. Area 7-one_5 X80 X2,80.0 _02]_ living —Living.Stat_ —2 —n/a OPAQUE SURFACES Solar Act. Gains Type Area U -Fac. Azm. Tilt Y / N Form 3 Reference Location / Comments EnergyPro 3.1 By EnergySoft User Number: 2655 Job Number: Page: 11 of 26 Computer Method Summary (Part 2 of 3) C -2R Albertini Residence 5/5/2003 Project Title Date FENESTRATION SURFACES # Type U- Area Factor SHGC Act. Azm. Glazing Type Tilt Location/ Comments J_ Win ort east) _2.4_Q_ _0.46.0_ 0.45 45_ _90 Better_Built-Windows Zone -J 2 Window Rear Northeast) 12.0 0.460 0.45 45 90 Better Built Windows Zone 1 3 Window Rear (Northeast) 4.5 0.460 0.45 45 90 Better Built Windows Zone 1 4 Window Rear Northeast) 12.0 0.460 0.45 45 90 Better Built Windows Zone 1 5 Window Rear (Northeast) 4.0 0.460 0.45 45 90 Better Built Windows Zone 1 6 Window Rear (Northeast) 33.0 0.460 0.45 45 90 Better Built Windows Zone 1 7 Window Rear (Northeast) 12.0 0.460 0.45 45 90 BeAter Built Windows Zone 1 8 Window Right (Southeast) 48.0 0.640 0.53 135 90 Better Built Windows Zone 1 2 WindowRight (Southeast) 24.0 0.640 0.53 135 90 Better BuiltWindows ane 1 10- Window Right_(South) 144.0 0.640 0.53 182 9Q Better Built Windows Zone 1 11 Window Front (Southwest) 48.0 0.640 0.53 225 90 Better Built Windows Zone 2 12 Window Front (Southwest) 18.0 0.460 0.45 225 90 Better Built Windows Zone 2 13 Window-Eront_(West). MO- 0-620- OA44 _2.10_ ---D BetteLBW1tWindows Zone 2 14 Window Left (Northwest) 22.5 0.460 0.45 315 90 Better Built Windows Zone 2 15 Window Rear (Northeast) 72.0 0.620 0.44 45 90 Better Built Windows Zone 2 16 Window Rear (Northeast) 48.0 0.640 0.53 45 90 Better Built Windows Zone 2 17 Window Rear (Northeast) 7.5 1.040 0.76 45 90 Single NonMtl Uncted Default Zone 2 18 Window Rear (Northeast) 36.0 0.570 0.36 45 90 Better Built Windows Zone 2 19 Window Rear (Northeast) 4.5 1.190 0.83 45 90 Single Mtl Uncoated Default_ Zone 2 20 Window Rear East 17.5 1.190 0.83 90 90 Single Mtl Uncoated Default Zone 2 21 Window Rear (East) 27.0 1.190 0.83 90 90 Single Mtl Uncoated Default Zone 2 .22 Window Right (Southeast) 7.5 1.190 0.83 135 90 Single Mtl Uncoated Default Zone 2 23 Window Right (Southeast) 4.5 1.190 0.83 135 90 Single Mtl Uncoated Default Zone 2 24 Window Right (Southeast) 36.0 0.570 0.36 135 90 Better Built Windows Zone 2 25 Window Right (Southeast) 48.0 0.640 0.53 135 90 Better Built Windows Zone 2 26 Window Right (Southeast) 18.0 0.460 0.45 135 90 Better Built Windows Zone 2 27 Window Right (Southeast) 96.0 0.640 0.53 135 90 Better Built Windows Zone 2 28 Window Front (Southwest) 16.0 0.570 0.36 225 90 Better Built Windows Zone 3 29 Window Front (Southwest) 16.0 1.280 0.80 225 90 Single Mtl Uncoated Default Zone 3 INTERIOR AND EXTERIOR SHADING Window Overhang Left Fin Right Fin # Exterior Shade Type SHGC Hgt. Wd. Len. Hgt. LExt. RExt. Dist. Len. Hgt. Dist. Len. Hgt. 1 Bug Screen 0.76 6.0 4.0 4.0 0.1 4.0 4.0 2 Bug Screen 0.76 5.0 1.9 2.0 0.1 2.0 2.0 3 Bug Screen 0.76 1.5 3.0 8.0 0.1 8.0 8.0 4 Bug Screen 0.76 6.0 2.0 6.0 0.1 6.0 6.0 5 Bug Screen 0.76 2.0 2.0 6.0 0.1 6.0 6.0 6 Bug Screen 0.76 5.5 6.0 4.0 01 40 40 7 Bug Screen 0.76 2.0 6.0 4.0 0.1 4.0 4.0 _ 8 Bug Screen 0.76 8.0 6.0 50.0 0.1 50.0 50.0 _ 9 Bug Screen 0.76 8.0 3.0 50.0 0.1 50.0 50.0 10 Bug Screen 0.76 8.0 3.0 50.0 0.1 50.0 50.0 _ 11 Bug Screen 0.76 8.0 6.0 50.0 0.1 50.0 50.0 _ 12 Bug Screen 0.76 3.0 6.0 50.0 0.1 50.0 50.0 13 Bug Screen 0.76 9.0 10.0 30.0 0.1 30.0 30.0 _ 14 Bug Screen 0.76 9.0 2.5 15.0 0.1 15.0 15.0 15 Bug Screen 0.76 9.0 8.0 20.0 0.1 20.0 20.0 16 Bug Screen 0.76 8.0 6.0 18.0 0.1 18.0 18.0 17 Bug Screen 0.76 5.0 1.5 15.0 0.1 15.0 15.0_ 18 Bug Screen 0.76 6.0 6.0 18.0 0.1 18.0 18.0 _ 19 Bug Screen 0.76 6.0 0.9 15.0 0.1 15.0 15.0 20 Bug Screen 0.76 5.0 3.5 15.0 0.1 15.0 15.0 21 Bug Screen 0.76 6.0 4.5 15.0 0.1 15.0 15.0 22 Bug Screen 0.76 5.0 1.5 30.0 0.1 30.0 30.0 23 Bug Screen 0.76 6.0 0.9 30.0 0.1 30.0 30.0 _ 24 Bug Screen 0.76 6.0 6.0 30.0 0.1 30.0 30.0 _ 25 Bug Screen 0.76 8.0 3.0 30.0 0.1 30.0 30.0 _ 26 Bug Screen 0.76 3.0 6.0 30:0 0.1 30.0 30.0 _ 27 Bug Screen 0.76 8.0 3.0 30.0 0.1 30.0 30.0 28 Bug Screen 0.76 4.0 4.0 4.0 0.1 4.0 4.0 29 Bug Screen 0.76 EneravPro 3.1 By EnemvSoft User Number: 2655 Job Number: Page: 12 of 26 1 Computer Method Summary (Part 2 of 3) C -2R Albertini Residence 5/5/2003 Project Title Date FENESTRATION SURFACES # Type Area U- Factor SHGC Act. Azm. Glazing Type Tilt Location/ Comments 3.0. Window E[anL(.Southwest) _8.0- _0.._46 - 0..4.5_ _225_ _90 Better -Built -Windows- Zone_3 31 Window Front (Southwest) 16.0 0.570 0.36 225 90 Better Built Windows Zone 3 32 Window Left North 9.6 0.460 0.45 0 90 Better Built Windows Zone 3 33 Window Left North 40.0 0.570 0.38 0 90 Better Built Windows Zone 3 34 Window Left North 16.0 0.460 0.45 0 90 Better Built Windows Zone 3 35 Window Left (North) 6.0 0.570 0.36 0 90 Better Built Windows Zone 3 -35 Window Front (Southwest) 16.0 0,570 0.36 225 9Q BMW Built Windows Zone 4 37 Window Left (Northwest) 48.0 0.640 0.53 315 90 Better Built Windows Zone 4 38 Window Left (NNo hwest) 6.0 0.570 -936 315 9Q Better Built Windms Zpne 4 39 Window Left (Na hwest) 8.0 0.570 X33 315 9Q Better Built Windows Zone 4 40 Window Left (Northwest) 48.0 0.640 0.53 315 90 Better Built Windows Zone 4 41 Window Front (Southwest) 72.0 0.620 0.44 225 90 Better Built Windows Zone 5 _42. (So Wind- _ont uthwest) -N&O- 0620- 049 _ -22.5_ 9 0 Beiter_Bsrilt_Wiadows Zone_5 43 Window Front (Southwest) 63.0 0.620 0.44 225 90 Better Built Windows Zone 5 44 Window Left (Northwest) 33.8 0.460 0.45 315 90 Better Built Windows Zone 5 45 Window Rear Northeast) 72.0 0.620 0.44 45 90 Better Built Windows Zone 5 46 Window Rear Northeast) 72.0 0.620 0.44 45 90 Better Built Windows Zone 5 47 Window Right (Southeast) 40.5 0.460 0.45 135 90 Better Built Windows Zone 5 _4$ Skylight Left (North) 27.0 0.800 0.690 0 Mtl Thermal Brk Unctd Default Zone 5 INTERIOR AND EXTERIOR SHADING Window Overhang_ Left FinRight Fin # Exterior Shade Type SHGC Hgt. Wd. Len. Hgt. LExt. REA Dist. Len. Hgt. Dist. Len. Hgt. 30 Bug Screen 0.76 31 Bug Screen 0.76 32 Bug Screen 0.76 5.0 1.9 2.0 0.1 2.0 2.0 33 Bug Screen 0.76 5.0 4.0 4.0 0.1 4.0 4.0 34 Bug Screen 0.76 2.0 4.0 4.0 0.1 4.0 4.0 35 Bu Screen 0.76 2.0 3.0 4.0 9,_1 --4-0 4.0 36 Bug Screen 0.76 4.0 4.0 2.0 0.1 2.0 2.0 37 Bug Screen 0.76 8.0 6.0 12.0 0.1 12.0 12.0 38 Bug Screen 0.76 2.0 3.0 12.0 0.1 12.0 12.0 39 Bug Screen 0.76 2.0 4.0 12.0 0.1 12.0 12.0 40 Bug Screen 0.76 8.0 6.0 12.0 0.1 12.0 12.0 41 Bug Screen 0.76 9.0 8.0 50.0 0.1 50.0 50.0 42 Bug Screen 0.76 9.0 12.0 50.0 0.1 50.0 50.0 _ 43 Bug Screen 0.76 9.0 7.0 50.0 0.1 50.0 50.0 _ 44 Bug Screen 0.76 9.0 3.9 4.0 0.1 4.0 4.0 45 Bug Screen 0.76 9.0 8.0 4.0 0.1 4.0 4.0 46 Bug Screen 0.76 9.0 8.0 20.0 0.1 20.0 20.0 47 Bug Screen 0.76 9.0 4.6 15.0 0.1 15.0 15.0 48 None 1.00 I EnergyPro 3.1 By EnergySoft User Number: 2655 Job Number: Paae:13 of 26 1 PERIMETER LOSSES Type Length F2 Factor Insulation R -Val. Depth Location / Comments Slab Perimeter 230 Computer Method Summary 0.0 (Part 3 of 3) C -2R Albertini Residence Slab-Eetimeter X00 -Cl.Z6 Q.Q 0 5/5/2003 Project Title 400 0.76 0.0 0 Zone 3 Date - THERMAL MASS FOR HIGH MASS DESIGN -026 Q.4 _0 Zone 4 Area Thick. Heat 0.0 Inside Location Type (sf) (in.) Cap. Cond. Form 3 Reference R -Val. Comments Concrete. Heavyweight _9.0.0 -3-5.0 _98. _0-9B. n/a _2 ZoneSLS.lab-o-ruGrade Concrete, Heavyweight 1.520 3_50 28 0_98 n/a + 0 Zone 2 / Slab on Grade Concrete Heavyweight 900 3.50 2 0.98 n/a ` 2 Zone /-351 on r e Concrete. Heavyweight 1.588 3_50 28 0_98 n/a 2 Zone 4 / Slab on Grade &oncr_ete,—Keavyweight 1,280 -3--5-0 _2$ _4.,_98 n/a 0 Zone 5 / Slab on Grade PERIMETER LOSSES Type Length F2 Factor Insulation R -Val. Depth Location / Comments Slab Perimeter 230 0.76 0.0 0 Zone 1 Slab-Eetimeter X00 -Cl.Z6 Q.Q 0 Zone 2 .Slab Perimeter 400 0.76 0.0 0 Zone 3 S.lab_PA*,timeier 580 -026 Q.4 _0 Zone 4 Slabperimeter 580 0.76 0.0 0 Zone 5 HVAC SYSTEMS Heating Equipment Minimum Distribution Type y Type (air conditioner, Type (furnace, heat Efficiency and Location Duct Thermostat Location pump, etc.) (AFUE/HSPF)(ducts/attic, etc.) R -Value Type Comments Central Furnace 80%AFFUE Ducts in Attic 4.2 Setback Zone 1 Central Furnace 80%AFUE Ducts in Attic 4.2 Setback Zone 2 Central Furnace 80% AFUE Ducts in Attic 4.2 Setback Zone 3 Central Furnace 80%AFUE Ducts in Attic 4.2 Setback Zone 4 Hydronic Piping Pipe Pipe Insul. System Name Length Diameter Thick. Cooling Equipment Minimum Duct y Type (air conditioner, Efficiency Location Duct Thermostat Location / heat pump, evap. cooling) (SEER) (attic, etc,) ., R -Value Type Comments _Split Air Conditioner 12 EE D ,rts in Attic 4.2 Setback Zpn 1 Split Air Conditioner 12.0 SEER Ducts in Attic 4.2 Setback Zone 2 Split Air Conditioner .12.0 SEER Ducts in Attic 4.2 Setback Zone 3 Split Air Conditioner 12.0 SEER Ducts in Attic 4.2 Setback Zone 4 WATER HEATING SYSTEMS Ratedl Tank Energy Factl 1 Tank Insul. Water Heater Water Heater Distribution # in Input Cap. or Recovery Standby R -Value System Name Type Type Syst. (Btu/hr) (gal) Efficiency Loss (%) Ext. A O SMITH WATER PRODUCTS Small Gas Ewe Insulation 2 46,000 50 0.62 n/a n/a -FPSFI 50=23- 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: 05/05/03 15:10:09 Run Code: 1052172609 Ener Pro 3.1 By EnergySoft User Number: 2655 Job Number: Page: 14 of 26 Computer Method Summary (Part 3 of 3) C -2R Albertini Residence 5/5/2003 Project Title Date THERMAL MASS FOR HIGH MASS DESIGN Area Thick. Heat Inside Location Type (sf) (in.) Cap. Cond. Form 3 Reference R -Val. Comments PERIMETER LOSSES F2 Insulation Type Length Factor R -Val. Depth Location / Comments HVAC SYSTEMS - Heating Equipment Minimum Distribution Type - Type (furnace, heat Efficiency and Location Duct Thermostat Location / pump, etc.) (AFUE/HSPF)(ducts/attic; etc.) R -Value Type Comments Central Furnace 80%AFIE Ducts in Attic 4.2 Setback Zone 5 n Hydronic Piping 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 Split Air Conditioner 12.O SEER Ducts in Attic 4.2 Setback Zoo-e-5--- WATER one5 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. (Btu/hr) (gal) Efficiency Loss (%) Ext. 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. Computer Method Summary (Addendum) C -2R Albertini Residence 5/5/2003 Proiect 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 haead on tha adanuacv of the special iustification and documentation submitted. I Plan I Field The HVAC System "Zone 1" must meet all CEC Criteria for a Zonally Controlled system serving only Sleeping Areas. HIGH MASS Design(see C -2R) - Verify Thermal Mass: 900 sqft Covered Slab Floor, 3.50" thick at Zone 1 The HVAC System "Zone 2" must meet all CEC Criteria for a Zonally Controlled system serving only Living Areas. HIGH MASS Design(see C -2R) - Verify Thermal Mass: 1520 sqft Exposed Slab Floor, 3.50" thick at Zone 2 The HVAC System "Zone 3" must meet all CEC Criteria for a Zonally Controlled system serving only Sleeping Areas. HIGH MASS Design(see C -2R) - Verify Thermal Mass: 900 sqft Covered Slab Floor, 3.50" thick at Zone 3 The HVAC System "Zone 4" must meet all CEC Criteria for a Zonally Controlled system serving only Sleeping Areas. HIGH MASS Design(see C -2R) - Verify Thermal Mass: 1588 sqft Covered Slab Floor, 3.50" thick at Zone 4 The HVAC System "Zone 5" must meet all CEC Criteria for a Zonally Controlled system serving only Living Areas. HIGH.MASS Design(see C -2R) - Verify Thermal Mass: 1280 sqft Exposed Slab Floor, 3.50" thick at Zone 5 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. I Plan I Field The HVAC System "Zone 1" is using reduced duct leakage to comply and must have diagnostic site testing of duct leakage performed by a certified HERS Rater. The results of the diagnostic testing must be reported on a CF -6R Form. The HVAC System "Zone 2" is using reduced duct leakage to comply and must have diagnostic site testing of duct leakage performe by a certified HERS Rater. The results of the diagnostic testing must be reported on a CF -6R Form. The HVAC System 'Zone 3" is using reduced duct leakage to comply and must have diagnostic site testing of duct leakage performe by a certified HERS Rater. The results of the diagnostic testing must be reported on a CF -6R Form. The HVAC System "Zone 4" is using reduced duct leakage to comply and must have diagnostic site testing of duct leakage performed by a certified HERS Rater. The results of the diagnostic testing must be reported on a CF -6R Form. The HVAC System 'Zone 5' is using reduced duct leakage to comply and must have diagnostic site testing of duct leakage performe by a certified HERS Rater. The results of the diagnostic testing must be reported on a CF -6R Form. Run Initiation Time: 05/05/03 15:10:09 Run Code: 1052172609 EnergyPro 3.1 By EnergySoft User Number: 2655 Job Number: Page: 16 of 26 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE Albertini Residence 5/5/2003 SYSTEM NAME FLOOR AREA Zone1 900 ,ATING SYSTEM PSYCH 26.0 of 69.2 of Outside Air 0 cfm Supply Fan 1300 cfm 69.2 of Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAKCOIL HTG. PEAK CFM Sensible Latent CFM Sensible 1,004 15,546 418 519 21,518 0 777 1,076 0 0 0 0 0 0 0 0 0 777 1 1,076 17,100 418 23,670 BDP CO. 563AN036-A 21,678 10,666 56,000 Total Adjusted System Output 21 678 10,666 56,000 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK Aug 2 pm Jan 12 am RICS (Airstream Tem 69.2 of ® 109.4 of Heating Coil K Return Air Ducts 4 Supply Air Ducts 108.6 of ROOMS 70.0 of (COOLING SYSTEM PSYCHRO_METRICS (Airstream Temperatures at Time of Coolina Peak) 11.0 / 77.4 of Outside Air 0 cfm 78.6/67.1 of 78.6 / 67.1 of 78.6 / 67.1 of . 63.0 / 61.9 of Supply Fan Cooling Coil 1300 cfm h Return Air Ducts `i Supply Air Ducts 63.6/62.1oF 56.6% R.H. ROOMS 78.0 / 66.9 of EnergyPro 3.1 By EnergySoft User Number: 2655 Job Number: Page: 17 of 26 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME Albertini Residence DATE 5/5/2003 SYSTEM NAME Zone 2 FLOOR AREA 1,520 ENGINEERING CHECKS SYSTEM LOAD COIL COOLING PEAK COIL HTG. CFM Sensible Latent CFM Total Room Loads F 1,817 30,988 707 1,012 Return Vented Lighting 0 Return Air Ducts 1,549 Return Fan 0 Ventilation 0 0 0 0 Supply Fan 0 Supply Air Ducts 1,549 TOTAL SYSTEM LOAD 1 34,087 7 707 PEAK Number of Systems 1 Sensible Heating System Output per System 89,000 41,775 Total Output (Btuh) 89,000 Output (Btuhlsgft) 58.61 2,089 Cooling System 0 Output per System 58,000 0 Total Output (Btuh) 58,000 0 Total Output (Tons) 4.8 2,089 Total Output (Btuhlsgft) 38.2 45,953 Total Output (sgftrron) 314.5 Air System HVAC EQUIPMENT SELECTION CFM per System 2,055 89,000 BDP CO. 563AN060-A 38,149 14,599 Airflow (cfm) 2,055 Airflow (cfm/sgft) 1.35 Airflow (cfm/Ton) 425.2 Total Adjusted System Output (Adjusted for Peak Design Conditions) 1 38,149 14,599 TIME OF SYSTEM PEAK Aug 2 pm 89,000 Outside Air % ( ) 0.0 Outside Air (cfmisgft) 0.00 Jan 12 am Note: values above given at ARI conditions EATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heatin Peak 26.0 of 69.1 OF 69.10F 109.4 of Supply Air Ducts Outside Air. 0 cfm 108.5 of Supply Fan Heating Coil 2055 cfm ROOMS 70.0 OF 69.1 of Return Air Ducts DOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Cooling Peak 111.0 177.4 OF .01 ow Outside Air 0 cfm 78.7 / 66.1 OF 78.7 / 66.1 of 78.7 / 66.1 of 61.4 / 60.2 OF 0: Supply Air Ducts Supply Fan Cooling Coil 62.1 / 60.5 of 2055 cfm 53.1% R.H. ROOMS 78.0 65.9 of Return Air Ducts I EnergyPro 3.1 By EnergySoft User Number: 2655 Job Number: Page: 18 of 26 1HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE Albertini Residence 5/5/2003 SYSTEM NAME FLOOR AREA Zone 3 900 U1=14V Number of Systems 1 Heating System Output per System 37,000 Total Output (Btuh) 37,000 Output (Btuh/sgft) 41.1 Cooling System Output per System 29,000 Total Output (Btuh) 29,000 Total Output (Tons) 2.4 Total Output (Btuh/sqft) 32.2 Total Output (sgftrron) 372.4 Air System CFM per System 1,215 Airflow (cfm) 1,215 Airflow (cfm/sqft) 1.35 Airflow (cfmrron) 502.8 Outside Air (%) 0.0 Outside Air (cfm/sgft) 0.00 Note: values above given at ARI conditions HEATING SYSTEM PSYCHROMETRICS 26.0 of 69.0 of 69.0 of Outside Air 0 cfm 69.0 of Or 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 Sensible Latent I CFM I Sensible 810 10,153 418 885 25,117 0 508 1,256 0 0 0 0 0 0 0 0 0 508 1,256 11,169 418 BDP CO. 563AN030-A 16,241 11,207 Total Adjusted System Output 16,241 11,207 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK Aug 2 pm Supply Fan Heating Coil 1215 cfm tm tem 97.4 of K Return Air Ducts 4 Temperatures at Time of Coo 11.0/77.4OF 78.4/68.5OF 78.4/68.5OF 0 65.9/64.6OF Outside Air 0 cfm Supply Fan Cooling Coil 1215 cfm 78.4/68.5 of Return Air Ducts 27,628 37,000 37,000 Jan 12 am Supply Air Ducts 96.5 OF ROOMS 70.0 of Supply Air Ducts 66.3 / 64.7 of 61.9% R.H. ROOMS 78.0 / 68.4 of EnergyPro 3.1 By EnergySoft User Number: 2655 Job Number: Paoe:19 of 26 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE Albertini Residence 5/5/2003 SYSTEM NAME FLOOR AREA Zone 4 1,588 Number of Systems 1 Heating System Output per System 60,000 Total Output (Btuh) 60,000 Output (Btuh/sgft) 37.8 Cooling System Output per System 47,000 Total Output (Btuh) 47,000 Total Output (Tons) 3.9 Total Output (Btuh/sgft) 29.6 Total Output (sgftrTon) 405.4 Air System CFM per System 1,595 Airflow (cfm) 1,595 Airflow (cfm/sgft) 1.00 Airflow (cfm/Ton) 407.2 Outside Air (%) 0.0 Outside Air (cfm/sgft) 0.00 Note: values above given at ARI conditions 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 I Sensiblel Latent CFM I Sensible 1,347 23,738 3,786 1,299 45,183 0 1,187 2,259 0 0 0 0 0 0 0 0 0 1,187 2,259 26,11 3,786 BDP CO. 563AN048-A 30,485 12,494 Total Adjusted System Output 30,485 12,494 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK I Aug 2 pm EATING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Heatina Peak) 26.0 of 68.7 of 68.7 of ® 103.8 of Outside Air 0 cfm 68.7 of Supply Fan Heating Coil 1595 cfm ETRICS 11.0/77.4OF 78.7/66.4OF 78.7/66.4OF . 60.9/59.8OF Outside Air 0 cfm 78.7/66.4 of Supply Fan Cooling Coil 1595 cfm h Return Air Ducts '4 49,701 60,000 60,000 Jan 12 am Supply Air Ducts 102.4 of ROOMS 70.0 of Supply Air Ducts 61.6 / 60.0 of 54.2% R.H. ROOMS 78.0 / 66.2 of EnergyPro 3.1 By EnergySoft User Number: 2655 Job Number: Nig, 20 of 26 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME Albertini Residence DATE 5/5/2003 SYSTEM NAME Zone 5 FLOOR AREA 1,280 ENGINEERING CHECKS SYSTEM LOAD- Number of Systems 1 COIL COOLING PEAK COIL HTG. CFM I Sensible Latent CFM Total Room Loads 1,493 27,916 595 988 Return Vented Lighting 0 Return Air Ducts 1,396 Return Fan 0 Ventilation 0 0 0 =0 Supply Fan 0 Supply Air Ducts 1,396 TOTAL SYSTEM LOAD 30,708 595 PEAK Sensible Heating System Output per System 60,000 35,013 Total Output (Btuh) 60,000 Output (Btuh/sqft) 46.91 1,751 Cooling System 0 Output per System 47,000 0 Total Output (Btuh) 47,000 0 Total Output (Tons) 3.9 1,751 Total Output (Btuh/sqft) 36.7 38,514 Total Output (sgft/Ton) 326.8 Air System HVAC EQUIPMENT SELECTION CFM per System 1,595 BDP CO. 563AN048-A Total Adjusted System Output (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK 32,610 9,473 60,000 32,610 9,473 60,000 Aug 2pm Jan 12 am Airflow (cfm) 1,595 Airflow (cfm/sgft) 1.25 Airflow (cfm/Ton) 407.2 Outside Air (%) 0.0 Outside Air (cfm/sgft) 0.00 Note: values above given at ARI conditions EATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak 26.0 OF 69.0 OF 69.0 OF 104.10F Outside Air 0 0 cfm Supply Fan Heating Coil 1595 cfm 69.0 of Return Air Ducts Supply Air Ducts 103.0 of ROOMS 70.0 OF DOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Cooling Peak 111.0/77.4OF 78.8/65.2°F 78.8/65.2OF 59.7/58.5OF Outside Air O 0 cfm Supply Fan Cooling Coil 1595 cfm 78.8/65.2 of Return Air Ducts Supply Air Ducts 60.6 / 58.8 OF 49.7% R.H. ROOMS 78.0 64.9 of I EnergyPro 3.1 By EnergySoft User Number: 2655 Job Number: Page:21 of 26 I , ROOM LOAD SUMMARY PROJECT NAME Albertini Residence DATE 5/5/2003 SYSTEM NAME Zonel FLOOR AREA 900 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 Zone 1 Zone 1 -1 1,004 15,546 418 1,004 15,546 418 519 21,518 PAGE TOTAL 1 1,004 15,5461 418 519 21,518 TOTAL 1 1,004 15,546 418 519 21,518 EnergyPro 3.1 By EnergySoft User Number: 2655 Job Number: Page: 22 of 26 ROOM LOAD SUMMARY PROJECT NAME Albertini Residence DATE 5/5/2003 SYSTEM NAME Zone 2 FLOOR AREA . 1,520 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 Zone 2 Zone 2 1 1,817 30,988 707 1,817 30,988 707 1,012 41,775 PAGE TOTAL 1 1,817 30,988 707 TOTAL 1,817 30,988 707 1,012 41,775 1,012 41,775 EnergyPro 3.1 By EnergySoft User Number: 2655 Job Number: Page:23 of 26 ROOM LOAD SUMMARY PROJECT NAME Albertini Residence DATE 5/5/2003 SYSTEM NAME Zone 3 FLOOR AREA 900 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK ZONE NAME ROOM NAME Mult. CFM I SENSIBLE LATENT CFM SENSIBLE LATENT CFM SENSIBLE Zone 3 Zone 3 1 810 10,153 418 810 10,153 418 885 25,117 PAGE TOTAL 1 8101 10,153 418 885 25,117 TOTAL 1 810 10,153 418 885 25,117 EnergyPro 3.1 By EnergySoft User Number: 2655 Job Number: Page: 24 of 26 TROOM LOAD SUMMARY PROJECT NAME Albertini Residence DATE 5/5/2003 SYSTEM NAME Zone 4 FLOOR AREA 1,588 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 Zone 4 Zone 4 1 1,347 23,738 3,786 1,347 23,738 3,786 1,299 45,183 PAGE TOTAL 1 1,347 23,738 3,786 1,299 45,183 TOTAL 1 1,347 23,738 3,786 1 1,299 45,183 EnergyPro 3.1 By EnergySoft User Number: 2655 Job Number: Page:25 of 26 ROOM LOAD SUMMARY PROJECT NAME Albertini Residence DATE 5/5/2003 SYSTEM NAME Zone 5 FLOOR AREA 1,280 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK ROOM NAME Mult. CFM SENSIBLE LATENT CFM SENSIBLE LATENT CFM SENSIBLE _Z ONEAME Zone 5 Zone 5 1 1,493 27,916 595 1,493 27,916 595 988 35,013 PAGE TOTAL 1 1,493 27,916 595 F 988 F 35,013 TOTAL 1 1,493 27,916 595 988 35,013 EnergyPro 3.1 By EnergySoft User Number: 2655 Job Number: Page:26 of 26 - CERTIFICATE OF COMPLIANCE Desert Sands Unified School District 4��5�° 47950 Dune Palms Road - z ° ¢BERMUDA DUNES r Date 6/27/03 La Quintaf CA 92253 RANCHO MIRAGE d INDIAN WELLS P No. 24633 (760) 771-8515 �� ALM DESERT y n LINTA IND INDIO `^ YYY © Y J Owner Gene Albertini APN # = 658-200-013 Address 430 Via Lip Nord Jurisdiction La Quinta City Newport Zip 92663 Permit # 0303-212 Tract # Study Area - - Type Single Family Residence No. of Units' 1 Lot # No. Street S.F. k Lot # - No. Street S.F. Unit 1 19 77270 Loma Vista 6188 Unit 6 Unit 2 Unit 7 Unit 3 Unit 8 Unit 4 Unit 9 Unit 5 Unit 10 Comments t At the present time, the Desert Sands Unified School District does not collect fees on garages/carports, covered patios/walkways, residential additions under 500 square feet, detached accessory structures (spaces that do not contain facilities for living, sleeping, cooking, eating or sanitation) or replacement mobile homes. It has been determined that the above-named owner is exempt from paying school fees at this time due to the following reason: EXEMPTION NOT APPLICABLE. ' This certifies that school facility fees-imposed pursuant to - Education Code Section 17620 and Government Code 65995 Et Seq. in the amount of $2.14X 6,188 S.F. or $13,242.32 have been paid for the property listed above and that building permits and/or Certificates of Occupancy for this square footage in this proposed project may now be issued. Fees Paid By OC/PFF Bank & Trust - John Read Check No. 526772794 Name on the check - Telephone 760/777.9434 , Funding Residential By Dr. Doris Wilson y Superintendent Fee collected /exempt d by S cGilvrey $13,242.32 Payment Recd Over/Under Signature NOTICE: Pursuant to Government Code Section 66020(d)(1), this will serve to notify you that the 90-da y approval period in which you may protest the fees or other payment identified above will begin to run from the date on which the building or installation permit for this project is issued, or from the date on which those amounts are paid to the District(s) or to another public entity authorized to collect them on the District('s) behalf, whichever is earlier. NOTICE: This Document NOT,VALID if Duplicated Embossed Original - Building Department/Applicant Copy - Applicant/Receipt Copy - Accounting - r Durable Steel Cabinet - Heavy gauge galvanized steel cabinet is subject to a five station metal wash process. This preparation results in a perfect bonding surface for the finish coat of baked -on outdoor enamel. The attractive enamel finish gives the cabinet long lasting rotection from rust and corrosion. Compressor and control box are Gated in a separate compartment insulated with thick fiberglass nsulation. Compartment provides protection from the weather and keeps sound transmission at a minimum. Control box is conveniently located with all controls factory wired. Large removable panel provides service access. Drainage holes are provided in the base sktion for moisture removal. High density polyethylene base channeld raise the unit off of the mounting surface away from damaging moisture. Non- corrosive PVC (polyvinyl chloride) coated steel wire c6ndenser coil guard is furnished. J Copper Tube/Enhanced Fin Coil - Lennox designed and fabricated coil is constructed of precisely spaced ripple -edged aluminum fins machine fitted to seamless copper tubes in a wrap around "U" shaped configuration providing extra large surface area w1th low air resistance. Lanced fins provide maximum exposure of fin Lurface to air stream resulting in excellent heat transfer. In additioA, fins are equipped with collars that grip the tubing for maximum contact area. Precise circuiting provides uniform refrigerant distribution. Flared shoulder tubing connections and silver soldering provide tight, leak- proof joints. Long life copper tubing is corrosion -resistant and easy to field service. Coil is thoroughly factory tested under high pressure to insure leakproof construction. Entire coil is accessible for cleaning. Powerful Condenser Fan - Efficient direct drive fan moves large volumes of air uniformly through the entire condenser coil resulting in high refrigerant cooling capacity. Vertical discharge of air minimizes operating sounds and eliminates hot air damage to lawn and shrubs. Fan motor is inherently protected and totally enclosed for maximum protection from weather, dust and corrosion. A rain shield on the motor provides additional protection from moisture. Fan service access is accomplished by removal of fan guard. Corrosion resistant PVC (poly- vinyl chloride) coated steel wire fan guard is furnished as standard. Hi -Capacity Drier - Furnished as standard for field installation. Drier traps any moisture or dirt that could contaminate the refrigerant system. II&igh Pressure Switch -Shuts off unit if abnormal operating conditions cause the discharge pressure to rise above setting. Switch protects compressor from excessive condensing pressure. Manual reset. Low Pressure Switch -Shuts off unit if suction pressure falls below set- ting. Provides loss of charge and freeze-up protection. Automatic reset. Timed -Off Control -Timed off control prevents compressor short - cycling and also allows time for suction and discharge pressure to equalize, permitting the compressor to start in an unloaded condition. Automatic reset control provides a five minute'iime delay between compressor shutoff and start-up. Refrigerant Line Connections, Electrical Inlets and Service Valves - Suction and liquid line's are located inside of the cabinet and are made with sweat connections: Fully serviceable brass service valves prevent corrosion and provide easy access to refrigerant system. Suction valve can be fully shut off, while the liquid valve may be backseated to manage refrigerant charge while servicing the system. Suction and liquid line service valves and gauge ports are located inside the cabinet. A thermometer well is located in the liquid line to check the refrigerant charge. Refrigerant line connections and field wiring inlets are all located in one central area of the cabinet. See dimension drawing. OPTIONAL ACCESSORIES (Must Be Ordered Extra) Thermostat (Optional) -Thermostat is not furnished with the unit and must be ordered extra. See Thermostats bulletin in Accessories section (U.S. only) and Lennox Price Book. Refrigerant Line Kits (Optional) = Lines are available in several lengths and must be ordered extra. See Refrigerant Line Kit table. The refrigerant lines (suction and liquid) are shipped refrigeration clean. Lines are cleaned, dried and pressurized at the factory and sealed. Suction line is fully insulated. L15 line sets are stubbed at both ends. Expansion Valve Kits (Optional) - Must be ordered extra and field installed on some matching evaporator units. See ARI Ratings table. Low Ambient Kit (Optional) -Condensing units will operate satisfacto- rily down to 45°F (7°C) outdoor air temperature without any additional controls. For cases where operation of the unit is required at low ambients a Low Ambient Control Kit LB-57113BC (24H77) can be added in the field, enabling it to operate properly down to 30°F (-1 °C). Mounting Base (Optional) -Rugged mounting base provides perma- nent foundation for condensing units. High density polyethylene structural material is lightweight, sturdy, sound absorbing and will withstand the rigors of the sun, heat, cold, moisture, oil and refrigerant. Will not mildew or rot. Can be shipped singly or in packages of 6 to a carton. All models use MB2-L (69J07) 32 x 34 x 3 in. (813 x 864 x 76 mm) shipping weight 15 lbs. (7 kg) each. 'Refrigerant charge sufficient for 25 ft. (7.6 ml length of refrigerant lines. HS26 / Page 2 lo. Model No. HS26-018 HS26-024 HS26-030 HS26-036 HS26-042 HS26-048 HS26-060 Net face area Outer coil -sq. ft. (m2) Inner coil 11.9 (1.11) 11.9 (1.11) 16.0 (1.59) 16.0 (1.59) 16.0 (1.59) 18.2(l.69) 21.6 (2.01) 5.5 (0.51) 5.5 (0.51) 5.6 (0.52) 13.3 (1.24) 13.3(l.24) 13.3(l.24) 20.8 (1.93) Condenser Coil Tube diameter - in. (mm) 5/16(7.9) 5/16(7.9) 5/16(7.9) 5/16(7.9) 5/16(7.9) 5/16(7.9) 5/16(7.9) No. of rows 1.48 1.48 1.36 1.86 1.86 1.75 2 Fins per inch (m) 22 (866) 22 (866) 22 (866) 22 (866) 22 (866) 22 (866) 22 (866) Dia. - in. (mm) no. of blades 20(508)-4 20(508)-4 206101-3 24(610)-3 206101-3 24 (610) - 4 24 (610) - 4 Motor hp (W) 1/10(75) 1/6(124) 1/6024) 1/6(124) 1/6(124) 1/4(187) 1/4(187) Condenser Fan Cfm (Us) 2500 (1180) 2450 (1155) 3150 (1485) 3150 (1485) 3000 (1415) 3900 (1840) 4200 (1980) Rpm 825 825 825 825 825 820 820 Watts 160 210 225 225 230 310 350 "Refrigerant - HCFC -22 charge furnished 4 lbs. 1 oz. (1.84 kg) 4 lbs. 1 oz. (1.84 kg) 5 lbs. 1 oz. (2.30 kg) 5 lbs. 13 oz. (2.64 kg) 6lbs. 11 oz. (3.03 kg) 7 lbs. 5 oz. (3.32 kg) 10 lbs. 8 oz. (4.76 kg) iquid line (o.d.) - in. (mm) sweat 3/8(9.5) 3/8(9.5) 3/8(9.5) 3/8 (9.5) H3/8�(99.5�)3/8 (9.5)3/�(95) Suction line (o.d.) in. - (mm) sweat 5/806) 3/4(19) 3/4 1191 3/4 (19)7!8 (22.2) 7/8 (22.2) 1-1/8 (28.6) Shipping weight - lbs. (kg) 1 package 177 (80) 185 (84) 192 (87) 221 (100) 231 (105) 274 (124) 308 (140) 'Refrigerant charge sufficient for 25 ft. (7.6 ml length of refrigerant lines. HS26 / Page 2 lo. • ARI RATINGS- Unit Size & Model No. *Sound Rating Number (db) *ARI Standard 210/240 Ratings Up -Flow Down -Flow Horizontal **Ex ansion Valve Kit Required Cooling Cap. Total SEER EER Unit Btuh kW Watts Evaporator Coils 1.5 Ton HS26-018 (74) 18,900 5.5 12.10 10.85 1740 C26-21(FC) - - - - - - - - *Factory Installed 19,000 5.6 12.10 10.90 1740 C23-26(W)(FC) LB -85663) (26K34) 19,100 5.6 12.20 10.95 1740 C23-31(W)(FC) ---- ---- 19,300 5.7 12.30 11.05 1745 C26-26(W)(FC) - - - - ---- ---20,000 *Factory Installed 20,000 5.9 13.00 11.40 1750 C26-31(W)(FC) - - - - - - - - 19..00 5.7 13.00 11.55 1685 C26-261W)(FC)+G25MV3 - - - - --- 20,400 6.0 13.40 12.05 1695 C26-31(W)(FC)+G25MV3 - - - - ---- 18,500 18,500 5.4 11.85 10.65 1735 - - - - CR26-21 LB -85663J (26K34) 19,700 5.8 12.55 11.25 1750 - - - - CR26-31 20,400 6.0 13.00 11.55 1765 - - - - CR26-41(N)(W) 18,800 5.5 12.40 11.20 1680 - - - - CR26-21+G25MV3 - - - - 19,900 5.8 1 13.20 11.80 1690 - - - - CR26-31+G25MV3 - - - - 18,500 5.4 11.80 10.65 1735 - - - - - - - - CH23-21 18,700 5.5 12.00 10.75 1740 - - - - - - - - I CH23-31 19,600 5.7 12.60 11.15 1760 - - - - - - - - CH23-41 20,200 5.9 13.00 11.45 1765 - - - - - - - - CH23-51 Btuh kW I SEER EER Watts Blower Coil Units Valve 18,900 5.5 12.15 10.90 1 1735 CB29M-21/26 (Multi -Position) *Factory Installed 20,200 5.9 12.85 11.55 1750 CB30M-21/26 (Multi -Position) 6.1 13.35 12.00 1735 C830M-31 (Multi -Position) F20,800 --- 19,000 5.6 12.00 10.70 1775 0 CVP10-26/EC10Q3 I- - - ---- ' 2 Ton HS26-024 (74)--- (74) Btuh Btuh kW SEER EER Watts Evaporator Coils Valve 22,600 6.6 12.10 10.70 2115 C26-21(FC) - - - - - - - - •Factory Installed --- 23,400 6.9 12.10 10.75 2180 C23-26(W)(FC) - - - - ---- LB -85663J (26K34) 23,800 7.0 12.25 10.90 2185 C23-31(W)(FC) - - - - - - - - 23,800 24,000 7.0 12.35 11.00 12185 C23-41(W)(FC) - - - - ---- ---24,000 24,000 7.0 12.35 11.00 2185 C26-26(W)(FC) *Factory Installed --- 25,200 7.4 12.85 11.40 2205 C26-31(W)(FC) - - - - ---- 25,200 7.4 13.10 11.40 2205 C26-41(FC) - - - - - - - - 25,200 --- 25,200 7.4 13.50 11.90 2115 C26-31(W)(FC)+G25MV3 - - - - ---- 25,400 7.4 13.85 12.25 2075 C26-31(W)(FC)+G21V3 ---- ---- 25,400 22,200 6.5 11.70 10.40 2135 - - - - CR26-21 - . - - LB -85663) (26K34) 24,400 7.1 12.60 11.15 2190 - - - - CR26-31 - - - - 25,000 7.3 . 13.00 11.40 2190 CR26-41(N)(W) ---- 24,600 7.2 13.25 11.65 2115 - - - - CR26-31+G25MV3 22,400 6.6 11.80 10.50 12135 - - - - - - - - CH23-21 23,200 6.8 12.00 10.65 2180 - - - - - - - - CH23-31 24,200 7.1 12.55 11.00 2200 - - - - - - - - CH23-41 25,200 7.4 13.00 11.40 2210 - - - - - - - - CH23-51 Btuh kW SEER EER Watts Blower Coil Units Valve 23,000 6.7 12.05 10.75 2145 CB29M-21/26 (Multi -Position) •Factory Installed 23,600 6.9 12.20 10.85 2175 CB29M-31 (Multi -Position) 24,800 7.3 12.80 11.30 2190 CB30M-21/26 (Multi -Position) 25,600 7.5 13.55 12.10 2115 CB30M-31 (Multi -Position) 25,800 7.6 14.00 12.50 2060 CB31MV-41 (Multi -Position) 23,200 6.8 11.85 10.55 2195 0 CVP10-26/EC10Q3 I - - - - - - - - *Rated in accordance with ARI Standard 210/240; 95'F (35°C) outdoor air temperature, 80'F (27°C) db / 67'F 09"C) wb entering evaporator air with 25 ft. (7.6 m) of connecting refrigerant lines. *Sound Rating Number rated in accordance with test conditions included in ARI Standard 270. ** Kit is required and must be ordered extra, unless shown as factory installed. *Furnished as standard with coil. NOTE - Shaded area denotes most popular evaporator coil. HS26 / Page 3 ► ELECTRICAL. DATA Model No. HS26-018 HS26-024 HS26-030 HS26-036 HS26-042 Line voltage data - 60hz 208/230V 1ph 208/230v 1ph 208/230v 1ph 208/230v 1ph 208/230v 3ph 208/230v `1 ph 208/230v .3ph Compressor Rated load amps 8.4 10.3 13.5 16.0 10.3 18.0 12.5 Compressor Power factor 0.97 0.96 0.96 0.96 0.82 0.94 0.82 Locked rotor amps 47 56 72.5 88 77 104 88 Condenser Coil Fan Motor Full load amps 0.8 1.1 1.1 1.1 1.1 1.1 1.1 Locked rotor amps 1.6 2.0 2.0 2.0 2.0 2.0 2.0 Rec. max. fuse or circuit breaker size (amps) 15 20 30 35 20 40 25 *Minimum circuit ampacity 13 14 18 21.3 14 23.6 16.4 Tnerer to National or canaolan tlectncal Cooe manual to determine wire, tuse and disconnect size requirements. NOTE - Extremes of operating range are plus 10% and minus 5% of line voltage. Model No. Length of Line Set Suction & Lines Model No. -ft.7-T m HS26-048 Suction Line (o.d.) in. HS26-060 in. Line voltage data - 60hz 208/230v 1ph 208/230v 3ph 460v 3ph 208/230v 1ph 208/230v 3ph 460v 3ph Compressor Rated load amps 23.7 13.5 7.4 28.8 17.4 9.0 Power factor 1.97 .87 .87 .97 .85 .85 99 49.5 169 123- Locked rotor ampsV31..94 62 Condenser Coil Fan Motor Full load amps 3/8 1.7 1.1 1.7 1.7 1.1 Locked rotor amps 3.1 2.2 3.1 3.1 2.2 Rec. max. fuse or circuit breaker size (a 1 9.5 30 15 60 40 20 Minimum circuit ampacity 18.6 10.4 37.7 23.5 12.4 -meter to National or t-anaaian tlectncal t,oce manual to determine wire, ruse and disconnect size requirements. NOTE - Extremes of operating range are plus 10% and minus 5% of line voltage. FIELD WIRING e rDISCONNECT, r 1 rDISCONNECT-1 • I SWITCH I I THERMOSTAT I I SWITCH (Optional) L -(By Others) J L - - - - - J L(BY Others) J LENNOX CONDENSING UNIT LENNOX HEATING UNIT OR *BLOWER COIL EVAPORATOR UNIT Conder ing UniLiquid Model No. Length of Line Set Suction & Lines Model No. -ft.7-T m Liquid . Line (o.d.) Suction Line (o.d.) in. mm in. mm HS26-018 L15-26-20 20 6 3/8 9.5 5/8 15.9 L15-26-25 25 8 L15-26-35 35 11 L15 26-50 50 15 HS26-024 HS26-030 HS26-036 L15-41-20 20 6 3/8 9.5 3/4 19 L15-41-30 30 9 L15-41-40 40 12 L15-41-50 50 15 HS26-042 HS26-048 L15-65-30 30 9 3/8 9.5 7/8 22.2 L15-65-40 40 12 L15-65-50 50 15 HS26-060 *Not available 1 3/8 1 9.5 1-1/8 22.2 'Field fabricate. A - Two or Three Wire Power (not furnished) B - Two or Three Wire Power (not furnished) - See Electrical Data C - Two Wire Low Voltage (not furnished) - 18 ga. minimum D - Four Wire Low Voltage (not furnished) - 18 ga. minimum All wiring must conform to NEC or CEC and local electrical codes. INSTALLATION CLEARANCES - inches (mm) NOTE -48 inches (1219 mm) clearance required on top of unit. *NOTE -Two sides of coil may be 12 inches (305 mm). HS26 / Page 7 ► DIMENSIONS-= incties.° (mml i• u INLETQ AIR ELECTRICAL INLETS TOP VIEW B SUCTION LINE �� INLET DISCHARGE AIR (HS26-018 thru 0421 LIQUID \ INLET LINE (HS26-048-060) A 4-1/2014) LIQUID LINE INLET HS26-018 thru 042 SUCTION LINE INLET D Z -u (HS26-048-060) (6 Li H H 2-3/4 (70) 4 I F I a 4-7/8(22) 2 2 1-3/8 (102) (102) 6-1/16 (51) G (5 1) (35) E (154) 1154) ACCESS VIEW SIDE VIEW INLET a AIR Model No. A B C D E F G H J ,HS26-018, ? HS26-024 in. 27-7/8 25-7/8 29-7/8 12-1/4 22-7/16 14-7/16 22-1/8 2-7/8 5-1/2 mm 708 657 759 311 570 367 562 73 140 HS26-030, HS26-036, HS26-042 in. 30-7/8 32-1/8 34-1/16 12-3/4 26-5/8 18-5/8 28-1/8 3-7/8 7-1/2 mm 784 816 865 324 676 473 718 98 191 HS26-048 in. 1 34-7/8 32-1/8 34-1/16 13-3/4 26-5/8 18-5/8 28-1/8 3-7/8 7-1/2 mm 886 816 865 349 676 473 718 98 191 HS26-060 in. 40-7/8 32-1/8 34-1/16 19-13/16 26-5/8, 18-5/8 28-1/8 3-7/8 7-1/2 1038 1 816 865 5o3 67T' 473 718 98 191 ' , 1 NOTE- For Temperatures and Capacities not shown in tables, see bulletin -Cooling Unit Rating Table Correction Factor Data in Miscellaneous Engineering Data section. HC9r_n9 R - tcr, -- - - --- -.- �.-----r•••..•.•.,.• v,.0 vv „v. ,r,v,uvc ,r,vvvr t,�rr 41V-1 1-1- --k UUUU1:11U11. HS26 / Page 8 ► _ Outdoor Air Temperature Entering Outdoor Coil Enter- Total 85'1` (29°C) 951F (35'C1 105=F(41°C) 115°F (46'C) Wet Air Volume Total Com- Sensible To Total Total Com- Sensible To Total Total Com- Sensible To Total Total Sensible Bulb Temper- Cooling Capacity pressor Motor Ratio IS/TI Coolm9 Capacity pressor Motor Ratio (S/T) Cooling Capacity pressor Ratio (S/7) CoolingCom- Capacity tY pressor To Total Ratio (S/T) ature Watts Dry Bulb Watts Dry Bulb Motor Watts pry Bulb p Motor Dry Bulb L/s cfm kW Btuh Input 75°F 80°F 85'F kW Btuh Input 75'F 80°F 85°F kW Btuh Input p 75`F 8°` 85°F kW Btuh Watts Input 5'F 80° 85°F 24°C 7°C 9°C 24°C 27°C 29°C 24'C 271 291C 4'C 27°C 9°C 63°F 190 400. 5.2 17,700 1170 .68 .79 .90 5.0 17,200 1340 .69 .80 .92 4.9 16,600 1530 .69 .82 .93 4.7 15,900 1740 .70 .83 .95 (17.2°C) 285 600 5.6 19,200 1180 .76 .90 1.00 5.5 18,600 1350 .77 .92 1.00 5.2 17,900 1540 .78 .93 1.00 5.0 17,100 1750 .80 .95 1.00 375 800 5.9 20,200 1190 .83 .98 1.00 5.7 19,500 1360 .85 .99 1.00 5.5 18,900 1550 .8611.00 1.00 5.3 18,200 1760 .88 1.00 1.00 °F 190 400 5.6 19,000 1180 .54 .65 .76 5.4 18,400 1350 .55 .66 .77 5.2 17,800 1540 .55 1 .67 .78 5.0 17,000 1750 .56 .68 .80 .4°C) 285 600 6.0 20,400 1190 .59 .73 .87 5.8 19,700 1360 .59 .74 .88 5.5 18,900 1550 .60 .76 .90 5.3 18,100 1760 .61 .77 .92 375 800 6.2 21,100 1200 .63 .81 .96 6.0 20,400 1370 .64 .83 .97 5.7 19,600 1550 .65 .84 .99 5.5 18,800 1760 .67 .86 1.00 71°F 190 400 6.0 20,400 1190 .42 .52 .62 5.8 19,800 1360 .42 .53 .63 5.6 19,000 1550 .64 5.4 18,300 1760 .42 .54 .65(21,7°C) 285 600 6.4 21,700 1200 .43 .57 .71 6.2 21,000 1370 .43 .58 .72 5.9 20,200 1560 .73 5.7 19,400 1770 .44 .59 .7537 800 6.6 22 400 1210 45 .62 79 6.4 21 700 1380 .45 .63 .80 6.1 20 800 1560 ]!244.58 .82 5.8 19,900 1770 .46 .66 .84 -- - - --- -.- �.-----r•••..•.•.,.• v,.0 vv „v. ,r,v,uvc ,r,vvvr t,�rr 41V-1 1-1- --k UUUU1:11U11. HS26 / Page 8 ► INNOVATOR' PROGRAMMABLE THERMOSTATS L21 SERIES 24 HOUR THERMOSTATS For Conventional Heating/Cooling Systems Only (Non -Heat Pump Systems) THERMOSTATS Bulletin #210125 November 1996 Supersedes #480059 September 1993 L21SERIES7 DAY THERMOSTATS For Conventional Heating/Cooling Systems Only . (Non -Heat Pump Systems) Model No. Description Catalog No. Model No. Description Catalog No. L211201CS ......... 1 Heat/1Cool 24 Hour ........ 69H25 L211407CS .......... 1 Heat/1Cool 7 -Day ......... 75H19 L212201CS ......... 1 Heat/2 Cool 24 Hour ........ 69H26 L212407CS .......... 1 Heat/2 Cool 7 -Day ......... 75H2O A2000 -ROS ..... Outdoor Temperature Sensor ..... 69H27 A2000 -ROS ..... Outdoor Temperature Sensor .... 69H27 *Automatic Or Manual Changeover *Built-in Time Delays *Large Easy -to -read LCD Readout •Actual Time And Temperature in 'F or 'C for alternating inside and outside temperature readout (with optional outdoor temperature sensor) •Two Stage Cooling Model features low or high speed cooling operation indicators •Check Filter Indicator flashes at preset interval 4System Selector Switch (Off -Heat -Cool -Auto) *Fan Switch (On -Auto) •Indicator Lights ("Amber" light indicates system operating, "Green" light indicates night period energy savings) *Solid-state Electronic Technology eliminates battery back-up and maintains thermostat settings during power failure for up to 24 hours *Two Separate (Day & Night) time and temperature settings per day *Individual Slide Switches set day and night heat and cool temperatures and nighttime beginning and ending time periods • "Cancel Night" button overrides night temperature settings • "+" and "—".buttons set time of day • Pressing front cover reviews thermostat settings i Optional Outdoor Temperature Sensor A2000 -ROS With optional sansor, thermostat will give a readout of present•out- door temperature and lowest and highest outdoor temperatures of the day and times at which they occurred. See next page. •Full Independent Seven-day Programming •Automatic Or Manual Changeover *Built-in Time Delays *Large Easy -to -read LCD Readout •Actual Time And Temperature in 'F or 'C for alternating inside and outside temperature readout (with optional outdoor temperature sensor) *Two Stage Cooling Model features low or high speed cooling operation in *Check Filter Indicator flashes at preset interval *System Selector Switch (Off -Heat -Cool -Auto) • Fan Switch (On -Auto) •Indicator Lights show "Amber" indicating system is operating in manual mode or (flashing) 3 hour override, "Green" light indicates system demand *Solid-state Electronic Technology eliminates battery back-up and maintains thermostat settings during power failure for up to 24 hours • Four Separate Mime And Temperature Settings Per Day *Individual Slide Switches set time begin and heat and cool temperatures • "+" and "—" buttons set time of day • "Day" button sets day of week and reviews daily programs • "Review" button displays programmed time period setpoints • "Manual" button allows manual control of temperature • "Clear" button erases programmed setpoints when re -programming • "Enter" button enters time of day and temperature setpoints into memory • Monitors compressor run times and heating times in hours and cycles • Pressing front cover reviews thermostat settings Optional Outdoor Temperature Sensor A2000 -ROS With optional sensor, thermostat will give a readout of present out- door temperature and lowest and highest outdoor temperatures of the day and times at which they occurred See next page. NOTE — Specifications, Ratings and Dimensions subject to change without notice. :01996 Lennox Industries Inc. r Building 77-200 Loma Vista Address Robert Taylor W -4 P.O. BOX 1504 78-105 CALLE ESTADO LA QUINTA, CALIFORNIA 92253 Mailing k Address 17-:535 Calle Chihuahua ' City Zip Tel La Quintan ,- Ca -92253 564--9101 Contractor fiarr%.�e Construction Address P.O.-Box 1540 City ZipTel.: PERMIT La Quinta.e CA 92253 564-0053 State Lic.:.- ,- •: .1� �$ & Classif.' City. Lic. # 1-89 .Arch., Engr., Designer. ' _ 3:1loyd Matson/Keith Chri: tit Address ' 79--520 Horseshoe Rd. Tel. 564-4500 City Zip State LaQ lntar Ca 92253 Lig,# - RCE 500 f/ -1/_ . kLICENSEd'cc6NTRACTOR'S DECLARATION I herebyy sed affirm/that I am,licen•under provisions of Cfjapter 9 (commencigg wilgrSectic 00) 70O!Rivision 3bf the Busi es' and Professions Cddg, and my licensepi m fugrtorce.aa No. '13727 BUILDING: TYPE CONST. OCC.-GRP.- A.P. Number Legal Description Project Description 4' R+; ngfi Graiding j _ �i�rv�aunt_ f +DATE ' OWNER -BUILDER DECLARATION I hereby affirm that I am exempt from the Contractor's License Law for the. following reason: (Sec ..7031.5,Business and Professions Code: Any city or county which requires a permit to construct, alter, improve, demolish, or repair any structure,' prior to its issuance also requires the applicant for such permit to file a signed statement that lie is licensed pursuant to the provisions of the Contractor's License Law, Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, or that. he Is exempt therefrom,. and the basis for the alleged exemption. Any violation of Section 7031.5 by 'any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars.($ 500). ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. (Sec. 7044, Buisness and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he did not build or improve for the purpose of sale.) ❑ I, as owner of the property, am exclusively contracting with licensed contractors to con- struct the project. (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who contracts for such projects with a contractor(s) licensed pursuant to the Contractor's License Law.) ❑ 1 am exempt under Sec. B. & P.C. for this reason Date Owner WORKERS' COMPENSATION DECLARATION - I hereby affirm that I have a certificate of consent to self -insure, or a certificate of Worker's Compensation Insurance, or a certified copy thereof. (Sec. 3800, Labor Code.) Policy No. - Company ❑spy is filed with the city. O Certified copy is hereby furnished. ? , CERTIFICATE OF EXEMPTION FROM WORKERS' COMPENSATION INSURANCE (This section need not be completed if the permit Is for one hundred dollars ($100) valuation or less.) I certify that in the performance of thg work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. Date Owner NOTICE TO APPLICANT: If, after making this Certificate of Exemption you should become subject to the Workers' Compensation provisions of the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. CONSTRUCTION LENDING AGENCY Ihereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued. (Sec. 3097, Civil Code.) Lender's Name Lender's Address This is a building permit when properly filled out, signed and validated, and is subject to expiration if work thereunder is suspended for 180 days. ' I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives -of, this city to enter the above-. mentioned property for inspection purposes. Signature of applicant Date ' Mailing Address City, State, Zip Estimated Valuation 5, 000.0 PERMIT AMOUNT,'�'I Plan Chk. Dep. Plan Chk. Bal. Const. .f Sq. Ft. "No. NO. DW. Size • Stories Units Plumbing t6 `New ❑ Add b " Alter ❑ Repair ❑ Demolition ❑ E` r Driveway Enc. Infrastructure ' I� �i�rv�aunt_ f +DATE ' OWNER -BUILDER DECLARATION I hereby affirm that I am exempt from the Contractor's License Law for the. following reason: (Sec ..7031.5,Business and Professions Code: Any city or county which requires a permit to construct, alter, improve, demolish, or repair any structure,' prior to its issuance also requires the applicant for such permit to file a signed statement that lie is licensed pursuant to the provisions of the Contractor's License Law, Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, or that. he Is exempt therefrom,. and the basis for the alleged exemption. Any violation of Section 7031.5 by 'any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars.($ 500). ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. (Sec. 7044, Buisness and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he did not build or improve for the purpose of sale.) ❑ I, as owner of the property, am exclusively contracting with licensed contractors to con- struct the project. (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who contracts for such projects with a contractor(s) licensed pursuant to the Contractor's License Law.) ❑ 1 am exempt under Sec. B. & P.C. for this reason Date Owner WORKERS' COMPENSATION DECLARATION - I hereby affirm that I have a certificate of consent to self -insure, or a certificate of Worker's Compensation Insurance, or a certified copy thereof. (Sec. 3800, Labor Code.) Policy No. - Company ❑spy is filed with the city. O Certified copy is hereby furnished. ? , CERTIFICATE OF EXEMPTION FROM WORKERS' COMPENSATION INSURANCE (This section need not be completed if the permit Is for one hundred dollars ($100) valuation or less.) I certify that in the performance of thg work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. Date Owner NOTICE TO APPLICANT: If, after making this Certificate of Exemption you should become subject to the Workers' Compensation provisions of the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. CONSTRUCTION LENDING AGENCY Ihereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued. (Sec. 3097, Civil Code.) Lender's Name Lender's Address This is a building permit when properly filled out, signed and validated, and is subject to expiration if work thereunder is suspended for 180 days. ' I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives -of, this city to enter the above-. mentioned property for inspection purposes. Signature of applicant Date ' Mailing Address City, State, Zip ZONE: BY: Minimum Setback Distances: Front Setback from Center Liner' ftp` Rear Setback from Rear Prop. Line : Side Street Setback from Center Line Side Setback from Property Line FINAL DATE INSPECTOR Issued by: Date Permit Validated by: Validation: Estimated Valuation 5, 000.0 PERMIT AMOUNT,'�'I Plan Chk. Dep. Plan Chk. Bal. Const. .f - qqttSS p/� '30 a 4 0 r Mech. Electrical « Plumbing S.M.I. Grading E` r Driveway Enc. Infrastructure ' TOTAL REMARKS • 1111 n-� •1nt�n II ZONE: BY: Minimum Setback Distances: Front Setback from Center Liner' ftp` Rear Setback from Rear Prop. Line : Side Street Setback from Center Line Side Setback from Property Line FINAL DATE INSPECTOR Issued by: Date Permit Validated by: Validation: CONSTRUCTION ESTIMATE NO. ELECTRICAL FEES NO. PLUMBING FEES 1ST FL. SQ. FT. @ $ UNITS SLAB GRADE + r 2ND FL. SQ. FT. @ BONDING YARD SPKLR SYSTEM STORAGE TANK MOBILEHOME SVC. BAR SINK POR. SQ. FT. ® DUCT WORK ROCKSTORAGE GAR. SQ. FT. @ _ POWER OUTLET ROOF DRAINS HEATING (FINAL) OTHER APPJEQUIP. DRAINAGE PIPING CAR P. SQ. FT. @ TEMP. POLE WALL SQ. FT. @ GROUT DRINKING FOUNTAIN. SQ. FT. @ FINAL INSP. URINAL ESTIMATED CONSTRUCTION VALUATION $ WATER SYSTEM WATER PIPING NOTE: Not to be used as property tax valuation - FLOOR DRAIN MECHANICAL FEES FINAL INSP. WATER SOFTENER VENT SYSTEM FAN EVAP.COOL HOOD SIGN WASHER(AUTO)(DISH) APPLIANCE DRYER GARBAGE DISPOSAL FURNACE UNIT WALL FLOOR SUSPENDED LAUNDRY TRAY AIR HANDLING UNIT CFM VENTILATION KITCHEN SINK ABSORPTION SYSTEM B.T.U. TEMP USE PERMIT SVC WATER CLOSET` COMPRESSOR HP POLE, TEMIPERM LAVATORY HEATING SYSTEM FORCED GRAVITY AMPERES SERV ENT SHOWER BOILER B.T.U. SO. FT. @ c BATH TUB GAR. FIREWALL SQ. FT. @ c WATER HEATER MAX. HEATER OUTPUT, B.T.U. SQ. FT. RESID @ 11/4 c SEWAGE DISPOSAL SO.FT.GAR @ 3/ac HOUSE SEWER GAS PIPING PERMIT FEE PERMIT FEE PERMIT FEE DBL TOTAL FEES MICRO FEE MECH.FEE PL.CK.FEE CONST. FEE ELECT. FEE SMI FEE PLUMB. FEE STRUCTURE PLUMBING ELECTRICAL HEATING & AIR COND. SOLAR SETBACK GROUND PLUMBING UNDERGROUND A.C. UNIT COLL. AREA SLAB GRADE ROUGH PLUMB. BONDING HEATING (ROUGH) STORAGE TANK FORMS SEWER OR SEPTIC TANK ROUGH WIRING DUCT WORK ROCKSTORAGE FOUND. REINF. GAS (ROUGH) METER LOOP HEATING (FINAL) OTHER APPJEQUIP. REINF. STEEL GAS (FINAL) TEMP. POLE GROUT WATER HEATER SERVICE FINAL INSP. BOND BEAM WATER SYSTEM GRADING cu. yd. $ -Plus-x$-=$ LUMBER GR. FINAL INSP. FRAMING FINAL INSP. ROOFING REMARKS: VENTILATION FIRE ZONE ROOFING FIREPLACE SPARK ARRESTOR GAR. FIREWALL LATHING MESH INSULATIONISOUND FINISH GRADING FINAL INSPECTION CERT. OCC. FENCE FINAL INSPECTOR'S SIGNATURES/INITIALS GARDEN WALL FINAL LIP :.E 'ISIGNED. FARR" I CATO RESIDENTIAL COMMERCIAL S FLOOR TRUSSES 85-435 MIDDLETON STREET,.THERMAL CALIFORNIA 92274 OFFICE: (760) 397-4122 • FAX: (760) 397-4724 www.spates.com CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DAM6-381� �r - -------------- o�'C67 O u u 9 Yt ©- I `—J I" ■ �rnl "LL noes ae rf O III�I 1II,LJ^1JJII I'I - (F` � g,s L � hti 0 K 13 o' arc' Z EG�sI ON n OD c s � lJ1 I�i? Tl ■I�II�I_ I ®11MIM i T28 0 T24 J CKs Y i I cc ■I�II�I_ I ®11MIM i T28 0 T24 J CKs Y cc ■I�II�I_ I ®11MIM i T28 0 T24 J CKs Y 16 REGIS TF9C<` O 0 REG�ST 0 o s �_ . x, U- --------------------------------------=___=========________---------------- -- ---------------- HANGER SUMMARY FOR: ALBER _Quantity Hanger Special 2 HUS26 '7 LUS24 3 LU28 1 HUS28 10 LUS210 — --------------------------------------- ------------------------------ HANGER DETAIL FOR: ALBER Quantity Hanger {1} T24 CA HIP#1 8' SB 4 LU24 Total {1} T12 CA HIP#6 18'SB STUB 6'9"6 LS {1} T13 SPEC STUB 6'9"6 LS/10'2"RS ' {1} T19 MONO'CA HIP#2 10'SB W/CANT {1} T20 MONO CA HIP#3 12'SB W/CANT -------------------------------------------- ' 2 HUSH Total {1} T18 MONO CA HIP#1 8'SB W/CANT {1} T30 DRAG FINK -------------------------------------------- ' 7 LUS24 Total {7} T21 MONO W/CANT -------------------------------------------- 3 LU28 Total {1} T25 CA HIP#2 10' SB {1} T26 CA HIP#3 12' SB {1} T29 DRAG SPEC 1 ----------------------------------------- 1 HUS28 Total {1} T27 CA HIP#4 14' SB ----------------------------------------- 10 LUS210 Total {10} T28 SPEC 1 �1 1 J (ALbLK:ALbLKI1N1 KEJIUENCL - 11 KN) Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud :Lt Stubbed Wedge 2x6 SPF 1650f -1,5E: :Rt Stubbed Wedge 2x6 SPF 1650f -1.5E: SPECIAL LOADS ----(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC,=1.25) TC From 80 PLF at 0.00 to 80 PLF at 13.29 BC From 34 PLF at 0.00 to 34 PLF at 13.29 4X4= IMIZ) UWU NKtHAKtU tKUM I,UMFUItK IIVYUI (LUAU) & UI11tNJ1UN�>) JUari111tU MY ?KUSS Mt K•. ,Deflection meets L/360 live and L/240 total load. - 3.5 r— Spates Fabricators 85-435 Middleton Street, Thermal CA ALPINE Alpine Engineered Products, Inc. Sacramento, CA 95828 —1 3.5 `p �! O /y�Fy Ap 2 03 * No. C 5800 5 * Exp. 6-30-2006 11T �.1V1� ��Or CALIFO��\P .T C TC 8C BC TOT L L DL DL L L . L D. 20.0 20.0 7.0 0.0 47.0 . P S F P S F P S F P S F P S F 2-9-6 DATE 04/28/03 D R W CAUSR 795 03118018 CA -ENG MEM / G W H - S E O N- 109394 D U R .FAC . 1.25 FROM JR 0-10-2 J R E F - 1 5 2 8 7 9 5_Z 0 3 0-10-2 �14-0-.12 2 X 4 111 , 4X10(GI) III 4X10(GI) III 6-7-12 6-7-12 I_ 6-7-12 _I_ 6-7-12 I 13-3-8 Over 2 Supports R=758 W=3.5" R-758 W=5.5" PLT TYP. Wave TPI 95 Design Crit: UBC STD UBC 6.10 QtESS1q CA 2 1 = R - Scale =.375" Ft. Spates Fabricators 85-435 Middleton Street, Thermal CA ALPINE Alpine Engineered Products, Inc. Sacramento, CA 95828 "'WARNING'" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING-. INSTALLING AND BRACING. :REFER TO HIS -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 O'ONOFRIO OR „ SUITE 200, MADISON, NI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. " IMPORTANT'* FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION'FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE. CONNECTORS ARE MADE OF 20GA ASTM A653 GRID GAL V. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATEo ID ON THIS DESIGN. POSITION CONNECTORS PER RESPONSIBILDRAWINGS RING ITY SOLELYTFORHE STHE EAL TR US SI COMPONENT DESIGNRA ING NO CATSHOWNES A �EPTATHE SUITABILITYOAND USEIOFETHIS COMPONENTPARTICULAR BUILDING 15 THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER FOR ANSECTU ANSI/TPI1 `p �! O /y�Fy Ap 2 03 * No. C 5800 5 * Exp. 6-30-2006 11T �.1V1� ��Or CALIFO��\P .T C TC 8C BC TOT L L DL DL L L . L D. 20.0 20.0 7.0 0.0 47.0 . P S F P S F P S F P S F P S F R E F R795--53355 DATE 04/28/03 D R W CAUSR 795 03118018 CA -ENG MEM / G W H - S E O N- 109394 D U R .FAC . 1.25 FROM JR SPACING 24. 0" J R E F - 1 5 2 8 7 9 5_Z 0 3 (ALBER-ALBERTINI RESIDENCE - T2 DRAG KP) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR.. Top chord 2x4 SPF 165Of-1.5E Bot chord 2x4 SPF 2100f -1.8E Webs 2x4 HF Std/Stud :Lt Stubbed Wedge 2x6 SPF 1650f -1.5E: :Rt Stubbed Wedge 2x6 SPF 1650f -1.5E: SPECIAL LOADS ------(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TC From 80 PLF at 0,00 to 80 PLF at 13.29 BC From 34 PLF at 0.00 to 34 PLF at 13.29 ** THE MAXIMUM HORIZONTAL REACTION IS 2800# ** - Deflection meets L/360 live and L/240 total load. Truss transfers 210.66 PLF along top chord through truss to support(S) where indicated. Diaphragm and connections are to be designed by Engineer. of Record. NEGATIVE REACTION(S), (U)=XXX (SEE BELOW), REQUIRES UPLIFT CONNECTION. UPLIFT DUE TO SHORT TERM DRAG LOADS. **DRAG** $pates Fabricators 85-435 Middleton Street, Tbermal CA 4X4= �L 3.5 r— 3.5 T C TC 6X8(G1) 111 6X8(G1) III 2-9-6 R E F DATE R795--53356 04/28/03 ' 0-10-2.0-10-2 � Apr 003 �.�14-0-12 2 X 4 III -7-1 -7-1 13-3-8 Over 2 Supports— R-141 PLF W-8-0-0 Rh—+/ -210.7 PLF OVER 13-3-8 SHEAR WALL -6-7-12 6-7-12 _I R=930/-258 W=5.5" PLT TYP. Wave TPI 95 Design Crit: UBC STD UBC 6.13 CA 2 1 - R - Scale =.375" Ft. $pates Fabricators 85-435 Middleton Street, Tbermal CA ""WARNING"* TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583 D'ONOFRIO DR.. SUITE 200. MADISON, WI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED `p �/`I t" 7^ y. Z T C TC L L DL 2 0.0 20.0 P S F P S F R E F DATE R795--53356 04/28/03 ' STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. Apr 003 "IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BC DL 7.0 PSF DRW CAUSR795 03118059 ALPINE BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING, SHIPPING. INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DES7IGN B C L L 0.0 P S F C A -ENG . MEM / G W H SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALY. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO * No. C 5800 5 Fxp.6-30-2006 TOT . L D . 47.0 P S F S EON - 22010 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENTANY NSECTIOPARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER civil_ \P ` OF CAUFO�� D U R .FAC . 1.25 F ROM J R SPACING 2 4. D" J R E F 1 5 2 8 7 9 5_ Z 0 3 ri rr rir r�r � r r r r r r■ r rr rr rr r r r r 0-10-2 0-10-2 —F+1.0-0-12 3-0-6 6X8(Gl) III Top chord 2x4 SPF 1650f -1.5E SPECIAL LOADS 6X8(G1) III Bot chord 2x4 SPF 1650f -1.5E ------(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) Webs 2x4 HF Std/Stud TC From 80 PLF at 0.00 to 80 PLF at 15.00 :Lt Stubbed Wedge 2x6 SPF 1650f -1.5E: BC From 14 PLF at 0.00 to 14 PLF at 3.00 :Rt Stubbed Wedge.2x6 SPF 1650f -1:5E: BC From 34 PLIF at 3.00 to 34 PLF at 12.00 R-265 PLF W-3-0-0 R=265 PLF W-3-0-0 BC From 14 PLF at 12.00 to 14 PLF at 15.00 PLT TYP. Wave TPI 95 Design Crit: UBC STD UBC 6.10 Deflection meets L/360 live and L/240 total load. =.375" Ft. Spates Fabricators `"WARNING " TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE O`p t 7 T C L L T3 . P S F R E F R795--53357 4X4= WI FOR SAFETY PRACTICES PRIOR TO 0-10-2 0-10-2 —F+1.0-0-12 3-0-6 6X8(Gl) III 6X8(G1) III �— 7-6-0 —7-6-0 ,I I 7-6-0 I 7-6-0 I 15-0-0 Over 2 Supports _I R-265 PLF W-3-0-0 R=265 PLF W-3-0-0 PLT TYP. Wave TPI 95 Design Crit: UBC STD UBC 6.10 �ess�o CA/2/1/-/-/R/Scale =.375" Ft. Spates Fabricators `"WARNING " TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE O`p t 7 T C L L 20.0 P S F R E F R795--53357 85-435 Middleton Street, Thermal CA WI FOR SAFETY PRACTICES PRIOR TO INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, 53719). PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED (j Z TC DL 20.01 P S F DATE 04/28/03 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. "IMPORTANT—FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED W Apr 003 BC DL 7.0 PSF DRW CAUSR795 03118019 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR '.ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BC ILL 0.0 P S F CA M E M/ G W H ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF ND5 (NATIONAL DESIGN No. C 5800 5 TOT . L D . 47.0 P S F S EON - 109432 SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 2OGA ASTM AS53 GR 4O GAL V' STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO * Fxp.6-30-2006 EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER ACCEPTANCE OF PROFESSIONAL ENGINEERING CIVIL Alpine Engineered Products, Inc. DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS c �F L`AUF D U R FAC. 1 .2 5. FROM JR SPACING 24 0" J R E F - 1 S 2 8 7 9 5_Z 0 3 Sacramento, CA 95828 .COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER , ANSI/TPI 1.1995 SECTION 2. . (ALbtK-ALCtK 111V1 KtJIUtIVL,t - 14 UKHV RY Top chord 2x4 SPF'1650f-1.5E Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud :Lt Stubbed Wedge 2x6 SPF 1650f -1.5E: :Rt Stubbed Wedge 2x6 SPF 1650f -1.5E: SPECIAL LOADS ------(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TC From 80 PLF at 0.00 to 80 PLF at 15.00 BC From 14 PLF at 0.00 to 14 PLF at 3.00 BC From 34 PLF at 3.00 to 34 PLF at 12.00 BC From 14 PLF at 12.00 to 14 PLF at 15.00 0-10-2 im Deflection meets L/360 live and L/240 total load. Truss transfers 66.67 PLF along top chord through truss to support(S) where indicated. Diaphragm and connections are to be designed'by Engineer of Record, ** THE MAXIMUM HORIZONTAL REACTION IS 1000# ** 4X4= 6X8(G1) III 6X8(G1) III 7-6-0 —7-6-0 7 -G -n i 7 -G -n 1 Qii 15-0-0 Over 2 Supports R=265 PLF W=3-0-0 R=265 PLF W=3-0-0 Rh=+/ -66.67 PLF OVER -15-0-0 SHEAR WALL **DRAG** (2D 0-10-2 -T +10-0-12 3-0-6 PLT TYP. Wave TPI 95 Design Crit: UBC STD UBC 6.1CA 2 1 R - Scale =.375" Ft. S ates Fabricators 85-435 Middleton Street, Thennal CA "WARNING'. TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING ANO BRACING. REFER TO HIS -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED OBD W, ti ��11 T( TC LL DL 20.0 20.0 P S F P S F R E F DATE R 7 9 5 53358 04/28/03 STRUCTURAL PANELS, BOTTOM it SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. A 3 "IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BC DL 7. 0 PSF DR W. CAUSR795 03118020 A L P I N E BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS KITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO # No. C 58005 E:xP.6-30-2006 BC LL 0.0 P S F CA M E M/ G W H TOT . L D . 4 7.0 P S F S E O N - 109434 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN.N C POSITION CONNECTORS PER RESPDRAWONSIBILINGS ITY SOL ELYTFOR HE STHE EAL IR US SIC OM PON ENT DESIGNS DRAWING IID ATSHONN�EPTATHE SUITABILITYOAND USENAL IOFETHIS R NGcivil_ COMPONENTANY SECTiTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER C'VI` �P D U R FAC. 1 .25 FROM J R SPACING 24.0" J R E F 1 S 2 8 7 9 5_Z 0 3 rr rr r� r rr r rr rr rr r r rri rr rr r r rr� rr rr (ALbLK-ALbLK11N1 KLJIULN(:L - 15 Kf J)Wb b -b LJ) Top chord 2x4 SPF 2100f -1.8E :T2 2x4 SPF 1650f -1.5E: Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud :Rt Stubbed Wedge 2x6 SPF 1650f -1.5E: 3X4 4X4= IMI3 UwU rKLYAKLU rKU19 1.U19YU'I LK 11YYU1 (LUAUS 3 U1 rlLfla l Vila) aUDrll I ILU DI I I U a a "I' r, SPECIAL LOADS ----(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TC From 80 PLF at 0.00 to 80 PLF at 14.46 BC From 14 PLF at 0.00 to 14 PLF at 14,46 Deflection meets L/360 live and L/240 total load. 2X4111 4X10(G1) III -11-8 7-6- -11-8 _I_ 7-6- 14-5-8 Over 2 Supports R-680 W=5.5" R=680 W=5.5" i:� 0-10-2 10-0-12 3-0-6 PLT TYP. Wave TPI 95 Design Crit: UBC STD UBC 6.10 CA 2 1 R - Scale =.375" Ft. S a[eS FBbriCalOrS 85-435 Mi dleton Street, Thennal CA . ALPINE Alpine Engineered Products, Inc. Sacramento, CA 95828 "WARNING " TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND BRACING. REFER TO H1891 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESEFUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. "IMPORTANT`*FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH T 1; OR FABRICATING. HANDLING. SHIPPING. INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GAL V. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORNAL S PER RESPONSIBILITY SoLELYTFOR HE STHE EAL TRUSSICOMPONENT DE SS DRAWING IGNTSHOWNES CEPTATHE SUITABINCE OF LITYOAND USEIOFETHIIS -ANSICOMPONENT 1FOR ANSECTPARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ION 2. 0_LD y F C '9 / Apr' 8 2003 # No. C 58005 ExP.6-30-2006 CIV1DRAWINGS 1. 9�OF CAL1FO�a\P T TC BC BC TOT L L DL DL LL . L D . 20.0 20.0 7.0 0.0 47.0 P S F P S F PSF P S F P S F R E F R795--53359 DATE 04/28/03 DRW CAUSR795 03118021 CA -ENG MEM / G W H S E Q N - 109450 D U R . FAC. 1.25 FR0M JR SPACING 24.0" J R E F - 1 5 2 8 7 9 5_ Z 0 3 (ALfitK-ALbLK11N1 Ktb1ULNUt Ib KN LAILNULU LJ) Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud :Rt Stubbed Wedge 2x6 SPF 1650f -1.5E: SPECIAL LOADS -- ---(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TC - From 80 PLF at -1.46 to 80 PLF at 15.00 BC -.From 14 PLF at, -1.46 to 14 PLF at 15.00 0-5-0 2 X 4 4X4= inta uwu rncrNncu rnvn vl" u Lc an1v1 tcvnua Deflection meets L/360 live and. L/240 total load. 2X6(A1) _ 6X8(G1) III 4-6-2 _I, 4-5-6 7-6-0 _I 8-11-8 7-6-0 8-11-8 I 7-6-0 i 16-5-8 Over 2 Supports _I R=787 W=5.5" R=760 W=5.5" 0-10-2 _F +10-0-12 3-0-6 PLT TYP. Wave TPI 95 Design Crit: UBC STD UBC 6.10 CA 2 1 R - Scale =.375" Ft. Spaces Fabricators 85-435 Middleton Street, Thermal CA "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, '583 O'ONOFRIO DR., SUITE 200." MADISON, WI 53719). 'FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED -0 W, O ^ `ice Rt TC - TC LL DL 20.0 20.0 P S F P S F R E F DATE R795--53360 -04/28/03 - STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. Apr 8 003 "IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED I BC DL 7.0 PSF DRW CAUSR795 03118022 PRODUCTS, INC. SHALL NOTBE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO - ALPINE BUILD THE TRUSSES IN CONF OR HANCE WITH TPI: OR FABRICATING . HANDLING . SHIPPING. INSTALLING AND BRACING OF TRUSSES.THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 2OGA ASTM A653 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO * No. C 5800 5 Exp- 6-30-2006 8C TOT LL . L D . 0.0 4 7.0 P S F P S F CA -ENG S E 0 N MEM / G W H' - 109448 Alpine Engineered Products, 111C. Sacramento, CA 95828 EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. t1�, civil_`P, '9jIt OF CA if OUR , FAC . 1 .25 FR0M JR - SPACING 24.O" J R E F - 1 5 2 8 7 9 5_ Z 0 3 (ALbtK-ALbtK11N1 KtJ1UtNLt - I/ LA flit'#1 2S' Jb J)Wb b'V"bL Top chord 2x6 SPF 1650f -1.5E :T1, T4 2x4 SPF 1650f -1.5E: Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud :Rt Stubbed Wedge 2x6 SPF 1650f -1.5E: Deflection meets L/360 live and L/240 total load. I10 psf BC live load per UBC. In lieu of structural panels use purlins to brace all flat TC @ 24" OC #1 HIP SUPPORTS 7-3-.0 JACKS WITH NO WEBS. CORNER SETS ARE CONVENTIONALLY FRAMED. 3.5 3 X 4 2-6-3 T1 3X4= 8X8- 3X12= IM1J UWU MKtMAKtU rKUM LUMrUILK 1NMU1 (LUAU) 3 U1MLNJIUNJ) JUDMIII LU UT IKU33 rlrK 2 Complete Trusses Required NAILING SCHEDULE: (0.131x3.0_g_nails) TOP CHORD: 1 ROW @ 7" o.c. BOT CHORD: 1 ROW @ 12" o.c. WEBS 1 ROW @ 4" o.c. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. Building designer is responsible for conventional framing. SUPPORT EXTENSIONS EVERY 6.50 FT TO FLAT TC. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR DWG. BRCALHIPHO502. 3X4- 2X4 3X4= 4X4= 2X4 III 3X8=5X4 - 3X8= 4X8(G1) III 14-11-4 0212 5-11-6 I 5-11-7 _I 5-11-7 _I 5.9-11 1,3-1-5_1_ 4-1.5 _I 1- 6-2-14 5-11-7�Z 15 T 3-2-8 1 5-9-11 1 7-2-9 1 1 23-11-� _1_ 7-2-9 _I 31-2-0 Over 3 Supports R=2001 W=5.5" R=5880 W=5,5" R=1070 W=5.5" 0-10-2 � 3-2-1 T -7- A-10-0-12 1 PLT TYP. Wave TPI 95 Design Crit: UBC STD UBC 6.10 pR�E�70 CA/2/l/Scale -/-/R/- =.1.875" Ft. Spates Fabricators 85-435 Middleton Street, Thennal CA "WARNING"` TRUSSES REOU[RE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR.. SUITE 200. MADISON. WI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESEFUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED Q%-0 y Fy ^ TIC TC L L DL 2 0. 20. 0 0 P S F P S F R E F R795--53361 DATE 04/28/03 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. Ap $ 2003 . '•IMPORTANT' FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BC DL 7. 0 , PSF DRW CAUSR795 0311$05$ ALPINE BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE Tt No. C 58005 BC LL 0.0 P S F CA -ENG MEM / G W H CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GAL V. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO Exp.6-30-2006 TOT L D 47. 0 P S F S E O N - 109515 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAW NGS RING RESPONSIBILITY SOLELYTFOR HE STHE TRUSSEAL N ICOMP0NENT OE5!GN S DRAWING IND TSHOWNES �EPTATHE SUITABILITYOAND USENAL ENG IOFETHIS ANS(/TPITIFORR AN -1995 SECTIOICULAR BUILDING IS TXE RESPONSIBILITY OF THE BUILDING DESIGNER, PER dj, 9 civil - ` QF CAUFO�a\P . . OUR . FAC. 1 . 25 FROM J R SPACING 24.0" J R E F - 1 S 2 8 7 9 5_Z 0 3 r rrrr r r r �r �r �r �r r r ��i arc �r r�r■�r r r (ALbLK-ALbLK11N1 KLSiULNCL - 1b LA lilt#Z IU' ')b JIUIJ b'`1"b FRt chord2x4 SPF 1650f -1.5E :T2, T3 2x6 SPF 1650f -1.5E: chord 2x4 SPF 1650f -1.5E Webs2x4 HF Std/Stud Stubbed Wedge 2x6 SPF 1650f -1.5E: Do not support overframing on the flat top chord of this truss. Cripples frame to adjacent trusses. Attach 2x4 lateral bracing to flat top chord @ 24" OC with 2-16d nails and diagonally brace per DWG. BRCALHIPH0502. T 2-9-14 In1J uwu rKrrAncu rRurl bvllrUlcn lnrul kLV- a Vlr�U'IJ1VnJJ i ineaa ui n. Deflection meets L/360 live and L/240 total load, 10 psf BC live load per UBC. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. 3X4 % R=128 R=112 2 X 4 3X4= 3X4= 2X4111 3X4= 5X4= 3X7= 3X10.(G1) III X3-3-1-'- 11-8-3 �I-EE 6-2-5—� 1 6 2-14 �1, 5-11-7 _1_ 5-11-7 � 5-9-11 1-3-1-5_1_ 4-1-5 ,J I` 6 2-14 r 5-11-7 T 8§15 1'-,3-2-8- 5-9-11 7-2-9 'I 1-3-2-5-1- k-9-2 I 7-2-9 I 31-2-0 Over 5 Supports �I R=351 W=5.5" R=1396 W=5,5" R=523 W=5.5" �}13-6-2 0-10-2 3-9-1 Y T -7- 0 12 PLT TYP.•Wave TPI 95 Design Crit: UBC STD UBC 6.10 ROFEss/o 2 1 R - Scale =.1875" Ft. Spates Fabricators 85-435 Middleton Street, Thermal CA • "WARNING"' TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583 O'ONOFRIO DR... SUITE 200, MADISON. WI $3719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. LD W F 0 y� ti^ `f ?� Apr 8 0 LCA TC TC L L D L 20.0 20.0 P S F P S F R E F R795--533,62 DATE 04/28/03 —IMPORTANT"" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC DL 7.0 PSF DRW CAUSR795 03118023 PRODUCTS• INC. SHALL NOT BE RESPONSIBLEFOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TP1: OR FABRICATING, HANDLING. SHIPPING. INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN B C L L 0.0 P S F CA -ENG MEM / G W H ALPINE SPECIFICATION PUBLISHED BY THE AMERICAN FOREST ANPAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 2OGA ASTM A653 GR4O GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO * No. C 58005 Exp. 6-30-2006 T 0 T . L D . 47.0 P S F S EON - 109519 ' Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN• POSITION CONNECTORS PER DRAWINGS 160 A-2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS ANCOMPONENT]FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER SI/TPI •1995 SECTION 2. r'Q �'Ivll' a�P TFpF CALIFOFL ---- D U R .FAC . 1 . 2 5 FROM J R SPACING 2 4. 0" J R E F 1 5 2 8 7 9 5_Z 0 3 on mom ww a m r r r w M M is M- we' rte; M W= (ALBER-ALBERTINI RESIDENCE - T9 CA HIP43 12' SB STUB 6'9"6) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFV. Top chord 2x4 SPF 1650f -1.5E :T2, T3 2x6 SPF 1650f -1.5E: Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud :Rt Stubbed Wedge 2x6 SPF 1650f -1.5E: Do not support overframing on the flat top chord of this truss. Cripples frame to adjacent trusses. Attach 2x4 lateral bracing to flat top chord @ 24" OC with 2-16d nails and diagonally brace per DWG. BRCALHIPHO502. • Deflection meets L/360 live and L/240 total load. 10 psf BC live load per UBC. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. N 2X4 III 2X4 III 2X4111 2X4111 R=12 3.5 R=12 3 X 6 { 14-1-2 3X4% 3X4= T2 7X8— T3 3X8= 3.5 2 X 4 % 4-4-1 0-10-2 2 -9-14 10-0-12 3X4= 2X4111 5X4= 3X4= 3X43X7= = 4X8G1 III � ) �5-3-1 �� 9-8-3 31E 4-2-5---j 6-2-14 0 1 3-13 I, 1j 7-0-0 _I_ 5-11-7 _I_ _I_ 4-5 14 4-1-5 _I 6 2-14 5-11-7 T 2- 5 T 3-2-8 T 5 9-11 T 'll> 7-2-9 I 5-2-5 I_ 9-2 _I_ 7-2-9 _I L 31-2-0 Over 5 Supports _I R-390 W=5.5" R=1450 W=5.5" R-577 W=5.5" PLT TYP. Wave TPI 95 Design Crit: UBC STD UBC 6.10 R�Eio CA./2/1/`-/-/R/- Scale =.1875" Ft. Spates Fabricators "WARNING'" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE �D VI/ �Y� 'L^ T C L L 20.0 P S F R E F R795--53363 85-435 Middleton Street, nennal CA INSTITUTE, 583 D'ONOFRIO DR.. SUITE 200..MADISON. WI 53719). FOR SAFETY PRACTICES PRIOR TO y �i PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED TC DL 20.0 P S F DATE 04/28/03 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. Apr 8 003 D R W CAUSR795 03116024 " IMPORTANT'" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC DL 7.0 P S F PRODUCTS. INC. SHALL NOT BERESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO C A E N G MEM / G W H BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING. SHIPPING, INSTALLING AND TRUSSES. THIS APPLICABLE PROVISIONS OF NDS DESIGN B C L L 0.0 P S F AL P I N E BRACING OF DESIGN CONFORMS WITH (NATIONAL SPECIFICATION PUBLISHED By THE AMERICAN FOREST AND PAPER ASSOCIATION) ANO TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GAL V. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO * No. C 5800 5 Exp. 6-30.2006 TOT . L D . 47.0 P S F S E A N - 109532 EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER DRAWINGS 160 A-2. THE 5E AL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING S�• CIVIL.p, '9 Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS �� �OF CAL►FOS D U R . FAC. 1 .2 5 FROM J R SPACING 24 0 " J R E F - 1 S 2 8 7 9 5_Z 0 3 Sacramento, CA 95828 ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER AT F19FOR NSI/TPI1 . (ALOCK-A LtStK 111V 1 KtJiuL14Lt I I U LA M11'IP4 14-J0 JIUO 0 7 0) Top chord 2x4 SPF 1650f -1.5E :T2 2x6 SPF 1650f -1.5E: :T3 2x4 SPF 2100f -1.8E: Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud :Rt Stubbed Wedge 2x6, SPF 1650f -1.5E: Negative reaction(s) of -247# MAX. (See below) from a non -wind load case requires uplift connection. (E) BEARING ENHANCERS MUST BE USED ON THIS TRUSS. RECOMMENDED CONNECTION FOR BEARING TO TRUSS (EACH FACE): SIMPSON TBE -6; REFER TO SIMPSON CATALOG C-2003 FOR NAILING SPECIFICATIONS. SUPPLEMENTARY UPLIFT CONNECTION REQUIRED, CONNECTION BY OTHERS. 110 psf BC live load per UBC. T 2-9-14 1 3X 010(R) U\ 6X10= 3X5(R) /// in Io — rnrnvri t, rnrU n i I— , l n u ,. no) -111 1 Iv — ,,.v (A) Continuous lateral bracing equally spaced on member, Deflection meets L/360 live and L/240 total load. FLAT TC OF STEP-UP HIP TRUSS SUPPORTS JACK EXTENSIONS AND HIP RAFTER SPANNING 6.00 FT MAX TO BACK SIDE AND 6.00 FT TO FRONT SIDE. THIS DESIGN MAY BE USED FOR COMMON HIP TRUSSES @ 24" OC. EXTEND AND FASTEN SLOPING TC OF HIP AND JACKS TO HIP RAFTER. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1 (FIG.33), OR DWG. BRCALHIPHO502. (aD 2X4111 3X4= 6X6= 2X4111 6X10= 2X4111 5X10.(G1) III 1e 9-11-4 I, 6 3-7 `� 5-10-14 5-9-2 _I, 15-1,0-41411 _I 11-8-7 _I 6-3-7 Ic 3 7 13 12_3_ 5-9-2 T 15-10-14 T 7-3-12 I_ 7-2-5 I_ 10-9-2 _I_ 13-2-9 _I f� 31-2-0 Over 3 Supports R=9/-248 W=5.5" R=4561 W=5.5"(E) R=907 W=5.5" 0-10-2 T _T_ 0 12 PLT TYP. Wave TPI 95 Design Crit: UBC STD UBC 6,10 �!� "'(o CA 2 1 - R - Scale =.1875" Ft. S ate3 Fabricators 85-435 Mi dleton Street, Thermal CA ALPINE Alpine Engineered Products, Inc. Sacramento, CA 95828 '•WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND BRACING. REFER TO HIB•91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE RACTICES PRIOR TO PERFORMING THESE ST TUTE 583 DFUNCCTIONSOR UNLE SST OTHERW I SEE 00. MAD IND I CATED, TOP IS N. 1 537I CHORD F SHALL OR F HAVE ETY P PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. '"IMPORTANT—FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING. SHIPPING. INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY TME AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 2OGA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS OE SIGN. POSITION CONNECTORS PER DRAWINGS 160 A-2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENTANYPARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER NSECTIOU Q%.0 y � t9 C C 2 � Apr 8 2003 • No. C 5800 5 Exp. 6.30-2006 'q C1V1� �P �01Fe of T C TC BC BC TOT L L DL DL L L . L D . 2 0. 20.0 7. 0.0 47.0 0 0 P S F PSF PSF P S F P S F R E F R 7 9 5-- 5 3364 DATE 04/28/03 - --- DRW CAUSR795 03118025 CA M E M/ G W H SEAN - 109580 D U R . FAC. 1 .25 FR0M JR SPACING 24. 0" J R E F 1 5 2 8 7 9 5_Z 0 3 M M.M M M r r M lm mow M r man. r M M (ALBLR-ALBER11N1 RESIULNCL - I11 CA H1N#5 lb'SB SIUB b•y••b) Top chord 2x4 SPF 1650f -1.5E :T2 2x6 SPF 1650f -1.5E: Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud. :Rt Stubbed Wedge 2x6 SPF 1650f -1.5E: Do not support overframing on the flat top chord of this'truss. Cripples frame to adjacent trusses. Attach 2x4 lateral -bracing to flat top chord @ 24" OC w.ith 2-16d nails and diagonally brace per DWG. BRCALHIPH0502, T 2-9-14 3X IM13 UWU VKtrAMtU rKUPI %_unru1tK 11VYU1 tLVAUJ h UIrICIY3IVIVa) 3UD1•III ICU Di nU J3 r Deflection meets L/360 live and L/240 total load. 10 psf BC live load per UBC. .In lieu of structural panels use purlins to brace all flat TC @ 24" OC. R=112 R=112 8X10% Iva— _ 3 X 6 OVA _T -15-3-2 2X4111 3X4= 3X4= 2X4111 5X10= 2X4111 4X10(G1) III h 9-3-1 0-8-3- 5-2-5— 1 6 5-10-14 5-9-2 _I, 15-1441)- 11 11-8-7 �E 6 3-7 ,T 3-7-13 T2-3.1 5-9-2 T 15-10-14 7-3-12 I 9-2-5 I 8-9-2 I 13-2-9 I 31-2-0 Over 5 Supports _I R=-54 W=5.5" R-1672 W=5.5" R=706 W=5:5" 0-10-2 T +10-0:-.12 5-6-1 PLT TYP. Wave TPI 95 Design Crit: UBC STD UBC 6.10OFess/ CA 2 1 R - Scale =.1875" Ft. Sppaces Fabricators 85-435 Middle[Oa Street, TIleT171a1 CA ""WARNING•` TRUSSES REOUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583 O'ONOFRIO DR., SUITE 200. MADISON. NI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED , ,(� C9 _% 0 W iyF Ej^. C Z T C T C ILL D L 2 0. 20.0 0 P S F P S F - REF F DATE R 7 9 5-- 5 3 3 6 5 — 04/28/03 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. Ap 8 2003 "IMPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE -ENGINEERED 0: BC DL 7.0 PSF DRW CAUSR795 03118026 PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO L- ALPINE BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. 'ALPINE -CONNECTORS ARE MADE OF 20GA ASTM A653 GR4O GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO Or No. C 58005 ,� Fxp.6-30-2006 B C TO ILL . L D . 0.0 47.0 - P S F P S F C A -ENG S EON MEM / G W H - 109584 . Alpine Engineered Products, Inc. Sacramento, CA 95828ANSIONENT1FOOR EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER DRAWINGS RESP0NS181L/TY SOLELY THE ORSTHE EAL TRUSSICOMPONENT DESS DRAWING IGNTSHOWNCEPTATHE SUICE OF TABILITYOAND USENAL IOFETHNS ANSECTIOICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER CI I ` OF CAUFO��\P OUR .FAC . 1 .25 FROM JR S P A C I NG 2 4. 0" J R E F - 1 5 2 8 7 9 5_ Z 0 3 rr r rr rr rr rr r r rrrs rr r� r rr rr ri rr r� rr LbtK-ALbtK 11N1 KtJ)WtNU - 11Z UA 111F#0 ltS' Jtf J)Wb 0 Y b Top chord 2x4 SPF 1650f -1.5E :T2 2x6 SPF 1650f -1.5E: Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud :W10 2x4 SPF #1/#2: Do not support overframing on the flat top chord of this truss. Cripples frame to adjacent trusses. Attach 2x4 lateral bracing to flat top chord @ 24" OC with 2-16d nails and diagonally brace per DWG. BRCALHIPHO502. 3X4 T 2-9-14 ini.. uwu rKcr„ncu rnur uwnru.cn iwrui tLurw a vin uvJivnJ7 Juoru.. Lu o. .nuao H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different connections than indicated. Refer to manufacturer publication for additional information. Deflection meets L/360 live and L/240 total load. 10 psf BC live load per UBC. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. R=12 R=12 1z 9-11-4 1c-3-131-1-10-831 0 3 4 1 4415 , , _1 1 6-3-7 5 10 14 1 , 1-0 2 _I, 3 1 8 I� 6-3-7 i 1, 3-7-13 T 2-31-1 1 5-8-3 oTj-g 3-1-8 11-2-5 _1_ 6-8-3 —U— 2-10-0 _1 21-0-0 Over 5' Supports _1 R-285 W=5.5" R=1192 W=5.5" R=320 H—Simpson LU24 Girder is (1)2X8 min. So.Pine Note: All Plates Are W2X4 Except As Shown. PLT TYP. Wave TPI 95 Design Crit: UBC STD UBC 6.10 oFessio CA 2 1 R - Scale =.3125" Ft. Spates Fabricators 85-435 Middleton Street, Thermal CA " WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESEFUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED LD W (1` •7 4^^ `!' �% y TC TC LL DL 20.0 20.0 P S F P S F R E F DATE R795--53366 04/28/03 STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. r 03 •'IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BC DL 7.0 PSF DRW CAUSR795 03118027 ALPINE BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN B C LL 0.0 P S F CA MEM / G W H SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 2OGA ASTM A653 GRIO GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO * Pio. C 5800 5 Exp. 6-30-2006 TOT. L D . 47.0 P S F S EON - 110818 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS INE 5IGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENTANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER q CIVIL a\P �OF CALIFC� D U R .FAC . 1.25 F ROM J R SPACING 2 4. 0" J R E F - 1 S 2 8 7 9 5_Z 0 3 rr it r r r rs r� r� r r r rr r rs r r� (ALbLK-ALBLKIINI KLSIULNCL - 113 b, LC J,Wb b'V"b LJ/1u'["r<) •Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud Deflection meets L/360 live and L/240 total load. T 2-9-14 2X 4X8= inti vwu H — recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different connections than indicated. Refer to manufacturer publication for additional information. 10 psf BC live load per UBC. ' 14-11-4 _ 6-4-11 I_ 5-9-10 I, 5-11-11 a-�8 3-1-8 ,J (c 3-8-2 1 8-6-3 T 2-8-15 T 3-2-12 F 1 2-10-0 I 12-2-5 I 5-11-11 1 2-10-0 I R=646 W=5.5" 1-0-0 Over 3 Supports R=1180 W=5.5" R=147 H=Simpson LU24 Girder is (1)2X4 min. SPF Note: All Plates Are W3X4 Except As Shown. PLT TYP. Wave TPI 95 Design Crit: UBC STD UBC 6.10 Spaces Fabricators *"WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND 85-435 Middleton Street, Thennal CA BRACING. REFER TO HI8-91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583 D'ONOFRIO DR.. SUITE 200. MADISON, WI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. **IMPORTANT**FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND A L P I N E BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 2OGA ASTM A653 GR4O GAL V. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER 'z DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS Sacramento, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. O`V V. "y �i Apr, 4 7,003 It No. C 58005 Exp. 6-30-2006 Li cl IOr AOF �P .CA/2/1/-/-/R/- TC LL 20.0 PSF TC DL 20.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 47.0 PSF DUR.FAC. 1.25 SPACING 24.0" 6-4-9 Scale =.3125"/Ft. REF R795--53367 DATE 04/28/03 D R W CAUSR795 03118028 CA -ENG MEM/GWH SEON- 110770 FROM JR JREF - 1528795 Z03 r a■r �r r r r r rr r �r r rr r r r r� �r r MuicinucX UIOMTTTrn RV T.R IICC MrR.r (ALBER-ALBERTINI RESIDENCE - T14 MP STUB b -9--b LS/J.U'e"Kc) Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud 3X4 (R) T 2-9-14 2X 4X4= Deflection meets L/360 live and L/240 total load. 10 psf BC live load per UBC. 6-4-11 5-9-10 5-9-10 2310-12 3-8-2 8-6-3 8-9-11 12-2-5 I 8-9-11 _I 21-0-0 Over 2 Supports R-987 W=5.5" R-987 W=5.5" 6-4-9 PLT TYP. Wave TPI. 95 Design Crit: UBC STD UBC 6.10 C E8S10 CA 2 1 - R Scale =.3125"/Ft. S etas Fabricators 85-435 Middleton Street, Thermal CA _ - • ""WARNING"" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583 D'0 OFOR., SUITE 200, MADISON, NI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. "*.IMPORTANT"*FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TP[; OR FABRICATING, HANDLING. SHIPPING. INSTALLING AND L ►ly, O Ej. y y� Z� AID 2003 a:BC TC TC BC LL DL DL LL 20. 20. 7.0 0. 0 0 Q P S F P S F PSF P S F R E F R-795--53368 DATE 04/28/03 DRW CAUSR795 CA -ENG MEM 03118029 / G W H ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) ANO TP1. ALPINE CONNECTORS ARE MADE OF 2OGA ASTM A653 GR4O GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO * NO. C SSOO S F-xp.6-30-2006 TOT . L D . 47. 0 P S F S E Q N - 109653 Alpine Engineered Products, Inc. Sacramento, CA 95828 - EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A.2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. S� C1V11- \P, '9 a �pF CAUFpEt OUR . FAC. 1 . 2 5 F R 0 M JR SPACING 24. 0" J R E F - 1 S 2 8 7 9 5_Z 0 3 r r r �r �r r rr r rr rr rr r rr �r r rr r� rr r� (ALOtK-AL0tKI11V1 KtJ1UtIVLt - 110 UKAU Mr JIUO 0.'J 0 LJ/IU nvri c i. i Xw..w a U111L.1-1-1 Top chord 214 SPF 1650f -1.5E TIC TIC BC BC TOT Negative reaction(s) of -1056# MAX. (See below) Requires uplift Bot chord 2x4 SPF 1650f -1.5E P S F P S F PSF P S F P S F connection. R795--53369 Webs 2x4 HF Std/Stud :W2 2x4 SPF #1/##2: DRW CAUSR795 03118030 CA MEM / G W H (A) Continuous lateral bracing equally spaced on member. Deflection meets L/360 live and L/240 total load. JR SPACING 24. 0 " J R E F - 1 S 2 8 7 9 5_Z 0 3 10 psf BC live load per UBC. Truss transfers 250 PLF along top chord through truss to support(S) where indicated. Diaphragm and connections are to be designed by Engineer of Record. ** **DRAG** ** THE MAXIMUM HORIZONTAL REACTION IS 5250# �s 4X4= T 2-9-14 i 5X6 2X L 6-4--11 _I, 5-9-10 _I, 5-9-10 + 2310-12 , � 3-8-2'T 8-6-3 T 8-9-11 '1 I_ 12-2-5 _I_ 8-9-11 _I 21-0-0 Over 2 Supports _I R=2190/-1056 W=5_.5" R=1943/-809 W=5.5" Rh=+/ -375 PLF OVER 14-0-0 SHEAR WALL 6-4-9 PLT TYP. Wave TPI 95 Design Crit: UBC STD UBC 6.10 CA 2 1 R - Scale =.3125" Ft. Spates Fabricators $5-435 Middleton Street, Thermal CA. ALPINE Alpine Engineered Products, In C. Sacramento, CA 95825 "'WARNING`* TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583 D'ONOFRIO DR.. SUITE 200. MADISON, WI 53719)• FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. "IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING. INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS pN51/TPITIFOR ANSECTRTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ���GGGvvv �Q VIII �Oiy�Ey^ `Y Apr 003 * No. C 58005 Exp. 6-30-2006 r`Q C'IVII.. a�P' �OF CAIIFC� TIC TIC BC BC TOT L L DL DL LL . L D . 20 , 20 7.0 0.0 47 , 0 . 0 .0 P S F P S F PSF P S F P S F R E F R795--53369 DATE 04/28/03 DRW CAUSR795 03118030 CA MEM / G W H S E Q N - 109673 ' D U.R . FAC. 1 .25 F R OM JR SPACING 24. 0 " J R E F - 1 S 2 8 7 9 5_Z 0 3 r r� �r r r r �r r rr �■s r� �r r r� �r r� r� r r uC, Ciao MiTTCfY OV T.D IICC MC D0 (ALBLK-ALBLKIINI KLJIULNCL - 11b MUNU J)Wb z1 J 14 L�/1L1 7. Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud 5-8-5 2 X 4 III 3X4= 2X4 III 0- 12 6-3-12 0-1Ti2 6-2-0 0.1112 �--6-5-8 Over 2 Supports--� R=304'W=5.5" R-304 W=5.5" Deflection meets L/720 live and L/480 total load. 10 psf BC live load per UBC. PLT TYP. Wave TPI 95 Design Crit: UBC STD UBC 6.10 �pFess7o CA 2 1 R - Scale =.375" Ft. Sp8te5 FebiicetOfS 85-435 Middleton Street, Thermal CA ""WARNING"- TRUSSES REQUIRE EXTREME CARE+IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583.D'ONOFRIO DR.. SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ""IMPORTANT— FURNISH A.COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED (j !_!J ¢¢ DSD W. y A `Y m TC T C BC L L D L DL 20.0 20.0 7.0 P S F P S FDATE PSF R E F R795--53370 0 4/ 2 8/ 0 3 DRW CAUSR795 - 03116031 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO C A -ENG MEM / G W H ALPINE Alpine Engineered Products, Inc. Sacramento, CA 95828 BUILD THETRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING. SHIPPING, INSTALLING AND 8R ACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TP1. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER RESPONSIBILDRAWINGS OITY SOLELY TFOR HE STHE EAL OTRUSSICOMPONENT DE SIGNS DRAWING TSHOWNES CEPTATHE SUITABILITYN E OF OAND USENAL IOFETHIS RING9�OF COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. >It S�. No. C 58005 ,Exp.6-30-2006 C.IVIL CAL►fol B C TOT. L L L D . 0.O 47.0 P S F P S F S EON - 109707 D U R .FAC . 1 . 2 5 FROM J R, S P A C I N G 24 . 0" J R E F - 1 5 2 8 7 9 5_Z 0 3 (ALULK-ALt3LKI1N1 KLSIULNLL - 11/ UKAU MUNU) Top chord 2x4 SPF 1650f -1.5E Bot chord 2x6 SPF 1650f -1.5E Webs 2x4 HF Std/Stud :Lt Stubbed Wedge 2x4 HF Std/Stud: 10 psf BC live load per UBC. ** THE MAXIMUM HORIZONTAL REACTION IS 3675# ** 5X8(G1 0-10-2 4X4 � 2X4 III 3.5 III 3-2-2 1-12 2X8 III 4X4=- 4 -6-0 X4= 4-6-0 �I_ 3-4-412 4-6-0 r 3-6-0 LL 8-0-0 Over 2 Supports R=1094/-765 W=5.5" R=154 PLF W=3-0-0 Rh=+/ -459.4 PLF OVER 8-0-0 SHEAR WALL IM1� UWu rKtrAKLU rKUM tumrUItK 11VYU1 (LUNU3 h uimtN3lun3) )UO1-1IIILU DI IRU ] nrn. Negative reaction(s) of -765# MAX. (See below) Requires uplift connection. Deflection meets L/360 live and L/240 total load. Truss transfers 459.38 PLF along top chord th"rough truss to support(S) where indicated. Diaphragm and connections are to be designed by Engineer of Record. **DRAG** (E) 3-2-2 PLT TYP. Wave TPI 95 Design Crit: UBC STD UBC 6.10 ofess�o CA 2 1 R Scale =.375" Ft. Spares Fabricators 85-435 Middleton Street, Thermal CA ""WARNING"" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND BRACING. REFER TO HIB -9] (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 O'ONOFRIO DR., SUITE 200. KADISON. WI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. y Ci `p W O /y y^ `Y Zm Apr 8 003 T C TC L L DL 20.0 20.0 P S F P S F R E F DATE R795--53371 04/28/03 "'IMPORTANT"" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO B C D L 7 .0 P S F D R W CAUSR795 03118032 ALPINE BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING, INSTALLING AND BRANG OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS IN DESIGN B C L L 0.0 P S F CA -ENG M E M/ G W H SPEC:PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 2OGA ASTM A653 GR4O GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO * No. C 5800 5 Exp. 6-30-2006 T.0 T . L D . 47.0 P S F S E 0 N - 109722 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER DRAWINGS 160 A•Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OII PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF TNIS COMPONENTANY SECTPARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER Sr •Q� C1V1` CALIF ��\P of Q D U R . FAC. 1.25 F R OM JR SPACING 24.O" J R E F 1 S 2 8 7 9 5_ Z 0 3 (ALbLK-ALBLKI1N1 KLSIULN(:t - 116 MUNU (,A 111N#1 d-' )b W/(,AIVI) Top chord 2,4 SPF 1650f -1.5E :T2 2x6 SPF 1650f -1.5E: Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud :Lt Stubbed Wedge 2x6 SPF 1650f -1.5E: SPECIAL LOADS ----(LUMBER DUR.FAC.=1.25 / PLATE OUR.FAC.=1.25) TC From 80 PLF at 0.00 to 80 PLF at 8.00 TC From 154 PLF at 8.00 to 271 PLF at -12.63 BC From 54 PLF at 0.00 to 54 PLF at 1.50 BC From 34 PLF at 1.50 to 34 PLF at 12.63 TC 747 LB Conc. Load at 8.00 In1J uwu rmtr—Lu rnwl VVI'IrUILM1 1nrU1 tLVM— U111-1-1-1 ---- -x.,11 — — H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different connections than indicated. Refer to manufacturer publication for additional information. Deflection meets L/360 live and L/240 tota.l load. Building designer is responsible for conventional framing. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. SUPPORT EXTENSIONS EVERY 6.00 FT TO FLAT TC. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR DWG.. BRCALHIPHO502. -rt8 3X5F- 3X6= 2X4111 3.5 T2 4X4 T 2-10-8 3 2-1 0-10,-2 12 2X10(GI) III I 5X7= 3X6= 2 X 4 III L< 1-6.0 1_1-7-12�, 5-5-1 2-8-8 _I_ 2-10-3 _I 1-7-12 1 5-5-1 5-6-11 L 4-7-13 I 12-7-8 Over 2 Supports ,I R=1285 W=5.5" R=1544 H=Simpson HUS26 Girder is (2)2X8 min. So.Pine PLT TYP. Wave TPI 95 Design Crit: UBC STD UBC 6,1 CA 2 1 R - Scale =.375" Ft. Sppates Fabricators 85.435 Middleton Street, Thennal CA ""WARNING'" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON. WI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESEFUNCTIONS- UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID -CEILING. QED W. t, Fy 7 ?� Apr 003 TC TC LL D L 20.0 20.0 P S F P S F R E F R795--53372 DATE 04/28/03 '"IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED 'BC DL = 7.0 PSF DRW CAUSR795 03118033 PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO 'ALPINE Alpine Engineered Products, Inc. Sacramento, CA 95828 BRAC UNGHOF TTRUSSES�N LOTH/SHOES DESIGN ANC (CONFORMS M[THOR AAPPL ICABL E PRONG V IS I ON SS0FHI PN1) SG (NATIONAL(NG AND DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS. AND UNLESS OTHERNISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. TME SUITABILITY AND USE OF THIS COMPONENTPARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER FOR ANSEU ,t No. C 58005 Exp. 6-30-2006 CSV" '9 ` OF `ALO%f �\ B C L L 0. 0 P S F C A- E N G M E M/ G W H T 0 T. LD. 47.0 P S F S E 0 N- 110234 D U R . FAC . 1 .25 FR0M JR SPACING 24. 0" J R E F - 1 S 2 8 7 9 5._Z 0 3 rr rr rr r rr rr rr r r �r rr �r rr rr rr rr rr r r (HL0CK-AL0tKI1111 Kt3lUtINLt - 117 11VINU LH rlrffL IU JCS W/LAIN) iniZI uwu rncr—cu rnvri --U Icn 111-1 k-- a U—LI,aIvna7 avvru ii LU U , 'I'U .n .. Top chord 2x4 SPF 2100f -1.8E :T2 2x6 SPF 1650f -1.5E: H = recommended connection based on manufacturer tested capacities and Bot chord 2x4 SPF 2100f -1.8E R795--53373 calculations. Conditions may exist that require different connections than Webs 2x4 HF-Std/Stud DRW CAUSR795 03118034 CA -ENG M E M/ G indicated. Refer to manufacturer publication for additional information. :Lt Stubbed Wedge 2x6 SPF 1650f -1.5E: SPACING 2 4. 0" J R E F - 1 5 2 8 7 9 5_Z 0 3 10 psf BC live load per UBC. Do not support overframing on the flat top chord of this truss. Cripples frame to adjacent trusses. Attach 2x4 lateral bracing to flat top chord @ In lieu of structural panels use purlins to brace all flat TC @ 24" OC. 24" OC with 2-16d nails and diagonally brace per DWG. BRCALHIPHO502. R=112 3X6 %}13-6-2 3X4= �" 3.5 T2 III 3X4; 2 10-8 +1-12 2X4111 3X7= 2X4111 L, 1-6-0 —IE 8-6-7 _1 �1-7-12�� 5-5-1 5-6-11 a{ f 1-7-12 5-5-1 5-6-11 1 1_ 9-11-11 _I - 2-7-13 _I R=663 W=5.5" 12-7-8 Over 3 Supports R=355 H=Simpson LU24 Girder i.s (2)2X8 min. So.Pine 3-9-1 PLT TYP. Wave TPI 95 Design Crit: UBC STD UBC 6.10 oetssfo CA 2 1 - R - Scale =.375" Ft. Spates Fabricators 85-435 Middleton Street, Thermal CA ALPINE Alpine Engineered Products, Inc. Sacramento, CA 95828 "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB •91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583 D'ONOFRIO DR., SUITE 200. MADISON, WI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SMALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. "'IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING AND .BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 2OGA ASTM A653 GR4O GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMP 0TFOOR ANSEPARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 y * tSj, 1 0 W 0 y 1' m Apr 003 No. C 58005 Exp. 6-30-2006 `•1V1` a�P. q OF L.AUFO� TICS TIC BC BC TOT L L D L DL ILL . L D. 20.0 2 0.0 7.0 0. 47.0 0 P S F P S F PSF P S F P S F R E F R795--53373 DATE 04/28/03 DRW CAUSR795 03118034 CA -ENG M E M/ G W H S E Q N - 110237 D U R .FAC . 1.25 F ROM J R SPACING 2 4. 0" J R E F - 1 5 2 8 7 9 5_Z 0 3 (ALbtK-ALbtKI1N1 Kt31Ut N( -t - IZU MUINU l,A NIVPS le 3b W/LAIN) Top chord 2x4 SPF 1650f -1.5E :T2 2x6 SPF 1650f -1,5E: Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud :Lt Stubbed Wedge 2x6 SPF. 1650f -1.5E: Do not support overframing on the flat top chord of this truss. Cripples frame to adjacent trusses. Attach 2x4 lateral bracing to flat top chord @ 24" OC with 2-16d nails and diagonally brace per DWG. BRCALHIPHO502. 2X10 (GI) 0-10-2 IRIJ U.0 r R L r MRLU F Vrl--IrUILR L1—UI ILVMVJ 0 U11--11JJ J -11L II U UI rn�ad Inn. H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different connections than indicated. Refer to manufacturer publication for additional information. Deflection meets L/360 live and L/240 total load. 10 psf BC live load per UBC. In lieu of structural panels use purlins to.brace all flat TC @ 24" OC. R=13 Le 1-6-0 T— ' 10-6-7 — _I 0-7-1 1-7-1231E 5-5-1 < 4-10-14 1-7-12 1 5-5-1 5-6-11 I 11-11-11 01-7-1f 4 III 3X4= 2-10-8 - -12 I �- 12-7-8 Over 3 Supports �I R-713 W-5.5" R-442 H=Simpson LU24 Girder is (2)2X8 min. So,Pine PLT TYP. Wave TPI 95 Design Crit: UBC STD UBC 6.10oFEss/o CA 2 1 R Scale =.375" Ft. Spates Fabricators 85-435 Middleton Street, Thermal CA ALPINE WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583D'ONOFRIO DR.. SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE NDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ..IMPORTANT* ' FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING. INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY TME AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GAL V, STEEL. E%CEPT AS NOTED. APPLY CONNECTORS TO tl' * `p W O /y�Ej. vy Ap 2 03 Exp. 6- 0-82006 * TC LL TC D L BC DL B C L L 20.0 20.0 7.0 0.0 P S F P S F PSF P S F R E F R795--53374 DATE 04/28/03 DRW CAUSR795 03118035 CA -ENG M E M/ G W H TOT . L D . - 47.0 P S F S E O N - 110240 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED'ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENTPARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSECTU 9�OF ClV II- \P CALIFO�� OUR. FAC . 1.25 F R 0 M J R SPACING 24.0" J R E F - 1 S 2.8 7 9 5_ Z 0 3 ALOtK' HL011K I I IN J. Kt31UtINLt. - I61 I-IV IV W/ k' All I) Top chard 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 2100f -1.8E Webs 2x4 HF.Std/Stud :Lt Stubbed Wedge 2x6 SPF 1650f -1.5E: SPECIAL'LOADS ------(LUMBER DUR.FAC.=1.25 / PLATE,DUR.FAC.=1',25) TC From 80 PLF at 0.00 to 80 PLF at 12.75 BC From 34 PLF at 0.00 to 34 PLF at 1.50 BC From 14 PLF at 1.50 to 14 PLF at 12.75 0-10-2 2X10(b1) III 3X4= - 1< X4= i i i i I i i. i 11 n,i T T—IT / AnC o nTMC.CTn1.ICT CHDMTTTCM RV VPI1(Z4Z M[O" H — recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different connections than indicated. Refer to manufacturer publication for additional information. 10 psf BC live load per UBC. 2X4 III 1< 1-6-0 J 1-7-12� 5-2-6 I 5-7-10 to I-1-7-12 10-11-12 11 12-7-8 Over 2 Supports R=72.4 W=5.5" 4-6-5 -12 R=492 H=Simpson LUS24 Girder is (1)2X4 min. SPF Tip 4-6-5 PLT TYP. Wave TPI 95 Design Crit: UBC STD UBC 6.10R�E�10 CA 2 1 R - Scale =.375" Ft. Spates Fabricators 85-435 Middleton Street, Thermal CA '^WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE 'INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. �.D W o y� Z� A r 2003 TIC ILL TC DL 2 0. 20.0 0 P S F P S F R E F R795--53375 DATE 04/28/03 '"IMPORTANT^* FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED � BC D L 7. 0 P S F D R W CAUSR795 03118036 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO ALPINE BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING. INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN B C L L 0.0 P S F C A -ENG MEM / G W H =z SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER As 0 IAT ION) AND TP1. ALPINEIN CONNECTORS ARE MADE OF 2OGA ASTM A653 GR4O GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO . C 58005 * p. 6-30-2006 * T 0 T . L D . 4 7 .0 P S F S E 0 N - 110244 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAW(I)NGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPNSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI/TPI 1.1995 SECTION 2. C1V1� \P 9�Of G,AL,FOELa D U R .FAC . 1 . 2 5 FROM J R SPACING 24 . 0 " J R E F - 1 S 2 8 7 9 5_Z 0 3 (ALbtK-ALbLK11N1 KtJ1ULNLt - IZZ FW NU VtNI) IMta uwu rKLrMKLu rKuri LvnrUILK inrUI (L.UMva a vlr¢IY a l U1Y a7 aUDrLIIILU Di IKDaa rirrn. Top chord 2x4 SPF 2100f -1.8E 1 Deflection meets L/360 live and L/240 total load. a Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud 10 psf BC live load per UBC. 4X4 = 2X4111 3X7= 2X4111 1E 7-6-0 7-6-0 7-6-0 7-6-0 I_ 7-6-0 _I_ 7-6-0 _I 15-0-0 Over Continuous Support R=94 PLF W=15-0-0 3-5-10 PLT TYP. Wave TPI 95 Design Crit: UBC STD UBC 6.10 R�7o CA 2 1 R - Scale =.375" Ft. Spares Fabricators 85-435 Middleton Street, Thermal CA "WARNING'* TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND BRACING. REFER TO MIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583 D'ONOFRIO DR.. SUITE 200. MADISON, WI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED �p W O Z T C I TC L L D L 20.0 20.0 P S F P S F R E F DATE R 7 9 5-53376 04/28/03 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. p "IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BC DL 7.0 PSF DRW CAUSR795 03118037 ALPINE BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING. INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN BC LL 0.0 P S F CA _ M E M/ G W H SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO * No. C 58005 Exp. 6-30-2006 TOT . L D . 47.0 P S F S E O N - 109861 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMMENT TIF/995NSECTRTIC2LAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ��Q civil- �OF CAL►FOS r1�P D U R .FAC . 1 . 2 5 FROM J R SPACING 2 4 . 0 " J R E F - 1 S 2 8 7 9 5—Z03 M M M M M M (ALBER-ALBERTINI.RESIDENCE - T23 DRAG KP) Top chord 2x4 SPF 2100f -1.8E Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud :W2, W4 2x4 SPF #1/#2: SPECIAL LOADS S 8te5 FBbrlcatOrS 85-435 Middleton Street Thermal CA ALPINE - Alpine Engineered Products, Inc. Sacramento, CA 95828 ""WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING. INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D-ONOFRIO DR.. SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESEFUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ,ALL A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING. SHIPPING. INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS -OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 2OGA ASTM A653 GRCO GALT. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER 16 R IG RESPONSIBILITY S. YTFORHE STHE IRUSSICOMPONENT DESS DRAWING IGNTSHOWNCEPTATHE SUITABILITYNCE OF OAND USENAL IOFETHINS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. t�!/ fq Or Sp OBD t- 7� Zm A r 8 2003 005 Exp. C 8 006 P clvii-DRAWINGS C'F CAL1F�N T C T C BC B C TOT L L D L DL L L . L D . 20.0 20.0 7.0 0.0 47.0 P S F P S F PSF P S F P S F ------(LUMBER R795--53377 DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) C A -ENG TC From 80 PLF at 0.00 to 80 PLF at 15.00 BC From 14 PLF at. 0.00 to 14 PLF at 3.00 BC From 34 PLF at 3.00 to 34 PLF at 12.00 BC From 14 PLF at 12.00 to 14 PLF at 15.00 Truss transfers 250.00 PLF along top chord through truss to support(S) where indicated. Diaphragm and connections are to be desi.gned by Engineer of Record. 3X8 - (A) t ; W2 1 3-6 id 2 X 4 III 4X4= 4X10= THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Negative reaction(s) of -335# MAX. (See below) Requires uplift connection. (A) Continuous lateral bracing equally spaced on member. Deflection meets L/360 live and L/240 total load. 10 psf BC live load per UBC. ** THE MAXIMUM HORIZONTAL REACTION IS 3750# ** **DRAG** 'rz3 —1 3.5 (A) 3 X 8 3-5-10 W4 1-3-6 +LOL -12 2 X 4 III 7-6-0 7-6-0 _I (E 7-6-0 7-6-0 7-6-0 I 7-6-0 I 15-0-0 Over 2 Supports �I R=416/-112 PLF W-3-0-0 R=416/-112 PLF W=3-0-0 PLT TYP. Wave TPI 95 Design Crit: UBC STD UBC 6.1—Co 1'10CA 2 1 R - Scale =.375" Ft. S 8te5 FBbrlcatOrS 85-435 Middleton Street Thermal CA ALPINE - Alpine Engineered Products, Inc. Sacramento, CA 95828 ""WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING. INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D-ONOFRIO DR.. SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESEFUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ,ALL A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING. SHIPPING. INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS -OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 2OGA ASTM A653 GRCO GALT. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER 16 R IG RESPONSIBILITY S. YTFORHE STHE IRUSSICOMPONENT DESS DRAWING IGNTSHOWNCEPTATHE SUITABILITYNCE OF OAND USENAL IOFETHINS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. t�!/ fq Or Sp OBD t- 7� Zm A r 8 2003 005 Exp. C 8 006 P clvii-DRAWINGS C'F CAL1F�N T C T C BC B C TOT L L D L DL L L . L D . 20.0 20.0 7.0 0.0 47.0 P S F P S F PSF P S F P S F R E F R795--53377 DATE 04/28/03 DRW CAUSR795 03118038 C A -ENG M E M/ G W H S E O N - 109858 D U R . FAC. 1.25 FR0M JR " 795 Z 0 3 (ALIJEK-Alf3tKI1N1 KES1ULNCL - IZ4 CA H1F#1 6- b>b) Top chord 2x4 SPF 1650f -1.5E :T2 2x6 SPF 1650f -1.5E: Bot chord 2x4 SPF 2100f -1.8E Webs 2x4 HF Std/Stud :Lt Slider 2x4 SPF 1650f -1.5E: BLOCK LENGTH = 3.500' :Rt Slider 2x4 SPF 1650f -1.5E: BLOCK LENGTH — 3.500' (J) hanger connection not found in inventory file for this condition. Provide connection. Deflection meets L/360 live and L/240 total load. Building designer is responsible for conventional framing. In lieu of structural panels use purlins to brace all flat TC @ 24" OC 0-10-2 T I'nl3 UWU rmcrAncu rnum bwlruicn inrui t{.VAVJ D V11-1—IVPIJI OV Vlil 11 2 Complete Trusses Required NAILING SCHEDULE: (0.1310.0_9_nails) ILL DL TOP CHORD: 1 ROW @ b" o.c. 04/28/03 BOT CHORD: 1 ROW @ 12" o.c. WEBS : 1 ROW @ 4" o.c. DL USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO #1 HIP SUPPORTS 8-0-O.JACKS WITH NO WEBS. CORNER SETS ARE CONVENTIONALLY FRAMED. SUPPORT EXTENSIONS EVERY 6.00 FT TO FLAT TC. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR DWG. BRCALHIPHO502. V (ED 3X7; 2X4a 5X7; 3X10= t„ 3X7= 5X7' 0 V^,- 3 X 7 5X6 (E3) 2X8 (E3) III 3X1U= CX4111 HS414= 'IA1u= 5X6 (E3) 8E3 3 III ( ) 3-2-1 0-10-10-0-112 T 4- 1 4-1-5 1 2-11-9�1E 5-3-7 _I 5-3-7 _I_ 5-1-11 3-1-5 _1_ 4-1-5 Ic 7-0-13 1 5-3-7 + 5 3 7 T 5-1-11 7-2-9 L 7-11-11 I 14-9-12 I 7-2-9 I 30-0-0 Over 2 Supports _I R=3638 (J) R-3638 W=5.5" PLT TYP. High Strength, Wave TPI 95 Design Crit: UBC STD UBC 6.10 oFessio CA/2/1-/-/R/- Scale =.25" Ft. S e[eS FBbitCBtOrS 85-435 Middleton Street, Thermal CA "'WARNING*" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND BRACING. REFER TO HIB•91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE^^ INSTITUTE. 583 D'ONOFRIO DR., SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIG 1O CEILING. v� W. p Z TC TC ILL DL 20.0 20.0 P S F P S F R E F R795--53378 DATE 04/28/03 -- "IMPORTANT—FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC DL 7.0 PSF DRW CAUSR795 03118039 PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO A L P I N E BUILD THE TRUSSES IN CONFORMANCE WITH TP1: OR FABRICATING. HANDLING. SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 2OGA ASTM A653 GR4O GAL V. STEEL, EXCEPT AS NOTED. APPLY COIINECTORS TO * No. C 5800 5 Exp. 6-30-2006 BC TOT. LL L D . 0.0 47.0 P S F P S F CA S EON - M E M/ 109905 G W H Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS ORA NING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. 0A 'Q�OF civil_ O�l1� CALIF p. D U R . F A C. 1.25 FROM J R SPACING 24. 0 " J R E F 1 S 2 8 7 9 5_Z 0 3 ■■� rr r r rr r rr rir r■ r rr r� r� rr rr rr r r� � (ALbtK-ALbtK11N1 KtJ1UtNUt - IZ5 LA HIP#Z IU' SH) IH1�) UWU PKtPAKtU YKUM LUMPUItK 1NPU1 (LUAUS & UlNtNJ1UNJ) �.UaM111tU UY !KUZIZI MhK Top chord 2x4 SPF 1650f -1.5E :T2 2x6 SPF 1650f -1.5E: H = recommended connection based on manufacturer tested capacities and Bot chord 2x4 SPF 1650f -1.5E calculations. Conditions may exist that require different connections than R E F Webs 2x4 HF Std/Stud indicated, Refer to manufacturer publication for additional information. :Lt Slider 2x4 SPF 1650f -1.5E: BLOCK LENGTH = 3.500' :Rt Slider 2x4 SPF 1650f -1.5E: BLOCK LENGTH = 3.500' Deflection meets L/360 live and L/240 total load. Do not support overframing on the flat top chord of this truss. Cripples frame to adjacent trusses. Attach 2x4 lateral bracing to flat top chord @ 24" OC with 2-16d nails and diagonally brace per DWG. BRCALHIPHO502. 10 psf BC live load per UBC. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. rZs 2 X 4 3X6% 11` K=11L 3X6 2X4% 3X4; 3.5� / 3X7= 3X4= 3.5 T6� — r6� 3 X 4 2X8 (E3) III T2 2X8 (E3) III 0-10-2 T 3X4 (E3) 3X7= 2X4 III . 5X6= 3X7= 3X4 (E3) le 10-0-7 �I' 9-11-2 'I 4-1-5 _1_ 2-11-9 _(, 5-3-7 5-3-7 5-1-11 1_ 3-1-5 _1_ 4-1-5 �I 7-0-13 T 5-3-7 T 5 3-7 'f 5-1-11 7-2-9 1 I_ 9-11-11 _I, 12-9-12 I 7-2-9 I 30-0-0 Over 4 Supports R-1054 H=Simpson LU28 Girder is (2)2X8 min. So.Pine R-1054 W=5.5" �13-6� 3-9-1 0-10-10-0- 2 T PLT TYP. Wave TPI 95 Design Crit: UBC STD UBC 6.10 o,essio CA 2 1 R - Scale =.25" Ft. Spates Fabricators 85-435 Middleton Street, Thermal CA ""WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTI TOTE. 583 D'ONOFRIO DR., SUITE 200, MADISON, W1 53719), FOR SAFETY PRACTICES PRIOR TO�y PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED �p �/�/ O /yF^ T C T C L L D L 2 0. 2 0.0 0 P S F P S F R E F R 7 9 5--53379 DATE 04/28/03 STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. AD 8 003 ""IMPORTANT—FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY ;.DEVIATION FROM THIS DESIGN: ANY FAILURE TO BC DL 7.0 PSF DRW CAUSR795 03116040 ALPINE BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN BC LL 0.0 P S F CA E N G .MEM / G W H SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) ANO TPI. ALPINE CONNECTORS ARE MADE OF 2OGA ASTM A653 GR40 GALV. STEEL. EXCEPT As NOTED. APPLY CONNECTORS TO * No. C 58005 Exp. 6-30-2006 * TOT . L D . 47.0 P S F S E O N - 109909 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-2. THE SEAL ON THIS DRANING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERINGq� RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHONN. THE SUITABILITY AND USE OF THIS ANSI/TPI TI FORANY SECTPARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER �(� CAVIL ��\P OF CAUFO D U R .FAC . 1.25 F R 0 M J R SPACING 24. 0" J R E F 1 5 2 8 7 9 5_ Z 0 3 r = M W = = = = r = r M (ALBER-ALBERTINI RESIDENCE - T26 CA HIP#3 12' SB) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY tRUSS MF� Top chord 2x4 SPF 165of-1.5E :T2 2x6 SPF 1650f -1.5E: Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud :Lt Slider 2x4 SPF 1650f -1.5E: BLOCK LENGTH = 3.500' :Rt Slider 2x4 SPF 1650f -1.5E: BLOCK LENGTH = 3.500' Do not support overframing on the flat top chord of this truss. Cripples frame to adjacent trusses. Attach 2x4 lateral bracing to flat top chord @ 24" OC with 2-16d nails and diagonally brace per DWG. BRCALHIPHO502. 2X8 0-10-2 T 3X4 (t. i) H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different connections than indicated. Refer to manufacturer publication for additional information. Deflection meets L/360 live and L/240 total load. 10 psf BC live load per UBC. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. PMS 4 - 3X4 (E3) I� 12-0-7 5-11-2 , 4-1-57-0-13 2-11-9 4-503 1 5-8-1 O.7 ;3 4-5-14 3-1-5 1 4-1-5 �{ 5-3-7 1 5-1-11 7-2-9 1 I_ 11 11 11 I_ 10-9-12 _I. 7-2-9 _1 R=1168 H=Simpson LU28 Girder is (2)2X8 min. So.Pine {}14-1 4-4-1 (E3) III 0-10-10-0- 2 T 0-0-0 Over 4 Supports _I R=1168 W=5.5" Note: All Plates Are W2X4 Except As Shown. PLT TYP. Wave TPI 95 Design Crit: UBC STD UBC 6.10 ��Essio CA/2/1/R Scale =.25" Ft. S ales Febrica[ors P 85-435 Middleton Street, Thermal CA ';WARNING— TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFR IO DR., SUITE 200, MADISON. WI 537]9). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESEFUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED Q (j OBD 7 r F ?� C TC L L DL 20.0 20.0 P S F P S F R E F DATE R 7 9 5 5 04/28/03 3 3 8 0 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. Apr 8 003 "IMPORTAT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PR ODUCTS . I N;. SHALL NOT 8E RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TOBC DL 7.0 PSF DRW CAUSR795 03118041 ,ALPINE BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO A No. C 58005 Ex P.6-30-2006 B C TOT L L L D 0.0 47.0 P S F P S F C A -ENG S E O N MEM / G - 109924 W H Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATES ORA IN G ID ON THIS DESIGN. POSITION CONNECTORS PER R NG RESPONSIBILITY SOLELYTFOR HE STHEEA L TRUSSICOMPONENT DESIGNTSHOWNES CEPTATHE SUITABILITYNCE OF OAND USE NAL IOFET11IS COMPONENT1FOR ANSECTRTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER tSy. CIVIL OF CAL1FO�a . . D U R . FAC. 1 . 2 5 FROM J R SPACING 24.0" J R E F 1 S 2 8 7 9 5_Z 0 3 M M mm M M r r m M= m m m w M MM Rn (ALbtK-ALdtK11N1 KtJ1ULNCt - IZ/ CA H1H#4 14' JU) Top chord 2x4 SPF 2100f -1,8E :T2 2x6 SPF 1650f -1.5E: Bot chord 2x4 SPF 2100f -1.8E Webs 2x4 HF Std/Stud :Lt Slider 2x6 SPF 1650f -1.5E: BLOCK LENGTH – 2.935' :Rt Slider 2x4 SPF 1650f -1.5E: BLOCK LENGTH = 2.935' SPECIAL LOADS ------(LUMBER DUR.FAC.=1,25 / PLATE DUR.FAC.=1.25) TC From 146 PLF at 0.00 to 40 PLF at 13.00 TC From 40 PLF at 13.00 to 40 PLF at 30.00 BC From 34 PLF at 0.00 to 34 PLF at 30.00 3.5 - 3X7 0-10-2 T 8X8 (E3) = 2X4 III 2X8 (E3) III IM1�> UWU YKtNAKtU rKUM LUMYUILK 11NHU1 (LUAU) G U1MtN�>lUNJ) �.UaM111tU MY IKUJ�, MrK. H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different connections than indicated. Refer to manufacturer publication for additional information. Deflection meets L/360 live and L/240 total load. 10 psf BC live load per UBC. FLAT TC OF STEP-UP HIP TRUSS SUPPORTS JACK EXTENSIONS AND HIP RAFTER SPANNING 4.00 FT MAX TO BACK SIDE AND 4.00 FT TO FRONT SIDE, THIS DESIGN MAY BE USED FOR COMMON HIP TRUSSES @ 24" OC. EXTEND AND FASTEN SLOPING TC OF HIP AND JACKS TO HIP RAFTER. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1 (FIG.33), OR DWG. BRCALHIPHO502. 4X8% 8X8 (:E:) 3X7= T2 — 3.5 3 X 7 2 2X8 (E3) III 5X6= 2X4 III 8X8(E3) �7-3-12�� 5-9-2—3-8-10�5-10-14 1= 7-3-12� L 13 11 11 _1_2-9-12 _I_ 13-2-9 _I 30-0-0 Over 2 Supports R=1974 H=Simpson HUS28 R=1974 W=5.5" Girder is (1)2X12 min. DF -L 4-11-1 0-10 -10- -12 PLT TYP. Wave TPI 95 Design Crit: UBC STD UBC 6.10 Riess/o CA 2 1 R - Scale =.25" Ft. S ates Fabricators 85-435 Mi dleton Street, Thennal CA '"WARNING— TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR.. SUITE 200. MADISON. WI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED `� lAI 0 y � co 9 i ?'� TC ILL TC DL 2D.0 20.0 P S F P S F R E F DATE R795--53381 - 04/28/03 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. Apr 2003 "IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BC DL 7. D PSF DRW CAUSR795 03116057 A L P I N E BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN BC LL 0.0 P S F CA -ENG MEM / G W H SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GAL V. STEEL. E%CE PT AS.NOTE0* APPLY CONNECTORS TO * No. C 58005 Fxp.6-30-2006 TOT . L D . 47.0 P S F S E O N - 110617 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF'PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT BUILOING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI1995SECTION U Sr civil_ gyp. �OF CALIE D U R . FAC. 1 .25 FROM JR SPACING 24.0" J R E F 1 5 2 8 7 9 5_Z 0 3 r rr r rr � rr rs �r rr �r rr �■r r■� r �r r �r�r �r kALbtK-ALbtKI11V1 KtblUtIVLt - Ied bVtL) Top chord 2x4 SPF 1650f -1.5E :T3 2x4 SPF 2100f -1.8E: Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud :W2 2x4 SPF #1/#2: :Rt Slider 2x4 SPF 1650f -1.5E: BLOCK LENGTH – 2,112' Deflection meets L/360 live and L/240 total load. T 3-8-11 2 X 4 III 0.38 _ W2 Inla uwu rNcrP,MCU rMVrI LVrIrUILK IIYrVI (LVAU3 a U I-ICJvZI Tuna) aVOruI ILU 01 IRua 3 rlrn. H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different connections than indicated. Refer to manufacturer publication for additional information. (A) Continuous lateral bracing equally spaced on member. 10 psf BC live load per UBC. 2 X 4 III (!ZED 3.5 r -5X10= 6X8= 3X4- —, 3.5 T3 (A) 5-2-10 3X5 2X8(E3) III 0-10-- 10--(L-12 2X4111 3X14= 2X4111 7X6= 2X4111 04 (E-3). 6-7-12 6-4-4�2-0-0 7-9-87-2-8� I _ 13-0-0 _ I _2-0-0_ 1 _ 15-0-0 _ I R=1410 H–Simpson LUS210 Girder is (1)2X10 min. DF -L 30-0-0 Over 2 Supports R-1410 W=5.5" PLT TYP. Wave TPI 95 Design Crit: UBC STD UBC 6.10pR��11010 CA 2 1 R - Scale =.25" Ft. S aces Fabricators ""WARNING"" TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND BRACING. REFER TO HIB -91 INSTALLING AND BRACING). PUBLISHED BY TPI PLATE O�D L. F2 �7 T C L L 2 0. 0 P S F R E F R795--53382 85-435 Mi dleton Street, Thennal CA (HANDLING (TRUSS INSTITUTE. 583 D'ONOFRIO DR., SUITE 200. MADISON, HI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED Z TC D L 20. 0 P S F DATE 04/28/03 STRUCTURAL PANELS. BOTTOM CHORD SMALL HAVE A PROPERLY ATTACHED RIGID CEILING. A 2 2003 "'IMPORTANT"" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC DL 7 D PSF DRW CAUSR795 03118042 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO . BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING. SHIPPING. IN 57ALLING AND B C L L Q. D P S F CA -ENG MEM / G W H =z ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE * No. C: J- 5 _* CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO Exp.6-30-2006 TOT L D 47. 0 P S F S E Q N - 110476 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER RESPONSIBILRA INDS ITY SOLELY A Z.TFOR STHE TRUSSEAL ON COMPONENT DESIGN SHOWN.S DRAWING ES SUITABILITYNCE OF AND USENAL OfTHIS NE�ERING��OF COMPONENTPARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER NENTFOR ANSECTU ANSI1 lr�, C'vt` CAUFO��\P . . D U R .FAC . 1 . 2 5 FROM J R SPACING 24. D" J R E F 1 5 2 8 7 9 5_Z 0 3 M I M M MIM M M r M mm' low (ALbLK-Al19tKI1N1 KLJIULNCt - Ie9 UKAG J> t(:) Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 165of-1.5E Webs 2x4 HF-Std/Stud :W9 2x4 SPF 1650f -1.5E: :Rt Slider 2x4 SPF 1650f -1.5E: BLOCK LENGTH — 2.112' (A) Continuous lateral bracing equally spaced on member. Deflection meets L/360 live and L/240 total load. Truss transfers 250.00 PLF along top chord through truss to support(S) where indicated. Diaphragm and connections are to be designed by Engineer of Record. inLa vwu rncrNncu rnvn lVnrWICR inrvi Lwn— a Uirin1awno7 H — recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different connections than indicated. Refer to manufacturer publication for additional information. 10 psf BC live load per UBC. ** THE MAXIMUM HORIZONTAL REACTION IS 7500# ** NEGATIVE REACTION(S), (U)—XXX (SEE BELOW), REQUIRES UPLIFT CONNECTION. UPLIFT DUE TO SHORT TERM DRAG LOADS. **D T9 3.5 r4X6= 2X4111 2X4111 4X6 3X7= 0.36 _ 8X8= 3.5 (A) (A)3X4 5-2-10 3-8-11 W9 2X8 (D) III IB 0 10-10 -12 2X4111 3X12= 2X4111 (U)=791 (U)=400 (U)=1151 3X4 (D) = i I, 19-9-0 6X10= 3X4= I 2X4111 6-7-12 3�-E 6-4-4 2-0-0 7-9-8 7-2-8� I 13-0-0 _1_2-0-0_1_15-0-0 I --30-0-0 Over 3 Supports R=1069/-376 H=Simpson LU28 R=133 PLF W=14-6-0 R=928/-559 W=5.5" Girder is (1)2X10 min. DF -L Rh=+/ -517.3 PLF OVER 14-6-0 SHEAR WALL PLT TYP. Wave TPI 95 Design Crit: UBC STD UBC 6.10 ROFE CA 2 1 R - Scale =.25" Ft. Spates Fabricators ^^WARNING'^ TRUSSES REOUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND L T C L L 20.0 P S F R E F R795--53383 85-435 Middleton Street, Thennal CA BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE �!(� 0 VI! y� �%�, INSTITUTE. 583 D'ONOFRIO DR.. SUITE 200. MADISON. WI 53719)'. FOR SAFETY PRACTICES PRIOR TO y 4'i PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED T C D L 20.0 P S F DATE 04/28/03 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. AID 2003 ^^IMPORTANT^' FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED li' BC DL 7.0 PSF DRW CAUSR795 03118043 PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING, INSTALLING AND ALPINE BRANG OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN BC LL 0.0 P S F CA -ENG MEM / G W H SPECICIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIAT1014) AND TPI. ALPINE * No. C 5800 5 CONNECTORS ARE MADE OF 20GA ASTM A653 GR 40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO Exp. 6-30-2006 TOT. L D . 47.0 P S F S E 0 N - 110520 _ EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER 1.- DRAWINGS 160 A•Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING CIV11- �P Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS ��OF CAof D U R .FAC . 1 . 2 5 F ROM JR Sacramento, CA 95828 COMPONENT ANSECTIOU PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER SPACING 24.D" J R E F 1 5 2 8 7 9 5_Z 0 3 MM r �r �r r� r r rr �r rr r� �r r r r� �■ir r (ALBER-ALBERTINI RESIDENCE - T30 DRAG FINK) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 SPF 1650f -1.5E :T1 2x4 SPF 2100f -1.8E: , Bot chord 2x4 SPF 1650f -1.5E. Webs 2x4 HF Std/Stud :142 2x4 SPF 1650f -1.5E: :Rt Slider 2x4 SPF 1650f -1.5E: BLOCK LENGTH = 3.112' SPECIAL LOADS ------(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TC From 80 PLF at 0.00 to 80 PLF at 30.00 BC From 14 PLF at 0.00 to 14 PLF at 30.00 BC 425 LB Conc. Load at 0.56 BC 188 LB Conc. Load at 2.56 10 psf BC live load per UBC.. ** THE MAXIMUM HORIZONTAL REACTION IS 6000# ** 2 X 4 III 04 (R) 111 3,5-4X8= 0.38 — AXA= ��-- (A) 3-8-11FW2 T1 Negative reaction(s) of -1176# MAX. (See below) Requires uplift connection. H - recommended connection based on,manufacturer tested capacities and, calculations. Conditions may exist that require different connections than indicated. Refer to manufacturer publication for additional information. (A) Continuous lateral bracing equally spaced on member. Deflection meets L/360 live and.L/240 total load. Truss transfers -750.00 PLF along top chord through truss to support(S) where indicated. Diaphragm and connections are to be designed by Engineer of Record. (A) 3 X 4 3.5 **DRAG** (ZE) 0110M 2X8 (E3) III 3X4111 4X6= j 3X5= 2X4III 5X7= 2X4111 5X4(E`3 X4-2-12� 1E 6-7-12 �1E 6-4-41E2 0 0_1 7-9-8 7-2-8 _1 ( 4-2-12 1 2-5-0 1 6-4-4 2 ; 7-9-8 7-2-8 I T2 -n -n 12-0-0 i< - 30-0-0 Over 3 Supports R=566/-1176 H=Simpson HUS26 R=2933 W=5.5" Girder is (1)2X10 min. DF -L 5-2-10 - 0-10-10 -12 T 4- R=1745/-574 W=5.5" Rh=+/ -750 PLF OVER 8-0-0 SHEAR WALL PLT TYP. Wave TPI 95 Design Crit: UBC STD UBC 6.10 o,ess/o CA 2 1 R - Scale =.25" Ft. Spaces Fabricators 85-435 Middleton Street,Thennal CA "WARNING " TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583 D'ONOFRIO DR.. SUITE 200. MADISON. WI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. �((� f? Ci O`0 W <"' 7� ^ y. m Ap $ 2003 T C TC L L D L 20.0 20.0 P S F P S F R E F DATE R 7 9 5--53384 04/28/03 ""IMPORTANT"" FUA NISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT 8E RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO d' BC DL 7.0 PSF DRW CAUSR795 03118044 ALPINE BUIlO THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING AND BRASP CING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN I� BC L L 0.0 P S F CA -ENG M E M/ G W H CONNE CTOR SAT I AREPMADESOF O BY 20GATHE ASTMMA653AGR40REST GAL V AN STEEL- EXCEPT I As NOTED, T AP P LYALPINECONNECTORS TO * Exp. 6-30.8005 2006 * TOT . L D. 47.0 P S F S E Q N- 110585 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRANING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS 1FOOR ANSECTRTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI/TPI COMPONENT T"Q C1VI1. �OFCALIFO� D U R FAC. 1 .'2 5 FROM J R -----— SPACING 2 4. 0" J R E F -- ----- - 1 S 2 8 7 9 5_Z 0 3 (ALBER-ALBERTINI RESIDENCE - T31 GIRDER) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MF� Top chord 2x4 SPF 1650f -1.5E Bot chord 2x8 SP M-23 Webs 2x4 HF Std/Stud :WB, W9, W11 2x4 SPF #1/#2: :W14 2x4 SPF 1650f -1.5E: SPECIAL LOADS ------(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25)' TC From 80 PLF at 0.00 to 80 PLF at 39.54 BC From 14 PLF at 0.00 to 14 PLF at 34.92 BC From 178 PLF at 34.92 to 14 PLF at 39.54 BC 735 LB Conc. Load at 6.35 BC 1410 LB Conc. Load at 8.40, 10.40, 12.40, 14.40, 16.98 18.98, 20.98, 22.98, 24.98, 26.98 BC - 492 LB Conc. Load at 17.98, 19.98, 21.98, 23.98, 25.98 27.98 BC - 1974 LB Conc. Load at 28.98 BC 442 LB Conc. Load at 29.98 BC 1168 LB Conc. Load at 30.98 BC 1785 LB Conc. Load at 31.98 BC 916 LB Conc. Load at 32.98 BC 3638 LB Conc. Load at 34.92 1 4-6-5 3 Complete Trusses Required NAILING SCHEDULE: (0.1310.0_g_nails) TOP CHORD: 1 ROW @ 12" o.c. BOT CHORD: 1 ROW @ 3" o.c. WEBS : 1 ROW @ 4" o.c. REPEAT NAILING AS EACH LAYER IS APPLIED. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. (A) 2x6 "T" brace. 80% length of web member. Same species & grade or better. Attach to each web ply with 16d nails @ 6" OC. 10 psf BC live load per UBC. WARNING: THIS TRUSS MAY NOT BE REPAIRED, AND MUST BE REPLACED IF IMPROPERLY INSTALLED OR DAMAGED. 4= 3X4= 4Xb= JAJ= ZX4111 bXIU= bAIU= '1X4 (E� I 2X4111 4-6-5 1-6-14 #10L-0- 12 2X4 III 2X4111 'A4- 10X10= 12X14= "AD- n3lu6c= VAIV= 4X4111 0-8--8 � _I 16-2-12 5 6-1 5-4-5 5-4-5 6-6-5 6 8 0 4-6-12 4-8-8 0 l0 4 5 6 1 5-4-5 4-11-9 0 5 4 6-2.13 6 8 0 4 6 12 4-8-8 0-10 4 29 5 S I 10-1-8 I 39-6-8 Over 3 Supports _I R=1299 W=5.5" R=19999 W=6.75" R-10508 W=5.5" PLT TYP. High Strength, Wave TPI 95 Design Crit: UBC STD UBC 6.10 p1e�I o CA 2 1 R - Scale =.1875" Ft. Spates Fabricators `"WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE LD W F Q y ti TIC LL 20.0 P S F R E F R795--53385 85-435 Middleton Street, Thermal CA FOR PRACTICES PRIOR TO `Y - INSTITUTE, 583 D'ONOFRIO DR., SUITE 200. MADISON, WI 53719), SAFETY PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORO.SHALL HAVE PROPERLY ATTACHED Zm TC DL 20.0 P S F DATE 04/28/03 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. Apr 2003 _IMPORTANT -FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC DL 7.0 PSF DRW CAUSR795 03118045 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TP1: OR FABRICATING. HANDLING, SHIPPING, INSTALLING AND BC LL 0.0 P S F CA -ENG MEM / G W H___ ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS INDESIGN AND TPI. ALPINE No. C 5800 5 SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) CONNECTORS ARE MADE OF 2OGA ASTM A653 GR4O GAL V. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO # Exp. 6-30-2006 T 0 T . L D . 47.0 P S F S EON - 110283 EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING 5�,. CIu1L \P, q�OF Alpine Engineered Products, Inc. DRAWINGS 160 A -Z. THE SEAL ON THIS RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DES16N SHOWN. THE SUITABILITY AND USE OF THIS CAl1FO�� OUR . FAC. 1.25 FR0M JR SPACING 24.0" J R E F 1 S 2 8 7 9 5_Z 0 3 Sacramento, CA 95828 COMPONENTFOR ANPARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPIiSECTION �r �r rr rr �r rr �r r �r rr rr �r rr rr r rr r� rr (ALBER-ALBERTINI RESIDENCE - T32 DRAG MONO) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 SPF 1650f -1.5E 2 Complete Trusses Required DRW CAUSR795 Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud :W2 2x4 SPF #1/#2: NAILING SCHEDULE: (0.131x3.0_g_nails) :Lt Stubbed Wedge 2x6 SPF 1650f -1.5E: TOP CHORD: 1 ROW @ 4" o.c. BOT CHORD: 1 ROW @ 5" o.c. (A) Continuous lateral bracing equally spaced on member. WEBS : 1 ROW @ 4" o.c. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS Deflection meets L/360 live and L/240 total load. IN EACH ROW TO AVOID SPLITTING. 10 psf BC live load per UBC. Truss transfers 600.00 PLF along top chord through truss to support(S) where indicated. Diaphragm and connections are to be designed by Engineer of Record. NEGATIVE REACTION(S), (U) -XXX (SEE BELOW), REQUIRES UPLIFT CONNECTION. UPLIFT DUE TO SHORT TERM DRAG LOADS. ** THE MAXIMUM HORIZONTAL REACTION IS 12000# ** 3X10(G1) III 0-10-2 - / (U)=435 6X8 -- (U) =4274 X8; (U)=4274 4X4 III 3. 5 F— (A) `` W2 Right end vertical not designed to be exposed to wind pressure. 6 X 4 (R) \\\ (U)=435 4X8= 7-4-0 6-4-0 7-4-0 6.4-0 20-0-0 Over Continuous Support R=229/-121 PLF W=20-0-0 Rh -+/7600 P'LF OVER 20-0-0 SHEAR WALL (A) i-2-4 6-4-( 2 X 4 III 6-8-2 -12 6-8-2 ,=232* 4X6*DRA6** 012 _I PLT TYP. Wave TPI 95 Design Crit: UBC STD UBC 6.10 oFessio CA 2 1 - R - Scale =.375" Ft. S ates Fabricators 85-435 Middleton Street, Thermal CA "*WARNING'• TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583 D'ONOFRIO DR.. SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIORTO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. `p W. 0 7 ^ Z� Apr 2 O03 TC TC LL D L 20.0 20.0 P S F P S F R E F R795--53386 DATE 04/28/03 - "IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC DL .0 PSF DRW CAUSR795 03118046 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO .7 A P I N E BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING. SHIPPING. INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN B C ILL D . D P S F C A -ENG MEM / G W H L SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE WADE OF 20GA ASTM A653 GRaO GAIv. STEEL. EXCEPT AS NOTED. APPLY COwnECTORS TO ♦ No. C 5800 5 Exp. 6-30-2006 TOT . L D . 47.0 P S F S E A N - 110315 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER DRAWINGS 160 A-2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT SECTPARTION ICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER NSIONE T1FOR ANY C1V11" �P 9��F CAUFQ�� D U R .FAC . 1.25 FR0M JR SPACING 24.D" J R E F 1 S 2 8 7 9 5_Z 0 3 rr rr tr rr rr rr rr r r rr rr rr M ■r m m M r on (ALBER-ALBERTINI RESIDENCE - T33 MONO) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY I(RUSS MFR. Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 3650f -1.5E Webs 2x4 HF Std/Stud :Lt Stubbed Wedge 2x6 SPF 1650f -1,5E: 10 psf BC live load per UBC 0-10-2 Right end vertical not designed to be exposed to wind pressure. (A) Continuous lateral bracing equally spaced on member. Deflection meets L/360 live and L/240 total load. - J:3:) - (:! 2 X 4 III 7X8(G1) III 3X4=- 7 -4-0 X4= 7-4-0 6-4-0 6-2-4 012 7-4-0 6-4-0 6-4-0 20-0-0 Over 2 Supports _I R=940 W=5.5" R=940 W=5.5" PLT TYP. Wave TPI 95 Design Crit: UBC STD UBC 6.1CA 2 1 R - Scale =.375" Ft. Spaces Fabricators 85-435 Middleton Street, Thermal CA ""WARNING— TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200. MADISON, WI' 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED �p �/�I 0 7 Cs Z T 1 T C L L D L 2 0. 20.0 0 P S F P S F R E F DATE R 7 9 5-53387 04/28/03 STRUCTURAL PANEL S.'BOT TON CHORD SHALL HAVE A•PROPERLY ATTACHED RIGID CEILING. r *'IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO - BC DL 7.0 PSF DRW CAUSR795 03118047 ALPINE BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN B C L L 0.0 P S F C A -ENG MEM / G W H SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO # No. C 58005 Exp. 6-30-2006 TOT . L D . 47.0 P S F S E Q N - 110296 Alpine Engineered Sacramento, Products, Inc. CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENTANYPARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER NSECTIOU 'Q� CfV1� O�y� OF CALIF \P D U R . FAC . 1 .25 F R 0 M JR SPACING 24.Q" J R E F 1 5 2 8 7 9 5_ Z O 3 (ALSER-ALBERTINI RESIUENCE - I34 MUNU blU6 Z'U"B K5 w/(,ANI 'Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud :Lt Stubbed Wedge 2x6 SPF 1650f -1.5E: SPECIAL LOADS ------(LUMBER DUR.FAC:=1.25 / PLATE DUR.FAC.=1.25) TC From 80 PLF at 0.00 to 80 PLF at 20.00 BC From 34 PLF at 0.00 to 34 PLF at 1.50 BC From 14 PLF at 1.50 to 14 PLF at 20.00 In1J uwu rncrnncu rnur, Vul'iru i.rvi l-- a vaii�,..aa v,•�� r�er„a���u ..� „••.rr ���••• Right end vertical not designed to be exposed to wind pressure. Deflection meets L/360 live and L/240 total load. 10 psf BC live load per UBC. 2 X 4 III I.6-0 2X4 III 3X5 (R) III 1 1-7-1 5-8-4 6-4-0 1 4-1-12 0-1:l12 1-1-7-122 5-8-4 6-4-0 4-3-8 -i 17-11-8 Over 2 Supports R-961 W=5.5" R=757 W=5.5" 6-1-0 PLT TYP. Wave TPI 95 Design Crit: UBC STD UBC 6.10 R�E��o 2 1 R - Scale =.375" Ft. S aces Fabricators 85-435 Middleton Street, Thennal CA "'WARNING"" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200. MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED t� Q`'D w •7�^ lCA TC TC LL DL 20.0 20.0 P S F P S F R E F R795--53388 DATE 04/28/03 STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. Apr 8 2003 IMPORTANT—FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC DL 7. 0 PSF DRW CAUSR795 03118048 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO ALPINE BUILD THE TRUSSES IN CONFORMANCE WITH T 1: OR FABRICATING, HANDLING. SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN B C L L 0.0 P S F C A -ENG MEM / G W H SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TP1. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO * No. C 5800 5 Exp. 6-30-2006 TOT. L D . 47.0 .P S F S E 0 N - 110345 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. vrq.YF C'1V11' r1�p' ` OF LAUFQ� - D U R-. FAC . 1 .25 FROM J R SPACING 24.0" J R E F 1 5 2 8 7 9 5_Z 0 3 0 M M M s M M M r M M M� M M s M M M" (ALbLK-ALbLKI1N1 KtbiUtNCt - 135 MUNU W/CANT) Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud :Lt Stubbed Wedge 2x6.SPF 1650f -1.5E: SPECIAL LOADS ------(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TC From 80 PLF at 0.00 to 80 PLF at 20.00 BC from 34 PLF at 0.00 to 34 PLF at 1.50 BC From 14 PLF at 1.50 to 14 PLF at 20.00 IHIJ UWb YKtYAKtU rKUM LUMYUItK INYU I, (LVAUJ b UIMtNJ1VNZ)) JUtfMIIItU UT IKUJJ MrK. Right end vertical not designed to be exposed to wind pressure. (A) Continuous lateral bracing equally spaced on member. 10 psf BC live load per UBC. T3S X4 III 2X4 III 3X4= L�E .1.6-o J E1-7-12�I 5-8-4 I_ 6-4-0 _IE 6-2-4 0 1:12 1-7-12 ( 5-8-4 6-4-0 7 6-4-0 fE 20-0-0 Over 2 Supports _I R=1056 W=5.5" R=854 W=5.5" 6-8-2 6-8-2 -12 PLT TYP. Wave TPI 95 Design Crit: UBC STD UBC 6.10 oFessio CA 2 1 R -C Scale =.375" Ft. Spates Fabricators 85-435 Middleton Street, Thennal CA "WARNING— TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO OR., SUITE 200. MADISON, WI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED �� l�I t� •7� Z T C T C L L D L 20.0 20.0 P J F P S F R E F R795--53389 DATE 04/28/03 STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. Ap 2003 'IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BC DL 7.0 P$F DRW CAUSR795 03118049 ALPINE BUILD THE TRUSSES IN CONFORMANCE WITH T 1; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN BC LL 0.0 P S F CA -ENG MEM / G W H SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI, ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GAL V. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO ♦ N . C 58005 Exp.6-a0-2006 TOT L D . 47.0 P S F S E Q N - 110363 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS ANSI995SECTION PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER `.'vl` p, 'Q?. a\ CC QF CAUF . D U R .F A C 1 .2 5 FROM J R SPACING 24. 0" J R E F - 1 S 2 8 7 9 5_ Z 0 3 I,AI0tK-ALbtK11111 KtJ1UtNl.t - 13b UKAb MUNU W/UANI) Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud :W2 2x4 SPF 1650f -1.5E: :Lt Stubbed Wedge 2x6 SPF 1650f -1.5E: SPECIAL LOADS ------(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TC From 80 PLF at 0.00 to 80 PLF at 20.00 BC From 34 PLF at 0.00 to 34 PLF at 1.50 BC From 14 PLF at 1.50 to 14 PLF at 20.00 Truss transfers -490.03 PLF along top chord through truss to support(S) where indicated. Diaphragm and connections are to be designed by Engineer of Record. ** THE MAXIMUM 0-10-2 2X10(G1 IMtZ. UWu VKtrAKtU I-KUM 6UMrUILK 1NKUI (LUAUS & U1MLNZ.1UNZ.) SUUM1 1tU OT IKu3z Mr K. Negative reaction(s) of -2194# MAX. (See below) Requires uplift connection. Right end vertical not designed to be exposed to wind pressure. (A) Continuous lateral bracing equally spaced on member. 10 psf BC live loaDd_pe��J6 'rp 2 X 4 III 04 4 III 3X4= L< 1-6-0 J 1-1-7-12-1- E 1-7-11.1. 5-8-4 �I 6-4-0 I� 6-2-4 0 1-12 1-7-12 rr 5-8-4 Tc 6-4-0 'I 6-4-0 LL i, 20-0-0 Over 2 Supports R=3392/-2195 W=5.5" R-377 PLF W-2-6-0 Rh -+/-490 PLF OVER 16-5-8 SHEAR WALL 6-8-2 -12 6-8-2 PLT TYP. Wave TPI 95 Design Crit: UBC STD UBC 6.10 QRo'"'/o 2 1 R - Scale =.375".Ft. Spates Fabricators 85-435 Middleton Street, Thermal CA ';WARNING-- TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583 O'ONOFRIO OR., SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED QL� w t. 7 ^ 4 0i � Z� ICA Tl T C L L D L 2 0. 20.0 0 P S F P S F R E F DATE R 7 9 5 -53390 04/28/03 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. Ap 8 2003 "'IMPORTANT—FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BC DL 7. Q PSF DRW CAUSR795 03118050 ALPINE BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE * No. C 58005 - * B C L L 0.0 P S F C A -ENG MEM / G W H TOT L D 47.0 P S F S E Q N - 110383 CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO FxP.6-30-2006 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS ACOMP NSI/TPIT1FOR ANY 1ARTNC2LAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER 'Q C1u1L �P �QF'G.�1FCl�a . . D U R . FAC. 1 .25 FROM J R SPACING 24. 0" J R E F - 1 5 2 8 7 9 5_Z 0 3 M M M (ALBER-ALBERTINI RESIDENCE - T37 FW NO VENT) Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud :Lt Slider 2x6 SPF 1650f -1.5E: BLOCK LENGTH = :Rt Slider 2x6 SPF 1650f-1.5E:'BLOCK LENGTH = 1.917' 1.917' THIS TRUSS DESIGNED TO SUPPORT SIDING LOAD NOT TO EXCEED 10 PSF. 3X4 1 0-10-2 T 3. 5 3.5 r 0 4X4=- THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY YRUSS MFR. 2 Complete Trusses Required NAILING SCHEDULE: (0.131x3.0_g_nails) TOP CHORD: 1 ROW @ 12" o.c. BOT CHORD: 1 ROW @ 1'2" o.c. WEBS : 1 ROW @ 4" o.c. USE EOUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. Deflection meets L/360 live and L/240 total load. 10 psf BC live load per UBC. 4 � 3.5 3X4 z 4-9-6 2X8 (E3) III 0-10 -10-0-12 3X4= 5X4 = 3X4 (E3) = 3X4 (E3) 2X8 (E3) III L 7-3-0 _I_ 6-3-0 _I, 6-3-0 ,I, 7-3-0 � I 9-4-0 T 8-4-0 T 9-4-0 I_ 13-6-0 _I, 13-6-0 _I 27-0-0 Over 2 Supports R=749 PLF W=3-0-0 R=749 PLF W-3-0-0 PLT TYP. Wave TPI 95 Design Crit: UBC STD UBC 6.1CA 2 1 - R - Scale =.25" Ft, S ates Fabricators 85-435 Middleton Street, Thenal CA WARNING`* TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SNIPPING. INSTALLING AND 'BRACING. REFER TO NIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583 O'ONOFRIO DR.. SUITE 200, MADISON, WI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. DSD W. y� (, AID 003 T C L L TC DL 2 0.0 20.0 P S F P S F R E F R795--53391 DATE 04/28/03 .'IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BC DL 7.0 PSF DRW CAUSR795 03118051 ALPINE TRUSSES(N COTHISMDESIGNITH TPI: CONF OR MSOWITHAAPPLICABLE PR OHANDL BRACBUILINGHOF TRUSSES V ISION SSOF PNDSIN G INAT IO NAL INSTAL L IN G DESIGN BC LL 0.0 P S F CA -ENG M E M/ G W H SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 2OGA ASTM A653 GR4O GAL V. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO * No. C 58005 Exp.6-30-2006 TOT L D . 47.0 P S F S E O N - 110661 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON TH15 DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A•Z-TME SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS ACO NSI/TPI NT1FOR ANSECTI0NCULAR BUILDING IS THE RESPONSIBILITY OF TME BUILDING DESIGNER, PER 'q Ci'ulL �P �OF CgL1F0 . D U R . FAC. 1.25 FR0M JR SPACING 24. 0" J R E F 1 S 2 8 7 9 5 _Z 0 3 (ALbtK-ALt5tKIiI1i KtJ1UtNUt - IJb UKA(3 Y111K) in13 uwu rMLrAKLu rnVrl 6Nm'ulLn lnrui tL.0 Nu3 h IJIMLIY31VI131 3UDr11 IILv DI Inu33 nrn. Top chard 2x4 SPF 1650f -1.5E TC T C B C BC TOT (A) Continuous lateral bracing equally spaced on member. Bot chord 2x4 SPF 1650f -1.5E R E F R795--53392 Webs 2x4 HF Std/Stud CA M E M/ G Deflection meets L/360 live and L/240 total load. :Lt Slider 2x6 SPF 1650f -1.5E: BLOCK LENGTH – 1.917' ) R E F - 1 S 2 8 7 9 5_Z 0 3 :Rt Slider 2x6 SPF 1650f -1.5E: BLOCK LENGTH – 1.917' 10 psf BC live load per UBC. Truss transfers 200 PLF along top chord through truss to NEGATIVE REACTION(S), (U)–XXX,(SEE BELOW), REQUIRES UPLIFT support(S) where indicated. Diaphragm and connections are CONNECTION. UPLIFT DUE TO SHORT TERM DRAG LOADS. to be designed by Engineer of Record. ** THE MAXIMUM HORIZONTAL REACTION IS 5400# ** 5X6= **DRAG** "r38 3.5 — 3.5 3 X 4 4-9-6 3X4 % 2X8 (E3) III –L C 0-10-2 0-10- 10-0-12 T 3X4(E3) = 5X6= 6X6= 3X4 (E3) 2X8 (E3) III (U)=1045 (U)=925 (U)=210 I, 7-3-0 _I, 6-3-0 ,I, 6-3-0 ,1_ 7-3-0 _I 9-4-0 T 8-4-0 T 9-4-0 I_ 13-6-0 _1_ 13-6-0 27-0-0 Over Continuous Support R=94 PLF W=27-0-0 Rh=+/ -372.4 PLF OVER 14-6-0 SHEAR WALL, FROM 9-6-0 TO 24-0-0 PLT TYP. Wave TPI 95 Design Crit: UBC STD UBC 6.10 CA 2 1 R - Scale =.25" Ft. Spates Fabricators 85-435 Middleton Street, Tbennal CA ALPINE Alpine Engineered Products, Inc. Sacramento, CA 95828 *"WARNING"* TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200. MADISON, W1, 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ""IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WI TM TPI; OR FABRICATING, HANDL LNG. SHIPPING. INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST ANO PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GAL V. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A•2 -THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENTANY NSECTIOPARTICULARBUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER *P, '9TF 01. . /y�Fy^ y Apr' 8 2003 6-302005 006 CIVIL Ofla`P Of Cgt.IF TC T C B C BC TOT ILL D L D L LL . L D . 20.0 20.0 7.0 0.0 47.0 P S F P S F P S F P S F P S F R E F R795--53392 DATE 04/28/03 D R W CAUSR795 03118052 CA M E M/ G W H S E Q N - 110671 D U R FAC. 1 .2 5 FROM J R SPACING 24. 0" ) R E F - 1 S 2 8 7 9 5_Z 0 3 M M M M M M M M M M M M M M r r i (ALBER-ALBERTINI RESIDENCE - T39 FINK) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. 'Top chord 2x4 SPF 1650f -1,5E Deflection meets L/360 live and L/240 total load. Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud 10 psf BC live load per UBC. :Lt Slider '2x6 SPF 1650f -1.5E: BLOCK LENGTH = 1.917' :Rt Slider 2x6 SPF 1650f -1.5E: BLOCK LENGTH = 1.917' i 0-10-2 T Tag 5X4= 3X4 (E3) = "`L`— 5x4- 3X4 (E3) 2X8 (E3) III 7-3-0 1 6-3-0 _1_ 6-3.0 _1 7-3-0 _I I� 9-4-0 T 8-4-0 T 9-4-0 1 13-6-0 I 13-6-0 _I 7-0-0 Over 2 Support R=1269 W=5.5" 4-9-6 8(E3) III 0-10 -10-0-12 R=1269 W=5.5" PLT TYP. Wave TPI 95 Design Crit: UBC STD UBC 6.10 RgtESs/o CA 2 1 -/-/R/- Scale =.25" Ft. Spaces Fabricators 85-435 Middleton Street, Thermal CA "WARNING•" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING ANO BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583 D'ONOFRIO DR., SUITE 200. MADISON, WI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. '"IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED �% �0 W. 7 i Z� Ap 003 TC TC BC ILL DL OIL 20.0 20.0 7.0 P S F P S F P S F R E F R795--53393 DATE 04/28/03 D R W CAUSR795 03118053 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO ALPINE BUILD THE TRUSSES IN CONFORMANCE WITH TP1: OR FABRICATING, HANDLING, SHIPPING. INSTALLING AND BRASPECING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN CONNECTORSCATON AREPMADE SOF O BY 2OGATASTMME MA653AGR4OR GAL AN STEEL A SS EXCEPT AS NOTEDND T APPLYALPINECONNECTORS TO * Exp. 6-30-2006 No. C 58005* BC LL 0.0 P S F CA MEM / G W H TOT . L D . 47.0 P S F S E Q N - 110632 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI/TPI 1.1995 SECTION 2. CI.�, 'Q rFOF `.1V1` \Q, CAlaFO D U R .FAC . 1.25 F R 0 M J R S PACING 2 4.0 " J R E F - 1 S 2 8 7 9 5_Z 0 3 M M M M M M M M M M M M M M i M w (ALBER-ALBERTINI RESIDENCE - T40 FINK STUB 8'0"8 LS) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. "Top chord 2x4 SPF 1650f -1.5E Deflection meets L/360 live and L/240 total load. Bot chord 2x4 SPF 1650f -1,5E Webs 2x4 HF Std/Stud 10 psf BC live load per UBC. :Lt Slider 2x6 SPF 1650f -1.5E: BLOCK LENGTH = 1.917' :Rt Slider 2x6 SPF 1650f -1.5E: BLOCK LENGTH – 1.917' 5X4= 3.5 — 3.5 3X5% 3 X 5 4 9-6 0-10-2 0-10 10-0-12 3X4(E3) 3X4=— 5X4=— 3X4 (E3) = 2X8 (E3) III 2X8 (E3) III 7-3-0 ,I_ 6-3-0 ,I, 6-3-0 _I_ 7-3-0 _I IE 9-4-0 T 8-4-0 T 9-4-0 I 13-6-0 I 13-6-0 I 27-0-0 Over 2 Supports R=1269 W=5.5" R=1269 W=5.5" PLT TYP., Wave TPI 95 Design Crit: UBC STD UBC 6.10 ctEssio CA 2 1 R - Scale =.25" Ft. Spaces Fabricators 85-435 Middleton Street, Thermal CA " NARNING.-RTRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583 D'ONOFRIO DR., SUITE 200, MADISON. WI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED Qy Opp W 7��^^ `Y �, T C TC L L DL 20.0 20.0 P S F P S F R E F DATE R795--53394 04/28/03 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. Ap 003 --- '"IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR, ALPINE ENGINEERED BC DL 7.0 PSF DRW CAUSR795 03118054 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO A L P I N E .BUILD THE TRUSSES IN.CONFORMANCE WITH TPI: OR FABRICATING. HANDLING, SHIPPING. INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN BC L L 0.0 P S F CA MEM / G W H SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GRaO GALv. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO * No. C 5800 5 Exp. 6-30-2006 TOT. L D . 47.0 P S F S E Q N - 110634 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER 1-1995 SECTION 2. ��OF Cl'Vl�- �P off. D U R .FAC . 1.25 F R 0 M J R 24.0" J R E F SPACINGANSI/TPI 1 5 2 8 7 9 5_Z 0 3 MIMI rnM Cr CIIDMTTTCn DV IDIICC MCD (ALBER-ALBERTINI RE5IDENCE - 141 FINK bIUl3 25"U"b LJ/s U 15) Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud :Lt Slider 2x6 SPF 1650f -1.5E: BLOCK LENGTH = 1.917' :Rt Slider 2x6 SPF 16.50f -1.5E.: BLOCK LENGTH = 1.917' 2X4o� 3. 5 1- 3X5 5X4= Deflection meets L/360 live and L./240 total load. 10 psf BC live load per UBC. —, 3.5 3 X 5 0-10-2 fit 010-0-12 T 3X4= 5X4= 3X4 (E3) 3X4 (E3) = 2X8 (E3) III 2X8 (E3) III 7-3-0 6-3-0 6-3-0 7-3-0 9-4-0 8-4-0 9-4-0 1 13-6-0 _1_ _ 13-6-0 _I 7-0-0 Over 2 Supports R=1269 W=5.5" PLT TYP. Wave TPI 95 Design Crit: UBC STD UBC 6.10 1?19_ Spa[eS FabrlCa[Or5 "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND O% , 85-435 Middleton Street, Thermal CA BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE 7 / INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI 53119). FOR SAFETY PRACTICES PRIOR TO \ PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. p 8 003 *IMPORTANT' FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO 'BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING. SHIPPING, INSTALLING AND ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE rt No. C 58005 CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GAL V. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO Exp. 6-30-2006 EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER DRAWINGS 160 A-2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS OF CALIF Sacramento, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. R=1269 W=5.5" CA/2/1/-/-/R/- TC LL 20.0 PSF TC DL 20.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 47.0 PSF DUR.FAC. 1.25 SPACING 24.0" 4-9-6 Scale=.25"/Ft. REF R795--533.95 DATE 04/28/03 DR W CAUSR795 03118055 CA -ENG MEM/GWH SEQN- 110636. FROM JR JREF - 1S28795_ZO3 kALDtK-ALDCK 111V 1 Kt oIUCINUC. - II+L 3rCL 31UD O 7 O LJ/1V L K) Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud :W7 2x4 SPF 1650f -1.5E: T 2-9-14 3 X 4 3.5 r— 2X4III 1 3X4= Deflection meets L/360 live and L/240 total load. 10 psf BC live load per UBC. 4X4= 1 'L 3.5 3 X 4 3X4= 5- W7 3-8-11 1 -0-12 5X12= 3X5= 2X4111 6-4-11 _I_ 5-9-10 _I, 5 11 11 I, •2-10-_0 _ J (� 3-8-2 T 8-6-3 T 5 11 11 1 22-10-0-0 1 12-2-5 I 5-11-11 1 2-10-0 1 R=987 W=5.5" 1-0-0 Over 2 Supports 3LT TYP. Wave TPI 95 Design Crit: UBC STD UBC 6.10 Spades Fabricators "WARNING " TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND 85-435 Middleton Street, Thermal CA BRACING. REFER TO HIO -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. '*IMPORTANT " FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT 8E RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO Q BUILD THE TRUSSES IN CONFORMANCE WITH TP1; OR FABRICATING, HANDLING. SHIPPING, INSTALLING AND ALPINE BRACING OF TRUSSES. THIS DESIGN CONE OR 14 WITH APPLICABLE PROVISIONS Of NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AN0 USE OF TH ANY PARTICULAR BUILDIIS OF THE Sacramento, CA 95828 COMPONENT FOR NG IS THE RESPONSIBILITY BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. R-987 W=5.5" 1% l 2003 No. C 58005 `Exp. 6-30--22006. C� ;OF CAUf& CA/2/1/-/-/R/- TC LL 20:0 PSF TC DL 20.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 47.0 PSF DUR.FAC. 1.25 SPACING 24.0" f11DMrTTCr1 DV tDIICC MCD Scale =.3125"/Ft. REF R795--53396 DATE 04/28/03 D R W CAUSR795 03118056 CA -ENG MEM/GWH SEON- 110772 FROM JR JREF - 1S28795 ZO3 3) WEB MEMBER PLANE. 'X* bracing, as shown, Is critical In DO NOT USE SHORT BLOCKS TO BRACE JOB SITE HANDLING BEGINNING THE ERECTION PROCESS preventing trusses from leaning or 4 p dominoing. Repeat as INDIVIDUAL TRUSSES WITHOUT A 4 - ) r shown to create a succession of rigid units. It is important for the builder or erection contractor to provide substantial bracing for the first truss erected. The two or more SPECIFIC BRACING PLAN _ trusses making up the rest of the first set are tied to and rely upon the first truss for stability. Likewise, atter this first set of truss' Continuous - X -bracing DETAILING THEIR USE Spreader bar for - as is adequately cross -braced, the remaining trusses installed rely upon this first set for stability. Thus, the performance of the lateral bracing larger trusses truss bracing system depends to a greet extent on how well the first group of trusses is braced. + to a Another satisfactory method where height of building or max. max. GENERAL One satisfactory BRACE - EXTERIOR GROUND BRACE - INTERIOR Web members ,1-t5' 1► -15' 4 ®®� tory method ties the first unit of trusses off series of braces that are attached to a stake driven into the ground conditions prohibit bracing from the exterior is to tie -amiliarity with the CONSTRUCTION DESIGN DOCUMENTS, the TRUSS DESIGN DRAWINGS, and TRUSS CI ® It, I ground and securely anchored. The ground brace itself should the first truss rigidly in place from the interior at the floor X -bracing should be Installed on vertical web members LACEMENT PLANS (if required by the CONSTRUCTION DESIGN DOCUMENTS) is required to properly be supported as shown below or it is apt to buckle. Additional level, provided the floor is substantially completed and wherever possible, at or near lateral bracing. Plywood sheathing erect, brace, and Connect the trusses to the building system. ground braces in the opposite direction, Inside the building, are capable of supporting the ground bracing forces. Securely may be substituted for X•bracing. also recommended. fasten the first truss to the middle of me building. Brace the Web members II of the care and quality involved in the design and manufacture of wood trusses can be jeopardized it the ALL TRUSSES SHOULD BE PICKED UP AT THE TOP CHORDS IN A VERTICAL POSITION ONLY Note: Locate ground braces for bracing similar to exterior ground bracing shown at left. Set ��0�9 See WTCA's Truss Technology In Building russes are not properly handled, erected, and braced. THE CONSEQUENCES OF IMPROPER HANDLING, Proper banding and smooth ground allow for unloading of trusses without damage. This should be first buss directly in line with all trusses from the middle toward the end of the building. •I• o Brace the p p y done as close to the building site as possible to minimize handling. DO NOT break banding until instal- rows of toe (either continuous erg or Propertycross-breve the first set of trusses before remov Popo eNT bracing Always Diagonally Brace for Safety document RECTING, AND BRACING MAY BE A COLLAPSE OF THE STRUCTURE, WHICH AT BEST IS A SUB- 9 p 9• 9 eral bracing for short block use options TANTIAL LOSS OF TIME AND MATERIALS, AND AT WORST IS A LOSS OF LIFE. THE MAJORITY OF lation begins. Hand erection of trusses is allowed, provided excessive lateral bending is prevented. ( permanent). Ing floor braces and setting remaining trusses. p TRUSS ACCIDENTS OCCUR DURING TRUSS INSTALLATION AND NOT AS A RESULT OF IMPROPER ��` ✓ 2nd, 3rd 8 4th trusses BRACING REQUIREMENTS USING THE SAME DESIGN OR MANUFACTURE. - - '.yy - PRINCIPLES APPLY SS rior to truss erection, the builder/erector shall meet with the erection crew for a safety and planning meeting, 1 ' '�t 2 x 4 minimum -First truss PARALLEL CHORD TRUSSES - aking sure each crew member understands his or her roles and responsibilities during the erection process. - - Temporary support , wall or temporary TEMPORARY ERECTION BRACING w.' 35r R° when gling to ,5 Bottom chords f � First truss to be well when installing long '� ..� ' braced before erection clear span trusses) Ground brat of additional units. Note: Top chords entl some web members are not shown, TRUSSES ARE NOT MARKED IN ANY WAY TO IDENTIFY THE FREQUENCY OR LOCATION OF - i - Brace the bracing Ground bracing in ober to make drawings more readable. " EMPORARY ERECTION BRACING. All temporary bracing shall comply with the latest edition, ' r Bearing for trusses ecommendations and options as described in the Wood Truss Council of America's Warning Poster DO NOT STORE UNBRACED BUNDLES UPRIGHT DO NOT STORE ON UNEVEN GROUND tatere STACKING MATERIALS P 9 ' Ground stakes Minimum Two tad �ti ascribed herein. Additional important safety information can be found in the Truss Technology in Building series - - do , > ' Double Headed Nails a 2� of publications including Always Diagonally Brace for Safely; Web Member Permanent Bracing., Brace it for p poet DO NOT PROCEED WITH BUILDING COMPLETION UNTIL 2x4 minimum size �a Stability, and Construction Loading, and/or as specified in the CONSTRUCTION DESIGN DOCUMENTS _A�L O ALL BRACING IS SECURELY AND PROPERLY IN PLACEre aredb the buildin desk ner. End alsgooet� to awns-1,es This level represems p y 9 9 � � � O4 ground floor on single Pladorm mustN1 1/2enelretion storyapplications be rigidly Dreced PERMANENT TRUSS BRACING o Chord — Permanent bracing for the roof or floor trusses is the responsibility of the building designer and should be - r INADEQUATE SIZE'OF BRACING MATERIAL OR INADEQUATE FASTENING IS A MAJOR CAUSE OF shown on the CONSTRUCTION DESIGN DOCUMENTS. Permanent bracing locations for individual compres• If trusses are stored vertically, they shall be braced in a If trusses are stored horizontally, block ng shou d be used�> t ERECTION E SIZE' TNG. ion members of a wood truss are shown on the TRUSS DESIGN DRAWINGS, and shall be installed by the manner that will prevent tipping or toppling. Generally, on eight to ten toot centers, clas`recl red, to minimize Q - uilding or erection contractor. This bracing is needed for the proper performance of individual trusses within tuning of the banding is done just prior to installation. lateral bending and molsture•galn. he roof or floor system. The design and connection of the bracing to the truss and then to the overall building Z TT �-, R E CTI 0 N TO L E R A N C E NEVER STACK MATERIALS ON UNBRACED Proper distribution of construction materials is a must•during ystem is the responsibility of the building designer, and is in addition to the permanent bracing plan, which is CARE SHOULD BE EXERCISED WHEN REMOVING BANDING TO AVOID DAMAGING TRUSSES. 4'� o construction. See wiCA's Truss Technology in,Building also specified by the building designer. - / %• cit w OR INADEQUATELY BRACED TRUSSES Construction Loading for additional info rmatlon . t During long term storage, trusses shall be protected from the environment in a manger that provides rn�a I I Length Length -:.e for adequate ventilation of the trusses. If tarpaulins or other material is used, the ends shall be left open tq- _ I_. JJ *1 ° 1 - Acceptable for ventilation. Plastic is not recommended, since it can trap'moisture. I=- I T` �— against but - side load bearing wall ¢'- D/so or 2' �Langth 16' l0 32' 1' Length 16'10 32' = t • J • 71 „''r ` C -� Plumb Bob Length 32' & over = 2' Length 32 8 over = 2• a HOISTING c !g l g - Acceptable q - ` W Complying with erection tolerances is crit' Ito achieving an acceptable rood r floor line, AND TO ACCOMPLISHING EFFEC- over Pcad ALL TRUSSES THAT ARE ERECTED,,�NE AT A TIME SHAA E HELD SAFELY IN POSITION jQ TIVE BRACING. Seeing trusses within roleraneetlhe-firs) time will prevent the need for me hazardous pretties of respacing or ; . bearing well _.AaL BY THE ERECTION EQUIPMENT U TIL SUCH TIME AS ECESSARY BRACING HAS BEEN 3. adjusting trusses when roof sheathing or roof purlins are installed. Trusses leaning or bowing can cause nails to miss the top NEVER STACK MATERIALS NEAR A PEAK INSTALLED AND THE ENDS OF E TRUSSES ARE BE ELY FASTENED TO THE BUILDING. 4 chords when sheathing is applied, and create cumulative 'stresses on the bracing, which is a frequent cause of tlominoing. qui VyMEN SHEATNIN-G,.MAKE-SURE.NAILs-ARE:DRIVEN_IN.T.QTmE _oNy_ . iORD OF THE TRUSSES. - BRACING ,r= l IQ- QI ' �. Alviays stack materials over two or more W sses , , Y NEVER STACK MATERIALS ON THE •tL- C y - - - j Not to exceed 4'0' maximum from bearing 'U s CANTILEVER OF A TRUSS 4,0.. 4,0, 0: DO NOT INSTALL TRUSSES f I DO NOT WALK ON TRUSSES � ,• 1,..'T 1_- 4 ON TEMPORARILY DO N0T4WALK.ON OR GABLE ENDS LYING FLAT Lu ;) a CONNECTED SUPPORTS UNBRACEDTRUSSES direction AVOID LATERAL BENDING a ( I of naffing , . t j r All anchors, hangers, tie4owns, seats, bearing nails single - V O ledgers, etc., that are part of the supporting structure brace ss Roofing and mechanical contractors are cautioned to stack 60" Z shall be accurately and property placed and Parma- .• �(\. materials only along outside supporting members or directly 60" , or ass CA -- --f nently attached before truss Installation begins. No a NEVER OVERLOAD SMALL GROUPSover inside supporting members. Trusses are not designed for or less W difeCti f for trusses shall ever be Installed on -anchors or ties that dynamic loads (i.e.; moving vehicles). Extreme care should be 'O have tempomry connections to the supporting strut- direction OR SINGLE TRUSSES. POSITION LOAD taken when loading and stacking construction materials SPECIAL DESIGN REQUIREMENTS W dlfoce OVER AS MANY TRUSSES AS POSSIBLE. i �, Faction Off i ing=ture.-� ` (rolled roofing, mechanical equipment, etc.). on -the. roof or K-� II floor system. NAILING SCABS TO THE END OF THE BUILDING Special design requirements, such as wind bracing, portal bracing,seismic bracing, diaphragms, shear walls, k Ta Ilna NAILS IN WITHDRAWAL TO BRACE THE FIRSToTRUSS IS NOT RECOM- WELL NAILED sleeps 9.Approx. Y i- Approx. 9 N (PARALLEL TO FORCE) MENDED. All nailing of bracing should be done so or other load transfer elements and their connections to wood trusses must be considered separately by the 1/2 truss length 1/2 truss length that nails are driven perpendicular to the direction of (PERPENDICULAR TO FORCE) - building designer, who shall determine size, location, and method of connections for all bracing as needed to Tagline up to 30 feet up 10'30 feet force, as shown at right. resist these forces.L,1- - i 1 4' UNLOADING �7C LIFTING T Truss sling Is acceptable where these criteria are met. ! BRACING REQUIREMENTS FOR 3 PLANES OF ROOF Panel �----- emporary erection bracing must be applied to three planes of the roof system to ensure stability: Plane 1) Top Chord (sheathing), Plane 2) Sleepers for mechanical equipment should be located et Q� . SPREADER BAR Bottom Chord (calling plane), and Plane 3) Web Member plane or vertical plana perpendicular to trusses. NEVER CUT ANY STRUCTURAL panel points (joints) or over main supporting members, and B (- - MEMBER OF A TRUSS. only on trusses that have been designed for such loads. AVOID LATERAL BENDING SPREADER AR , )!TOP CHORD PLANE. Most Important to the builder or erection con- 2) BOTTOM CHORD PLANE. In order to hold proper spacing on the - ustor is bracing in the plena the top chord. Truss top chords are bottom choral, temporary bracing is recommended on the top of the bot. CAUTIOOTE S ' TOE IN TOE IN susceptible to lateral buckling be fore they are bracedN Ncetl or sheathetl. tom chord. VV vV TOE IN TOE IN I Top Chord Diagonal Bracin Continuous Continuous latero Web 9 g web members lateral bracing Errors in building lines and/or dimensions, or errors by others shell be corrected by the braving Not to scale. contractor or responsible construction trade subcontractor or supplier BEFORE erection of Approx. 1/2 to 2/3_ - trusses begins. - I_ Approx. 1/2 to 2/3 truss length aonom Chord 2' x 4" x 10' Length I'-' Truss length up to 60 feet I •9- Spans 45' - 61Y: Use spacing no greater than 6. lapped over two Bottom Chord Cutting of nonstructural overhangs is considered a part of normal erection and shall be done by up to 60 feet TaglineI •a- Spens between 3a - 46: use EV spacing. trusses. s 10' the builder or erection contractor. Tagline or •1a- Spare up to 3a: Use to spacing. ' _ ContinuousTemporery Any field modification that involves the cutting, drilling, or relocation of any structural truss ar- �� Lateral Racing member or connector plate shall not be done without the approval of the truss manufacturer or Use spreader bar in ALL other cases. It should be noted that the lines from the ends of the spreader Temporary Diego at r,:,-- (where possible place at a licensed design professional. m bar 70E IN"; if these lines should "TOE OUT" the truss may fold in half. Bracing every 20' each top chord joint) The methods and procedures outlined are Intended to ensure that the overall construction ' techniques employed will put floor and roof trusses SAFELY in place in a completed structure. STRONGBACK/ These recommendations for bracing wood trusses originate from the collective experience SPREADER BAR STRONGBACK/ s• SPREADER BAR 7uW. connect end of of leading technical personnel in the wood truss Industry, but must, due to the nature 01 f' 45• bracing to rigid support or add diagonalbracing at responsibilities involved, be presented only as a GUIDE for use by a qualified building designer, NEVER HANDLE TRUSSES FLAT 1 11 g'• approximately 20' intervals (repeat at both ends). builder, or erection contractor. Thus, the Wood Truss Council of America expressly Beginning with the unloading process, and throughout all phases of construction, INV/ I Itso•• disclaims any responsibility for damages arising from the use, application, or, reliance care must be taken to avoid LATERAL BENDING of trusses, which can %Temporary Diagonal 2" x 4" x 10' Length - 'Long spans, heavy loads or other spacing configurations on the recommendations and information contained herein. - cause damage to the lumber and metal connector plates at the joints. Approx. 2/3 to 3/4 Approx. Zen t0 3/4 Bracing every 20' lapped over two trusses. may require closer spacing between lateral bracing and truss length I truss length closer intervals between diagonals. Consult the building USE SPECIAL CARE IN WINDY WEATHER. over 60 feet —ill over 60}Bel EXACT SPACING BETWEEN TRUSSES SHOULD BE MAINTAINED designer, HIS, DSB (Recommended Design Speciffcation Selected text and figures referenced or reproduced tmm HIS Ind DSB by Tagline Tagline AS BRACING IS INSTALLED twavoid the hazardous practice of removing for Temporary Bracing of Metal -Plate Connected Wood permisaton of the Truss Plate Institute, Madison, WI. IF USING A CRANE WITHIN 10 FEET OF AN ELECTRIC LINE, bracing to adjust spacing. This act of 'adjusting spacing"can cause trusses to Trusses) or WTCA's Truss Technology in Building Always ' For lifting trusses with spans in excess of 60 feet, it is recommended that a strongbacWspreader topple if connections are removed at the wrong time. Diagonally Brace for Safely document. WOOD TRUSS COUNCIL OF AMERICA CONTACT THE LOCAL POWER COMPANY. bar be used as illustrated. The strongbacWspreader bar should be attached to the tap chord and n" One WTCA Center IF USING A CRANE WITHIN 5 MILES OF AN AIRPORT, web members at intervals of approximately 10 feet. Further, the strongbacWspreader bar should DIAGONAL OR CROSS -BRACING IS VERY IMPORTANTI i W - ^_ 6300 Enterprise Lane CONTACT THE AIRPORT 30 DAYS PRIOR TO ERECTION TO LEARN ABOUT' be at or above the mid -height of the truss to prevent overturning. The strongbacWspreader bar Madison, WI 53719 T can be of any material with sufficient strength to safely carry the weight of the truss and sufficient SEE WTCA'S TRUSS TECHNOLOGY IN BUILDING ALWAYS DIAGONALLY 608/274-4849'• 608/274.3329 fax ANY SAFETY REGULATIONS THAT MUST BE FOLLOWED. rigidity to adequately resist bending of the truss. BRACE FOR SAFETY DOCUMENT FOR ADDITIONAL BRACING OPTIONS. wtca®woodtruss.com www.woodtruss.com .yk. Copydgnt019a&2002 Wood Truss Council of America no wmnrw. ozena BEARING BLOCK NAIL SPACING DETAIL MAXIMUM NUMBER OF NAIL LINES PARALLEL TO GRAIN MINIMUM SPACING FOR SINGLE BEARING BLOCK IS SHOWN. DOUBLE NAIL SPACINGS AND STAGGER NAILING FOR TWO BLOCKS. GREATER SPACING MAY BE REQUIRED TO AVOID SPLITTING. A - EDGE DISTANCE AND SPACING BETWEEN STAGGERED ROWS OF NAILS (6 NAIL DIAMETERS) B - SPACING OF NAILS IN A ROW (12 NAIL DIAMETERS) C - END DISTANCE (15 NAIL DIAMETERS) IF NAIL HOLES ARE PREBORED, SOME SPACING MAY BE REDUCED BY THE AMOUNTS GIVEN BELOW: * SPACING MAY BE REDUCED BY 50% / ** SPACING MAY BE REDUCED BY 33% BEARING BLOCK TO BE SAME SPECIES, SIZE AND GRADE AS BOTTOM CHORD. C** NAIL LINE —T ---FA i 1 1 l l 1 1 1 1 1 1 1 l 1 AAA C** LENGTH OF BLOCK SPECIFIED ON SEALED DESIGN (12" MINIMUM - 24" MAXIMUM) B* B/2* DIRECTION OF LOAD AND NAIL ROWS MINIMUM NAIL SPACING DISTANCES ANY PARTICULAR BUILDING IS THE RESPONSIBILITY ❑F THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. CHORD SIZE DISTANCES NAIL TYPE 2X4 2X6 2X8 2X10 2X12 8d BOX 0.113"X2.5" 3 6 9 12 15 10d BOX 0.128"X3" 3 5 7 10 12 12d BOX 0.128"X3.25" 3 5 7 10 12 16d BOX 0.135"X3.5" 3 5 7 10 12 20d BOX 0.148"X4" 2 4 5 6 8 8d COMMON (0.131"X2.5") 3 5 7 10 12 10d COMMON 0.148"X3" 2 4 6 8 10 12d COMMON (0.148"X3.25"I 2 4 6 8 10 16d COMMON 0.162"X3.5" 2 4 6 8 10 0.120"X2.5" GUN 3 6 8 11 14 0.131"X2.5" GUN 3 5 7 10 12 0.120"X3.0" GUN 3 6 8 11 14 0.131"x3.0" GUN 3 5 7 10 12 MINIMUM NAIL SPACING DISTANCES THIS DRAWING REPLACES DRAWING B139 AND CNBRGBLK0699 --WARNING.. TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACNG), PUBLISHED REF BEARING BLOCK BY TPI t7RUSS PLATE INSTITUTE, 583 D'DNDFRID DR., SUITE 200, MADISON, WI. 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, Q� :►/ DATE 12 TDP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL 12/16/99 • HAVE A PROPERLY ATTACHED RIGID CEILING. sxIMPORTANT:x FURNISH A CDPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.. ALPINE DRWG CNBRGBLK1299 ENGINEERED PRDOUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS ALPINE DES[GNi ANY FAILURE TO BUILD THE TRUSSES 1N CONFORMANCE WITH TPI OR FABRICATING, c 7 o= -ENG SJP KAR HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH W v APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA _ iO ASTM A653 GR40 GAL V. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF ALPINE ENGINEERED PRODUCTS. INC, TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER POMPANO BEACH, FLORIDA ENG[NIEERINGORESPDNS BILITYL SDLELYISFOR FlTHIEGTRUSS CO INDICATES DESIGNpSHOWN.ESTHONAL sjA� OF CP`�i SUITABILITY AND USE DF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY ❑F THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. DISTANCES NAIL TYPE A B* C** 8d BOX 0.113"X2.5" 3/4" 1 3/8" 1 3/4" 10d BOX 0.128"X3" 7/8" 1 5/8" 2" 12d BOX 0.128"X3.25" 7/8" 1 5/8" 2" 16d BOX 0.135"X3.5" 7/8" 1 5/8" 2 1/8 " 20d BOX 0.148"X4" 1" 1 7/8" 2 11/4 " 8d COMMON (0.131"X2.5") 7/8" 1 5/8" 2" IOd COMMON 0.148"X3" i" 1 7/8 " 2 1/4 " 12d COMMON 0.148"X3.25" 1" 1 7/8" 2 1/4" 16d COMMON(0.162"X3.5").1' 2" 2 1/2 " 0.120"X2.5" GUN 3/4" 1 1/2" 1 7/8" 0.131"X2.5" GUN 7/8" 1 5/8" 2" 0.120"X3.0" GUN 3/4" 1 1/2" 1 7/8" 0.131"x3.0" GUN 7/8" 1 5/8" 2" THIS DRAWING REPLACES DRAWING B139 AND CNBRGBLK0699 --WARNING.. TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACNG), PUBLISHED REF BEARING BLOCK BY TPI t7RUSS PLATE INSTITUTE, 583 D'DNDFRID DR., SUITE 200, MADISON, WI. 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, Q� :►/ DATE 12 TDP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL 12/16/99 • HAVE A PROPERLY ATTACHED RIGID CEILING. sxIMPORTANT:x FURNISH A CDPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.. ALPINE DRWG CNBRGBLK1299 ENGINEERED PRDOUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS ALPINE DES[GNi ANY FAILURE TO BUILD THE TRUSSES 1N CONFORMANCE WITH TPI OR FABRICATING, c 7 o= -ENG SJP KAR HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH W v APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA _ iO ASTM A653 GR40 GAL V. STEEL EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF ALPINE ENGINEERED PRODUCTS. INC, TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER POMPANO BEACH, FLORIDA ENG[NIEERINGORESPDNS BILITYL SDLELYISFOR FlTHIEGTRUSS CO INDICATES DESIGNpSHOWN.ESTHONAL sjA� OF CP`�i SUITABILITY AND USE DF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY ❑F THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. GABLE END DEtAIL W/ STUCCO 'STtONCBACI[ THIS DWG. -PREPARED FROM C MPUTER INPUT JLOADS 0 DI (HAIL TO LEDGER 12'• D.C. I W BRACED AT 30" O.C.) (2r8 BRACED AT 56" 0.C)/ ROOF MATERIAL ., nnArn . LEDGER (NAIL TO VERTICAL. R3(K 1 W/3 -10d NAILS) C,AOLf, (X) SPACING FOR R3 = 56.0•' O.C. m REFER TO SIMPSON CATALOG C-949-1 FOR PRODUCT ATTACHMENT SPECIFICATION (ATTACH +I A34/A35 IN FI DIRECTION 1 A34 fOR 2X4 STRONGBACK F__---:____ N A35 FOR 2X0 STRONGRACK OUTLOOKER CABLE, END ---- ! 2X6 UTAGONA BRACE (M ) 2X LEDGER —' \ COMMON TRUSSES (M) 2X4 SPF STANDARD OR BTR STRONCBACK BRACE. (PI) PEAK PLATE TO MATCH COMMON TRUSSES. (S1) SPLICE PLATE, TO MATCH COMMON TRUSSES. (HI) REEL PLATE TO MATCH COMMON TRUSSES. 101 OPTION TO WEB PLATING: USE (3)-2" • WIRE STAPLES (0.072 DIA./15 GA.) TOEIIAILED TORO CHORD INTO TEB A: TARU WEB INTO CHORD ON ONE. FACE FOR A TOTAL OF 6 STAPLES. IPI 1. ! ISI) R IBI) MUST BE PLATED. ICI CABLE END DESICN BASRD ON BOYPH WIND LOAD, EXPOSURE "C" AT 0-30 FT. MEAN BRIGHT. (CI IX4 CIIN'IINUOIIS LATERAL BRACING FOR DRACE (STRONCUACK 1 MEMBER LONGER THAN 75". ATTACH AT MIDPOINT OF EACH BRACE 1/2-04 CCOMMON NAILS. 24" MAX �>, _ /CABLE END NOTE: THIS DETAIL MAY RE USED FOR TRUSSES WITH PITCHED D.C. ALSO. PLATE VAX. WEB LENGTH 1X3• 2-8-0 21:4• B-1-0 3X4• 8-7-0 OUTLOOKF.R /'" 2X4 STRONGDACK \\ 7 - 10d COMMON 2X4 BLOCK NAILS / 74-_1Bd7 NAILS EACH END T C //'2'X6 STRONGRACK n 17 - IOd COMMON 2X6 PIOC.K NAILS / SRAC��' 10480TH FACES OUTLOOKER CRITERIA 3.6•• MAX. TYP. NOTCH • 24" O.C. 1.51, MAX. I 121, YIN 24" VAX STUCCO FACING 2X1 SPF -- LUMBER GRADES -- — - -MAX. LENf'fll WITHOUT BRACING I N 1— AAA LEAcTR 2X4 F.L. W/ STRONCRACK LUMBER BRACE (S) GRADES MAX. LENGTH WITHOUT BRACING (N) YAX L1TIiTR -- W/ STRONr,OACK BRACE. ( S ) STANDARD 3-3-0 7-4-0 STANDARD 3-5-0 7-9-0— STUD -- ._--- 3-3_0 -- 7_4-0 STUD 3-5-0 7-9-0 ----- W3----- -3-3-0 - 7-4-0 03 -- 3-5-0 76-0- ---- AI/A2 ---------- .-5-0 - -- 7-9-0 92 -7-11-0 3-7-0 SS 3-6-0 AI 3-0-0 8-3-0 ---- ll t BRr'TER SS s -B -O a -Ls -o 3-10-0 8-7-0 - IIr-. -A rl(V OESIGN CRIT -UBC REF 899_2--45342 C DL 15.0 PSF QTY = 1 TOTAL = 1 DL O C7 C-1 C7 r:_) [;. Int,. ALl,NE ENGIIIFEnE9 rn7A11, NMIMPORTANT4flf DRWG C0123 LL r: —1 1-1 1"1 sneu. uur nr nE'.rnunlan All; n"'trG urOUinF rYlnruF r:Aur AnNINr .l t—'1 r....1 I l br VIA Id -41 rngw rin! IIEGIrll lni 111ESr s,r.c Irlr.Arl0fill Irl IUI119111C 1'10 r;llgrl IJIII All, nlr 101155 111 COIR0nFIA11rr NIM I 1111A1:1111: •:rlu1P•�,11-111111 ,I?1:(I'll r':1[', -) 1111( 1:111w Ir r.Inn,^. Anr: NAUF fir :or:A SAI.v Snr:I N. Al illi 1111,111 ^111A'A111... II -Ar, Plr. ..rAI I l A^,m 4rg1 r.N 1l rvCFrl A, 110IEIl. Art"' CUTA,rrlUnC 10 FrF. -1 SII n� ri-7 ,mnlg15uA11 rNl,llr ALPINE r:--, Inn-. Ani) NIgLnS 0114EnN1SE I. rArr.00 UII NITS Pll 111 I.A lnACrP PUl'En lull rl9lNrrinn5 -E- 0-AN111G5 130.157RbrSInAl1i1^. Iv ar v.rllln 4•I ,wren n4rAnI11If.. On, Inn r7gplpI---I 11 ,1I _..I rp,1, 11-11 N/r,rrI ICAPFe rnUVISInNS or 1105Cmen wllA I•rl ll' , AKnAq n cI Ir,IU I: II IIID SrF.TRUSS:r " I 1 IF F n'S AI -11 1141: rnAN ILK Arr l ir5 In tlq r-NrnIIFIt AL I'Inr I inA itIr/I/nll rnn rn0r(r11 "'Ail C7 O r''=';1 I_1 I, 'r -Fur Atel Sr1ALL 1401 BE nFL1E0 111.011 111 ANY OINE .: Arr'1 I, A l lollOrA.I. 11-1111 ^.11 A 1:111'/ -1 114('• �� •--lvl - I9U55 NCS If•11 111 I11f. 11,0SS L-tt:110111:UIIInAr1-n ei N5I rut Nps - (991 NArinw, nrcrr- �rr�1..,.. - of TC LL 30.0PSF REF 899_2--45342 C DL 15.0 PSF DALE 03/_2_1_/97_ DL PSF DRWG C0123 LL 0.0 PSF CA -ENG UC. JU• rB(,- 0T.L0. 4�.o PSE -----.._. . )UR . FAC . 1 . 155 ;PACING 24.0" 11 LUMBER CRADES TELL/TCDL MAX SETBK TCU_ TCDL 2x6 Hifi RAFTER DETAIL LUMBER CRADES TELL/TCDL MAX SETBK TCU_ TCDL MAX SETOK SPF 16501-1.5E 16/7=23# 8-8-0 16/14=30# 8-0-0 SPF 21001-1.8 16/7=23# 8-10-0 16/14=30# 8-4-0 ' • NOTE: MAXIMUM SETBACK IS FROM INSIDE OF BEARINGS. DEFLECTION CRITERIA: LIVE LOAD L/240 TOTAL LOAD = L/180 2.82-6.0 (A) 10) I� R=347# MAX. W=1.5" MIN. VARIES WITH SETBACK PLATING PITCH 2.82-3.00 3.00-4.50 4.50-6.00 (A) 3X8 3X7 3X6 (B) 3x5 3x5 3x5 (C) 3X8 3X8 3X8 EXTENSION MUST BE SUPPORIED EVERY 4-0-I1 MAX, EXTENSIONS MAY BE PLATED FOR AUDITIONAL LENGTII. USE 3x8 PI RIES FOR 2X4 LUMBER, 5x8 PLATES FOR 2X6 LUMBER, ETC. (C) �/I (SS) VARIES WITH 1111CI-I R=694# MAX. W=1.5** MIN. CONVENTIONAL FRAMING IS NOT THE RESPONSIBILITY OF THE TRUSS OESICNER, PLATE MANUFACTURER, NOR TRUSS FABRICATOR. PERSONS ERECTING TRUSSES ARE CAUTIONED TO SEEK THE ADVICE OF A LOCAL PROFESSIONAL ENGINEER REGARDING CONVENTIONAL FRAMING. (SS) SHIM ALL SUPPORTS SOLID TO BEARING (NO) NO QVERCU11ING ALLOWED ON RIPPED CHORD. THIS HIPJACK UESIGNED 10 SUPPORT CONVENTIONALLY FRAMED RAFTERS. CANTILEVER HEEL I RAISED HEEL (A) ✓ (A) I I _ 1.5 MIN. 2 X 4' 3X4 PLATE OVER SUPPORT 2X4. 2X6. 2X8. 2X10 BLOCK FL GRADE 3X4 TIE PLATE / (B) B P / / BLOCK I PLATE 2X4 -2X6 2X6 -2X8 2X8 - 2X10 18'. MIN. I '2X10 - 2%12 o p T=J p p p ••VARNI NG•• TRUSSES RCOUIRC CXIR[H[ CAR[ IN HANDLING. StIN'I'ING. INSIALI INCI AND IWACING.kD FCR 10HIB-91 (HANDLING INSIALLING AND BRAIANG), PUBLIStICII BY IPI I;RljSS I'I.AI[ TC LL PSF REF INSIIIUTE 503 D'ONOFRIO DR., SIAIE 200. MAUISOtt, vl 57719). fUP SArE.I'r PPAI:TWES PRILIR p p I�IOPERFORMING 1HCSC FNf1C11UNS UNLESS OIIILRvISC INI11CAIII), POP CHURN SIIAIL PIAVE 1'POPERLY' TC DI- LOADING PSF DATE ICv 7/16/98 AI (ACHED SIRUCIURAL PANELS AND B0110r1 CHORD StIALL HAVE n PRUPERLY AI IAL:II[D PIGIU COILING. SEEo•.IHPORIANI.- rURNISH A COPY ur IHIS D[SN;N 10 1)IC NISIALI.Allurt C(NTRAI.IUP ALPIML BC DL ABOVE PSF DRWC) CDT 19 p p I� p ENGINEERED PRODUCTS. INC. SHALL NOT BC RESPONSIBLE fOR ANY DEVIAIIUN ff!UH 11115 DESIGN) p C� ANY FAILURE TO BUILD IHC TRUSSES IN CONFORMANCE WITH 1P11 OR HANDLING. SIOPPINC, BC LL PSF -ENC, nL.P )(',I E_ INSIALLING AND BRACING Of TRUSSES. DESIGN I:l.1Nf URNS VIII APPLICADLC PPIIVIMUNS lll'.NINS p � rL (NATIONAL DESIGN SPCCIr ICA110N PUIIL*131ICU BY THE AH[RICA14 FURCSI AND PAI'(17 ASSIICIAIIHN) TOT.L D. PSF 1'� AND IPI. ALPINE CONNECTOPS APE MADE OF 20GA ASTM A657 GP.77 GALV. SIf.F.1. EXCEPT AS NUIED HIP JACK O 1 R U S S p APPLY CONNECTORS TO EACH FACE Or TRUSS AND. UNLESS UIHCPVISC LUCAI[I1 UN 1111\ DESIGN. O �O p p POSITION CONNECTORS PCR IIRAVINGS 110. 150 ANTI IGD A -F. AN ENGINEER'S SCAI LIN 11115 DUR.FAC. 1.25 RAFTER DETAIL O C] Cl O p L7 DRAWING APPLIES ONLY 10 1H[ DESIGN Or III[ 1Pl1SS IICPIC1[b HERE AND SIIALI NOT DC RELIED UPON IN ANY OTHER WAY. SPAC ING 24 O.C. -- L1111_ `tmtl STANDARD ,TACK DETAIL (REPI.AC.ES COIOI, rOIOIA) - DE 51 GN CRITERIA: (1) LIVE (CONSTRU(.TION) LOAD DEFLECTION LIIIITEO TO I./1110 LIVE (SNOW) I(JAB OFF I_FCIION I. IMI TED TO L/240. TRIISSES SPACED AI 24'• ON CF. NFER, REPETITIVE MENHER INCREASE: (1,15) usu) FOR RENDING SIIIIiSS, LIVE LOAD OF 16 1, sr AI'PI_IF.S ONLY TO ROOF P17Cil AT 1.F.ASI 4: I? LIVE AND OF All LOAD APPI.IF.1) 10 NOR IION IAl- PROJFCI ION. (N) 2X4 STO, STIII), y,1 1)11 Rf 11Fit ENI) VERI ICAs. 1,1E11 411111 1•1I .'"1X•l CONNECTORS REOIJIRED II- ZIPPER BEARING 1101 NT IS NO 11SFJ). IT IS TIIE RESPONS11311.1IY Ur IIIE RIIILDING, [IF SIGNER AND 1RIISS FABRICATOR TO REVIEW 1111 DWG PRIOR TO CIITIING 1.IIMBER TO VER II"Y THAT ALL DATA, INCLIMIN6 DIMENSIONS AND LOADS, CONFORM IO 1111" ARCHITECTURAL. PIANS/SPECIFICATIONS AND FARRICAFORrS TRIISS I_AYOIII Maximum Rafter* Span fable Horizontal measure In FT -IN -SX Live Load (psf) Ucad_Load (psf) Duration Factor m m m m m m M 1,111 1111 1r •• I• 1. t Itp •1 r •r l .. Pltrh.Il 1 RAF IFR 1 117X4 (A I ) 113X4 FOR CEILING JOIST SPAN>O O" 7.'6'0---I-"5-SPAN VAR IFS- -�- MAX 11.1111.1 Cr111rig Joist y2 (s) - Raft. in I- - (P1tc11>,I) -16 --- - RafIpI- __.--- (f'Itch>4)- 16 15---- 'RafI..r,I. `---- 20 -'10 `--- 1 - SPF#1/#2 (Canadian) - 2X4 Hem -Fir #2 2X4_S_rF y2 (s) - 8-8.0 2X4 SPF #1 (S) 8-11 4 54 SPF#1/#2 (Canadian) 9.4 12 2X4 Hem -Fir #2 9-2-0 2X4 IIem-F1r #1 _ 2X4 2X4 2X4 D_oug F1r-LarcIt /J1 _ Unug.rlr-Larch IS F1SR_ 1G50f_-9 _9-7.8_ _10 0_-4 10 5 0 7 8 2X4 MSR 2100( 1.8E -10-2-12 2x6 SlIF (J2/Ilem-Fir y2 2X6 01' L #2/Ilem-Fi1-a1- 2X6 00u9.F Ir- LaI,cll_/J1 2X6 D_oug.f II--LaI-c_h SS_ 2X6 14SR 1650( _ 1.5E 2X6 )ISR -2100( - 1 8E� Raf I.e1- 1 .25 1.25 13-7-12 0-1-0-.-__...7 5 u--- -1-6-4__....6-11.12 _ 7 9 8 8 0.0 - 7 5-0 _ - 8 4 12-- 7 7 0 --©-5-12 6 7 4---- 8.0-0 8-0.0 - 6-0 - 0 -- .- --- -._ . 9 0-12 -9-Z-4 - - 9-9 8 9 0 12 8-0-0 _-_._....-- -- 0 2 17. 8-5-0------- 9.0-4 8 10-0- _ -8-0-0 -8- 1-2 - -- 4 --1110-- 9 1 0 8 4 12 8-0.0 --0 -U --- 0 8-6-0 n-3-12 U 1 1 - ^-- - - _ 13-7-12 11-10 0 10 10 0 15-1-8 12.7-0- 10 15 15.9-4 �� .n._.._ 12 -3._12 _..... 6-0 - 0 15 4 1 2---_- I S-1 - 0 -- _15.1-8 5-11-0 _6-8-0 5-9-4 16-0-0 _ 6-0.12 6-11-8 11--- 110.41 10-2 0- I1-8 8..._ 10.10_0 1.2-6.4.-.. 11-7-0� 14-3.8 - 14-2 0- .1j-2.-8..__..is PLT TYP. 1•1,1vp IIII ---_----.^--_ or /�L (� (v I_ 1 "�--___.-._._- `\ A II IIIC 1:116111CC1 C11 rl(1(IIIf.15, III,r'vN 1111:IIIIIrr-•Ill,%UA IM828 ---_-_ _ _ "NAllllilll;••-11111;, •,Ij 11111111111 IY1111111 I;hnl 1.11;.1111 Ir AI Irr.N 11 Ir I'Ir•• ,nir'I'Irll.. '111 I-- _ - 1111hr.lnf,, 1111111 Irr Iilll '11 111"IIIII IIII; IIIIIAII Iii l; !!11' for h, Iltl, Ir 1-11.1'111 IIII 11 111 11'1 r!It 111 It'rl r:lll lr IN51111111, 5111 II IINW n 1111111 Sill 11 31111, IlAlll111-1 NI ', 1/I"1. II•rr '.f11 I1 Iii hr II•I I'lr I•in Ilr 1'I NI 1111111 NI; Itll Sl 111X1;1 ION\, IINII S\ nllllnwl\I Ittlllr nil lr Inl' ,1-rnllr hll tr!v1 1'11111.11111 +IIAr 11111 :Iun1'11-w 11 I`AN11\, 11111 I1rrl\ Ir I.,nlll ':n All Ir"YI • I'llr 1-•r 1-1 r '.11 "11-1 I• 1111,111 , r Il Ili,, '111Pr'II IAll 1' IupNl}n n 1111'1 PI Ilrl. III :.ILD U• Ibl i'1 r I'll ••Inn 1'; 11A1 I XIII III r�11 / I Ir•rr rrn 111 •� I,•Ir :1 r' 1.11 1 .1, 1111 r 1-r lr 111 '.I'Ir II •, Irll 1 1 nil 111 r I h 1 Ilia 1 111 . t1,!1 rill Illtil 11 IIII III II\SI\ IN tIINl 1r11nAN1l MIM 11.1; 1-11 "111 .:1111 lr +I Inr. 111+11111 IIII, r nlllr; Ill .l r++r 11 lir, !. r111� On 11'11-(, AI IN119\I C, 11111 III '; II;N 11nl nllll'r wlln A19'1 I, MIII 1'nnl l'.IuO'. lq 1-R. In.^' InOu 111•.11.'1 1111./11 N rum lallu m 1111 A ANni nil nu Innl\I l.au Irl'In d.•Ir. l,l lural An11 111 1'nn nllnl l 111-1•. AI Il Al It Irl 3111;A A:, III Al.', 1 1;11111 1;1-1 r '1II I I 11, 11.1 A n�rll Ir 11 I.I'I'1 1 r 1-1-1 r 11111 Irr I AI I1 I A1.1 Itl 111,1% •A1111 IINII •'.'• III Irl 11111 '.I I n1:A I l 11 nrl 1111'• I'I 11,11 I'lr• 1111.11 , rrltnr • lull . IIII Irn"wl lll,� 1cn A 1. 1111 .; AI ull Int` 11111-wIIIS 11-1111"1•, 1-r 11 P114•I r1- IIZr111 •.I uNl.1 Ilp, 1-1 'r I'1n1': 11111 I I I \b111 I• r oil 1111 1111-•.1 • unl•n 111 1-1 Pt •.I I;N '. I In 1 111 111, inl '.nilln 11 I u p I ,,, Inl . 11Nn'nNI NI 11111 Apl I'AII 111111 All 111111 n1N1. 1\ Inl III '.1'1111', 11111111, Irl Ilrl 1111111.1 N., I.'.I rill It 1111 AU11lII'I I 1'1.1; \I 1.111111 / 1 Rafter Rafter 30 40 10 15 1.15 1.15 6-0-4 5 5 8 6-2.4 5-7.8 6.6-4 5-11-0 _6-8-0 5-9-4 6-11-8 _ 6-0.12 6-11-8 6.3.12 7-2-8 6.6-12 6.8-0 6-0-12 7-1.0 6-5-4 _9-1-12 8-2.4 _9.8-12 88.4 10-4-12 9-3-8 11-4-0 10.3-12 10-5-12 9.6 4 11-1-12 10-1.8 CA LLL1-1 � `Opp IF, I.1. IC NL 111. DI• AI10V1 rk E'1- * I I C I. I. \.. _ ... Iraq \� 101 .1.1) � CALIf SPACING 24.0" IJ -Rev. 13 1 11() 11111 ItI 1 1t I1I �1 '1 •) I 1'1 D A I 1 0I/11/1111 111111 I A I I', 11/'1', nni' 1l III CA I F!G / G, NH 'i I ANFI.AIM .IA('I' 111 I A I I RE VLACJ S 01.11 1D1111A IN X4, MIN. WI.5X3 I Il \/ R 2x4 Cilounc: /_/I W3X4, MIN. 1.111' FRAME". 'R' HIP FRAME S'T'OPS AT PLUMB CUT O - JACKS TO MAINTAIN PITCH CONTINUITY. 24" - --- - - 'I'YI'. I 2x4 PURIANS 0 II SIT 13AC1< D],' AILS --- B --I / I I I P FI? Ahi --- COMMON TRUSSES t . - S'T'EI'Prl) IIII' SYS'I'1;1.1 'I'RIIS.`;f; X1/1 IIII' - PITCIIED AND SHEATIlle:l) CHORD AREA Jul -----_U = =U--_ z HIP FRAME - BOTTOM CHORD ATTACH IIIP FRAME 'T'0 FLAT CHORDS OF S'rEl'PrD IIII'S IV3X71, MIN. AT ALL OVERLAPPING POIN'T'S IVIT11 3-Od (0-131"X2.5") Olt 2-10d (0.1411"X3) COMMON NAILS. BOTTOM 'r0 CHORD of 1111' FRAME DE ATTAC11ED TO #1 HIP WITH 10d COMMON NAILS O G" U.C. MAXIMUM SPACING. TT! S I� C T'I 0 N --- COMMON TRUSSES t . - S'T'EI'Prl) IIII' SYS'I'1;1.1 'I'RIIS.`;f; X1/1 IIII' - PITCIIED AND SHEATIlle:l) CHORD AREA Jul -----_U = =U--_ z HIP FRAME - BOTTOM CHORD ATTACH IIIP FRAME 'T'0 FLAT CHORDS OF S'rEl'PrD IIII'S IV3X71, MIN. AT ALL OVERLAPPING POIN'T'S IVIT11 3-Od (0-131"X2.5") Olt 2-10d (0.1411"X3) COMMON NAILS. BOTTOM 'r0 CHORD of 1111' FRAME DE ATTAC11ED TO #1 HIP WITH 10d COMMON NAILS O G" U.C. MAXIMUM SPACING. \ S I� C T'I 0 N 13 -13 HIP FRAME�� HIP FRAME' LUMI3ER IS SPF,. SO. PING, IIF,J� OR DFI, STANDARD, STUD GRADE, Olt 13r'1"1'1.1R. y SEE ENCINf:f:R'S SEALED DESIGN 1'012 SE,rIIACK, L 0MI. 1?. I'LA'I'ING, LOADING AND DURA'T'ION PAC -1-011 REQUIRED. ' THIS 1.111' P RAMr MAY BE USED WITH A MAXIMUM 120 PSr IVI'1'11 'rOP CHORD LOADING. 'R' IIII' TRAMP: CHORDS MAY UL: '1'RIMMF:D UP '1'0 2" '1'0 PURLINS MUS'r UL.-: INT'AC'T' AND PROPERLY ATTACHED. I-- SCTIJACK_ �I� STEPPED IIII' --`I SYSTEM TRUSSES IIIP P'IiAME• - PROVIDED UY TRUSS MANUFAC'T'URER. HIP FRAME• IS DESICNED TO PROVIDE BRACING FOR FLAT TOP CHORDS OF HIP FRAME SYSTEM WHERE INDICATED. STRUCTUI?AL PANELS MUST 13r PROPERLY ATTACHED DII21?CTLY T'0 IIII' FRAME PURLINS. --- -- -------------------------- ----..-- -- - - ---- --- I'IIIS 011nWINC ItBI'I.ACP:S I)Itnlvtrl(: (. ur fir, A•vnRlrlrlG•• IRUSSLS g1.IlUpIC r1tINCIR: C^RC h! InORICAIIrIti. Irnr1U1.ING, Sn11'I'pIG, II+TIALL Itu; t--17 nrlU DRAL'IN(;. RC"UP IU IIID -71 NIAMILINC INSIALI.IN1; Atli) DIIArOIL; ). 1'UR,.TSlrCO RY 11'1 Timms OW. �y --- 111 � � 11117 I' 117, 1•I I'• I'Lnlr INC illi/IC, :)" D'(INIIINIII FIR., S,IIIC 100. IIAI)ISUII, V1. :77717) f-1112 SAFrIY 1•RACIICCS I•N IIp7 111 I'I.IN IIRNI"l; IIILSf. I IRIr.1111NS. IRR I ST. 111111 RISL Irl DICn I1: D, IIA• G41R II T)1n1,,. 'AVE 1'RNr'1. RI,Y n11 nCIrCR sIRUr.InrinL 1•nNrLT Ano PU,IUrI (-IV ENR Il TI TALI- IIAVI: n 1•PUPr RI -Y AT IACr+( 1) RICH) U/\Il_ CI ILING. ••Nrt'URInNt •. IUNNISN n C61 Ur Fill DESIGN IU inC DIT InI.I.n,ILRI CNNIItnC I11N. ^L 1•INf-. All, "(RCD "Or)rC,S. INE:. SIInLI tiny IT RESPUNSIOLC IIIR nrlY UCVInIIC1N rR(1H TINS W rte++ l)R 1./(t 111171. 12Ar.11',I llicl: nLSlLa1r nrlr fnILURf. IU Du0.D III( IROSSr.S Dt C(INrURHntICC VII11 1PII LIR rADRICAJTNG. °C ir0. - :A"Ill.IIIG, %NIPPING, INSIALt.DIG AND DRAr,ING (II TRUSSES. DESIIII C(LR IIRI,S VIIN APDL Irn OLC -. - --- ' PRNVISII➢IS U1' FIBS UTAIIUf/^L DCSIGtI SI'LCIFICAIIUrl P11DU511LD BY IAC ANLRICA11 r(➢ICSI nn0 1 - I hJfi 11T..1/I'.7112 f•APER ASSNCInIIUtN AND WT. ALDIIIC C1111NI:C1(1RS ARE Hn DI: or- 206n ASIA A65.1 GRID GAI-V. SIrEI. * lr LrrrPt AS N(IICD. APPLY CIINNCCIIIRS IU CACI, rArr Or Nis IR,SIGti. PNSItI(RI ClsttgCINRS 1•CR DgAVINQS ILO n-jT Rllgt .1CAL I)tt' II ISF SS IIDRnVI tG CIr1111 C'n I(ICA I �$ nit 1�( ^CCU I'InNCI Ur 1'RIJr'CSSIIINnI. (NGII/LIRING Rr.31'WISIOILIIY SIILCLY rust INC. TRUSS CIDu'UNI:FIt �%' CIVI'• — "tSlGrl SIR1Vrt. III( SIIIIARII.I I AND U5r. 01' 11115 CU111'UNEN1 IIIR my PARTICULAR OIIILDINr, _.-. IS--WL_RLS!'UMIOILL1J_V IIiL_-OVILD111"L'SIWILR JSE�1151L1.CL1 127LSLCIIVR�. 9fF OF CAtIEo C,■�/1�1�A��1� 1 -'L1 -OMAN I� N`.I_ BRACING --,► RACING DL PTA I ,P RIPPLES SPC 12 FROM Hip_ CRIPPLE SUPPORT LAYOUT �TYPICALlA CHORD / 1C0INU0U9� START OF -TOP CI{ORD 9�„�� ETBACK 8 '� SETBACK PERMANENT BRACING T TO PERMANENT' DIAGONALS INTERVAL B UA[.9 20'. BRACED BAY AT THE CONDITIONS ARB iBT: P CHO OPERLT' ATTACHED 8 P6[GIANEN'1 DMAXIMUM IAGO�NAI6 FO G WHEN ALL OF THE FOLI,011Q1G CHORD PURLINS ARE ATTACHED TO END JACKS AREEATHEp 1II1Ti SECTION A—A P%Lap� 0 BMT-IN PZ PLEB pp�� �,N F TRUSSES PPACD�{(i COMON (CONTINUOUS 2X4) - (C) CRIPPLES SPACED 48' O.C. TYp. (D) BUILT—IN FILL CRIPPLES (HORIZONTAL MEMBER OPTIONAL) e1 sr ALl'INI)l M \ AP A LLp01i iNOIAMMU PRaUUM BACRAIUM. CAIMORNIA ■ �■s� ■ COMMONTRUSSES ■ �t�■ww, wwt>•■ ■ •� X00000000:` :': B � CI{ORD ARA 9HEATiiEU o —CRIPPLE (C). SUPPORT LOCATIONS. SUPPORTS EXTENDED MEMBERS TO FLAT TOP CHORD (4' O.C. CRIPPLE SPACING SHOWN.) CONNECT CRIPPLE TO FLAT TOP CHORD AND EXTENDEDNAILS TOP CHORD, USING S — 9d COMMON TOR NAILS OR 2 — 10d COMMON NAILS THROUGH FACE. TYMPI EXTENSION 1 HIP GIRDER SECTION B—B KBT- 0t%gp S�L=CjG R CR{PPIR BPACIN(i. (B) M IACK� U oRING .. vv,'vcm SAW"AL FKAMING. ---- •,. c.wa *NOTE: SEE ORIGINAL DESIGN FOR SETBACK. LUMBER, PLATING, LOADING AND DURATION FACTOR REQU1RE1.1. RE M rAearcArnr�FF wwaEa,r .Vap c4 — 1iHS DRAWING REPLACES DRAWING CDll0 AND BRCAIJIIPoBAA OIA11mm norAElrHG Alm 1aAcp�7� P1ITILIS11En `am OR. rtn1E P0� NADr. vT. 13119) Ew FSE FUNCIN/S IRa�SS tll ERVI.[E _ '� TC {,{, — PSF REF CA[JF. BRACE WdICAIE slRtrcrllirAE rAt*:LS AND Pniltr a1Rlo A'EJ% STOI 10 LIE MSIAIJ TC D[I I'SF' I)A7 E o5/() I Al 11 CINIRACIIIt N PI1s_ EtPtCUWW lal AMr a:".=';" nas L�sI1R1Ut►CL VIIH IP / L,. 1'7�IF' U12T9(: Illt(,ALIIII'llt)(iU:' VM PABRTCAIM(-i w' TRussEs DEsrIN a�sEWS V1111 [/rte a E1C l.l. -- IESTGM SPEC MATEM PUMLIDED iT 111E AEPRE Cr?fECI(RS ARE NA[E a' t 1ff1. 1(iF I'SF EN(: 1'911 �CPi(: - -- - ITTFAIPC mA APPtr CUNWCTI1ts TO EAp1 TACE n THIS OEstQ� PQSt10N CONKCIURS PER NG VOICA S ACCEprAHCE �0 6 Jig ( 3(- A 1'0'f. LI). • I'SF E tf PR[1ESSIiT1A1- E latusPP Cr>I�ISEiIr tEum s11ttVK nE PIR AMSV�IPI ll- 991 SECT�IVM t � 11E K cru — UUR. FAC. _.._.---- —_-- --- — SPACING • no = CONVENTIONALLY FRAMED VALLEY DETAIL (A) 2X6 OR LARGER SP #2 OR SPF #1/#2 VALLEY RAFTER (B) 2X4 SP- OR SPF #3 CRIPPLE (MAX HEIGHT, 6'-3") (C) 2X4 SP OR SPF #3 CRIPPLE (MAX HEIGHT 6'-3") (D) 2X6 OR LARGER SP #2 OR SPF #1/#2 RIDGE BOARD COMMON TRUSSES NOTE: RIDGE BOARD (D) MUST NOT BE OF LESS SIZE THAN AT 24" Oi THAT OF VALLEY RAFTER (A). NOTE: REFER TO VALLEY DETAIL VALTRUSS1001 FOR VALLEY SUPPORTING TRUSS BRACING DETAILS. RAFTERS (B), (C) MAX HEIGHT WITH 1X4 "T" BRACE IS 9'-10". AT 24" 01 (B), (C) MAX HEIGHT WITH 2X4 "T" BRACE IS 11'-2". RIDGE BOARD FOR 1X4 AND 2X4 "T" BRACING, BRACE TO BE SAME GRADE AS CRIPPLE. FASTEN 1X4 "T" BRACE TO CRIPPLE WITH 8d BOX (0.113" x 2.5") NAILS AT "T" 4" OC. FASTEN 2X4 BRACE TO CRIPPLE WITH 16d BOX (0.135" x 3.5") NAILS AT 4" OC. TOP CHORD OF TRUSS BENEATH VALLEY SET MUST BE BRACED WITH PROPERLY ATTACHED RATED SHEATHING OR PURLINS AT 24" O.C. (2) 16d BOX NAILS, TOE -NAILED THRU CRIPPLE INTO RIDGE BOARD (3) 16d BOX NAILS HA) 3) 16d BOX NAILS (C) "(2) 16d BO)E NAILS, TOE -NAILED (TYPICAL) PROPERLY ATTACHED RATED SHEATHING (3) 16d BOX NAILS, TOE -NAILED THRU CRIPPLE INTO RATED SHEATHING ■WARNING■ TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, VI. 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHDRD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. INSTALLATION CONTRACTOR. ALPINE ERED ALPINE TOOBUIILDATHE DUCTS, INC.'TRUSS IN COW13RMANCE WITH Nt-- FURNISH COPY OF THIS GT BE RESPONSIBLE TP�IIOOR ANY FABRICAT NG FHANDLING, SHIPPINGROM THIS DESIGN, , INSTALLING 6 BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AFLPA) AND TPI. ALPINE CONNECT13R PLATES ARE MADE OF 20/16GA(W,HS/K) ASTM SS OTHERWISEEL12CATED 13NHTHIS DESIGNEPOSITION PER DRAWINGS 160AF2S) GALV. STEL. APPLY PLATES TO EACH CEANY INSPECTIOOF TRUSS N OF PLATES ALPINE ENGINEERED PRODUCTS, INC. FOLLOWED BY (D SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS DRAWING POMPANO BEACH. FLORIDA INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOVK THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI I SEC. 2. PARTIAL FRAMING PLAN (3) 16d BOX NAILS, TOE -NAILED RATED SHEATHING (2) 16d BOX NAILS, TOE -NAILED (3) 16d BOX NAILS, TOE -NAILED (D) L(A*"0., (C) SUPPORTING TRUSSES --- AT 24' OC MAX SPACING (3) 16d BOX NAILS, TOE -NAILED THIS DRAWING REPLACES DRAWING V105-CONV TC LL 30 30 40 PSF REF Co NV. VALLEY TC DL 20 15 7 PSF DATE 02/18/03 5 � BC DL 10 10 10 PSF DRWG VALCONVF0203 6�3 BC LL 0 0 0 PSF -ENG MLH/KAR 't TOT. LD. 60 55 57 PSF CALIFDURYA3.1.25/1.331.151.15 SPACING SEE ABOVE r rr rr rr r� �r (R_Deta11 SCUTTLE DETAIL) DETAIL,FOR TRUSSES OFFSET FOR -30" SCUTTLE OPENING, r r= m= r= m r m= r r TRUSSES EACH SIDE OF SCUTTLE OPENING SHALL BE DESIGNED TO SUPPORT SPACING AND LOADING INFORMATION. THEIR FULL TRIBUTARY LOAD. FOR AN OPENING OF 30", WITH TRUSS SPACING OF 24" ON CENTER, TRUSSES EACH SIDE SHALL BE DESIGNED FOR 28" O/C. (30 + 1.5 + 24) / 2 - 27.75. ADEOUATE SPAN -RATED DECKING SHALL BE USED. BLOCKING AS SHOWN SHALL BE -INSTALLED IF THE TRUSS SPACING EXCEEDS THE SPAN -RATING OF THE DECKING MATERIAL, OR AT THE DISCRETION OF THE BUILDING DESIGNER, (B) 315„ ( T12A1 n P.• Irl (IPUC$ 1•Lnl( r(I, rn A(IICI'• rPlno ip IIn Vf. 1•P r,rI PI,'i AI IAI 111 Ir 1 I uro (((IYYYLLLy/// At lrrl: nl, 1'1111 Ir11;IrIf1 Ff 11 SI!;n, nln 1 nJl IIn( IO !II•rllll:. r uDt. fool lnunl. I'f '.I f•II n Irl. nlrlx[ A n Cpun(rv1a5 rfP S ('1(i(I'lxnl. CNGIIIILP. IIIG %'AI Bnln eun ua or nna INf, n(SIGII[P, r[P THIS DETAIL IS NOT TO BE USED IN CONJUNCTION WITH PULL-DOWN OR PERMANENT STAIRS. (B) BLOCKING LUMBER DF -L STUD (GREEN) OR SPF #2.. ATTACH BLOCKING WITH TWO lOd COMMON (0.148X3") NAILS, TYPICAL. TUP VIE41 I PARTIAL RUOF TRUSS LAYOUT I_?'� "..L.24.1..--I.24"124J_31.5" 24".I?4.L...2,i„I PLT TYP. Hi h Strep tI1,lJave TPI -95 IR_Der-a;I - SlaleSF1IIIICalgtS "Nn PII RIf,•• IP.IIS$ES RFOUIPL [IIRFHE f,APF IN fAPP II nI Inu nn Unl lu,, -- S•4�5['il(Illleton Sllcel, 'I I1rIN1;111';\ PP AI IIID, Pif ER f0 HIB•RI (IIh11Dl ING INS1aLL IIIG Arla PP Ar IxGl, r11P11' lu$IIIU1(,. $PJ n'Or10fR10 PR., $UIIE 100. Hapl SOu. WI AI'lal r[Rf ORI11 HG IIIF. $f rnNCIIONc. UN(1$S 0111(P41'( I111'I(p it n. I!'1• Irl„v l`r'1In t. IA llPll(IIIPAI raI1CL c, P011(NI fllpan SIIpLI. IIAVC A rPCrf nlnlinrr�lr�ll' (rl .. Inr OP lnln•• n1RNl $n n rnrr Or Tn15 PC$IGn In n4 nr,lnLr nl lnrl unn r.n ' rP^PUCI ;, IrIC. Shill IIOI PE PLSrnNSIBEE rOP nny O(PInI I'!u Ir.ivl ull: I•I _ BUILD uq IPUS S[S Ix CONE panan(E NI tH Irl: 4P InyP ICnllnr•, unllPl.IuS, ;I ALPINE I PPh(ING Or 1Pp$SE S. 1111$ DECIGN (DNI DPfI$ MI III Arrl. I!nPIC 'P -.1 I'.Ion: n (•rE(IfICAIIOx PUBLISHED By THE n,lEal(AN fOPESI nn0 rnr(P e;cp(IeIIfWI nn % _ ------ crmu(cTOP $ oat Havt OF loco as m aGs3 coon GA(v. sifft, r.(II-I n: xultn [nr 11 fn(I 01' 1PIrt ,, AIID IrNLES: 0111ERY1$E LOCAiCn nll IIII of '.11:11, I'r•;I III' nP 1MIIIGt II.O qIHE $Enl ONUS DRAWING INOILAIf.: nCflrinxr[ UI rP III1111C (:I1gIt1CCf C(I I'r�lllll'I,P(;r011S IB III tY $Oltll rOP IHE IPU55 COHr ONENt DESIGN cllnHN 111( SI111n Sacramento, CA 95828(O/IPONE NI r0R Axl PAAIICUTAR BUILDING IS TIIC PE SrONSIPII tiI nr IHF. PUILD x1151/IPI 1.190$ SECTION 2 4 �J TYPICAL BOTTOM VIEW k I_31_ 5_' I L X30” ESS OPENING TC Ll •Pfl� I';Gr -,,III) TIC UL IIAIE I11,'n.1.11- 8C 1.1L Itl?I4 r.nn•;P:•Ir. R LL c:n Lor, /I;Iau TOT .Lp. SE(111 �71:1r SPACING SP? A hnvp 1. - 2 4 �J TYPICAL BOTTOM VIEW k I_31_ 5_' I L X30” ESS OPENING TC Ll •Pfl� I';Gr -,,III) TIC UL IIAIE I11,'n.1.11- 8C 1.1L Itl?I4 r.nn•;P:•Ir. R LL c:n Lor, /I;Iau TOT .Lp. SE(111 �71:1r SPACING SP? A hnvp Vs TIMBER PRODUCTS INSPECTION, INC. dba GENERAL TESTING AND INSPECTION AGENCY 105 SE 124 AVENUE VANCOUVER, WA 98684 We are an inspection agency recognized by the International Conference of Building Officials. Council of American Building Officials NER QA275- This is to verify that: SPATES FABRICATORS, INC 85-435. MIDDLETON STREET THERMAL, CA 92274 is under our Audited Quality Control Program and has been since, JUNE, 1990 We audit the production Quarterly under the Uniform Building Code Section 2304.4.4. -Ile TONYLEW1 MANAGER OF WESTERN TRUSS DIVISION r 1 11 1 REPORT TM ICBG Evaluation Service, Inc. Filing Category: DESIGN -Wood (038) WAVE" METAL CONNECTOR PLATE FOR WOOD TRUSSES ALPINE ENGINEERED PRODUCTS, INC. 1950 MARLEY DRIVE HAINES CITY, FLORIDA 33844 1.0 SUBJECT 5360 Workman Mill Road, Whittier, California 90601 WAVE - Metal Connector Plate for Wood Trusses. 2.0 DESCRIPTION 2.1 General: The WAVE plate is a metal connector plate for wood trusses. The plates are manufactured from galvanized steel in various lengths and widths and have integral teeth that are designed to laterally transmit loads between truss wood members. Plans and calculations must be submitted to the building offi- cial for the trusses using metal connec:or plates described in this reocrt. 2.2 Materials: The WAVE plate is manufactured from No. 20 gage (0.0356 inch (0.90 mm)], ASTM A 653-94 SQ, Grade 40. structural - quality steel with a hot -dipped galvanized coating designated G60. The WAVE plate has slots approximately 0.50 inch (12.7 mm) long by 0.12 inch (3.0 mm) wide that have been punched along the longitudinal axis of the plate. Each punched slot forms P.vo opposite -facing, sharply pointed protruding at right angles from the parent metal. The punched slots are spaced approximately 1/4 inch (6.4 mm) on center across the -width of the plate and approximately 1 inch (25.4 mm) on cen- ter along the length of the plate, with adjacent longitudinal rows staggered 0.06 inch (1.5 mm). Connector plates are available in 1 -inch (25.4 mm) increments of width and length. Minimum piate width and length are 1 incn (25.4 mm) and 2 inches (51 mm), respectively. See Figure 5 for details of plate dimensions. There are 8 teeth per square inch (1.24 teeth per square centimeter) of plate surface. The length of each tooth. includ- ing the thickness of the parent metal. is approximately 0.41 inch (10.4 mm), and the width of each tooth is approximately 0. 12 inch (3.05 mm). The shank of each tooth is concave and the tip of each tooth is twisted approximately 40 degrees with respect to the plate width. 2.3 Allowable Loads: Tables 1, 2 and 3 show allowable lateral loads. tension loads and shear loads for the WAVE metal plate connectors. Also. refer to Figures 1, 2 and 3 for load conditions. These values are based on the National Design Standard for Metal Plate Connected Wood Truss Construction. ANSI/TPI 1-1995. A copy of the ANSI/TPI 1-1995 standard must be supplied to the building department when requested by the building official. 2.3.1 Lateral Resistance: Each metal connector plate must be designed to transfer the required load without exceeding the allowable load per square inch of plate contact area, as ER -5352 Reissued July 1. 2001 • vvW'W-icboes.org determined by soeces.:he orientation of the teeth, elative to the load. and the direction of load relative to grain. Design for lateral resistance must be in accordance with Section 11.2.1 of ANSI/TPI 1-1995. Table 1 shows allowable lateral loads for the metal connector plates. 2.3.2 Tension Resistance: Each metal connector plate must be designed for tension capacity, based on the orienta- tion of the metal connector plate relative to the direction of the load. Design for tension must be in accordance with Section 11.2.2 of ANSI/TPI 1-1995. Table 2 shows allowable tension loads (in units of pounds per lineal inch per pair of plates) for the metal connector plates, based on the net section of the metal connector plates for tension joints, which is the allow- able tensile stress of the metal multiplied by the metal con- nector plate tensile effectiveness ratio. 2.3.3 Shear Resistance: Each metal connector plate must be designed for shear capacity, based on the orientation of the plate relative to all oossible lines of shear. Design for shear must be in accorcance with Section 11.2.3 ofANSI/TPI 1-1995. The net sec:ion of the metal connector plates for heel joints and other joints involving shear must be designed using the allowable shear values (shown in Table 3 in units of pounds per lineal inch per pair of plates) for the metal connec- tor plates, which is the allowable shear stress of the metal multiplied by the shear resistance effectiveness ratios shown in Table 3. 2.3.4 Metal Plate Reductions: Several allowable -load re- duction factors forthe metal plates must be considered cumu- latively, when applicable. in the design of metal connector plates used in fabricated wood trusses. The reduction factors to be considered cumulatively are as follows: 1. Allowable lateral resistance values for the WAVE metal connector plates must be reduced by a strength reduction factor. OR, shown in Table 4. when the plates are installed in lumber with a single -pass. full -embedment roller sys- tem having minimum roller diameters equal to 18 inches (457 mm). This reduction does not apply to embedment hydraulic -platen presses, multiple roller presses that use partial embedment followed by full ernbedment rollers, or combinations of partial embedment roller/hydraulic-plat- en presses that feed trusses into a stationary finish roller. When trusses are fabricated with single -pass roller press- es, the calculations for the truss design submitted to the building department for approval must specify the mini- mum diameter of the roller press and the appropriate strength -reduction factor from this report. 2. Allowable lateral resistance values for the WAVE metal connector plates must be reduced by 15 percent when the plates are installed on the narrow face of truss lumber members. 3. Allowable lateral resistance values must be reduced by 20 percent when the WAVE metal connector plates are installed in lumber having a moisture content greater than 19 percent at the time of truss fabrication. 1$ REPoRTS'- :r . cunavrued .;. :u! _ 11WI't'S'entin .rc.N1!rnrc „r .u!v other attributes not rDer:rir;rut :da u'c": :rll' .!r/l't: .r/ 'he ..t,Drrr'; ..r 7,.♦ •:'i ' r ... : rci.rerrnenuaimn !or its use. rherc ;� r:n :r,u'�':tr:/: •r .l•.i!/ . t;rrr!:nnr '�w rrt Inc.. e.CDrCC� .0 •nnr:r.:. .. „r.rs!n unt•nroduct cm..,.t. t /'. :nr Paae 1 of 5 Page 2 of 5 ER -5352 �4. Allowable lateral resistance values for WAVE metal con- nector plates installed at the heel joint of a fabricated matic embedment presses; multiple roller presses that use wood truss must be reduced by the heel -joint reduction factor, HR, follows: partial embedment foilowed by full embedment rollers; com- binations of oartial embedment roller/hydraulic or pneumatic as Hp = 0.85 - 0.05 (12 tan 9 - 2.0) presses that feed trusses into a stationary finish roller press; or, if the adjustment factors given in Table 4 are used, single - where: pass roller presses. 0.65 <_ Hq <_ 0.85 When truss fabricators use sincle-pass rover presses. the 9 = angle between lines of action of the too and rollers must have minimum 18 -inch (457 mm) diameters. Plates embecdec with a single -pass. full -embedment roller bottom chords shown in Figure 4. press must be preset before passing through the roller press This heei-joint reduction factor does not apply to conditions by striking at ,east two opposite corners of each plate with a with too chord slopes greater than 12:12. hammer. 2.3.5 Combined Shear and Tension: Each WAVE metal 2.6 Identification: connector plate must be designed for combined shear and tension capacity, based on the orientation of the Each WAVE metal ccnnectorplate is embossed with the iden- "WAVE" metal con- nector plate relative to the directions of loading. Design for tifying mark stamped into the parent metal. combined shear and tension must be in accordance with Sec- 3.0 EVIDENCE SUBMITTED tion 11.2.4 of ANSI/TPI 1-1995. Test data in accordance with National Design Standard for 2.3.6 Combined Flexure and Axial Loading: Metal con- Metal Plate Connected Wood Truss Construction, ANSI/TPI nector plates designed only for axial forces are permitted as 1-1995• splices in the top and bottom chord located within 12 inches (305 mm) of the calculated point of zero moment. Design of 4.0 FINDINGS metal connector plates located at splices in the top and bot- That the WAVE metal connector plate for wood trusses tom chord not located within 12 inches (305 mm) of the calcu- lated point of zero moment must include combined flexure complies with the 1997 Uniform Building Code `, subject to the following conditions: and axial stresses. 4.1 For the trusses using metal connector plates de - 2.4 Truss Design: scribed in this report, plans and calculations must Plans and calculations must be submitted to the building offi- be submitted to the building official. cial for the trusses using metal connector plates descnbed in this report. The truss design must show compliance with the 4.2 The metal connector plates are designed to trans - fer the required loads in accordance with the de- code and accepted engineering principles. Allowable loads for the metal connector plates may be increased for duration sign formulae in ANSI/TPI 1-1995. A copy of the ANSI/TPI 1-1995 standard must be supplied to the of load in accordance with Section 2335.5 of the code. Cal- building department when this is requested by the culations need to specify the deflection ratio or the maximum building official. deflection for live and total load. For each truss design draw- ing, the following information, at a minimum, should be speci- 4.3 The allowable loads for the metal connector plates fied by the design engineer: must comply with this evaluation report. 1. Truss slope or depth, span and spacing. 4.4 Teeth of metal connector plates placed in knots, 2. Dimensioned location of truss joints. bark, pitch pockets, holes, and joint gaps are con- 3. Model, size and dimensioned location of metal connector sidered ineffective. plates at each joint. 4.5 Metal connector plates are installed in pairs on op- o. Truss chord and web lumber size, species and grade. posite faces of truss members connected by the 5. Required bearing widths at truss supports. plates. 6. Top and bottom chord live and dead loads, concentrated 4.6 Trusses using metal connector plates described i loads and their locations, and controlling wind or earth- this report must be fabricated by a truss fabricator r quake loads. approved by the building official in accordance 7. Design calculations conforming to ANSI/TPI 1-1995 and with Sections 2311.6 and 2343.8 of the code. any adjustments to lumber -and -metal -connector -plateal- 4.7 Allowable loads shown in the tables in this report lowable values for conditions of use. may be increased for duration of load in accord - 2.5 Truss Fabrication: ance with Section 2335.5 of the code. Plate connectors shall be installed by an approved truss fabri- 4.8 Application of the allowable loads (shown in the tables in this report) for metal connector em- catorwho has an approved quality assurance program cover- ing the wood truss manufacturing and inspection process in plates bedded in lumber treated with fire -resistive chemi- cals is outside the scope of this report. accordance with Sections 2343.7 and 2343.8 of the code and Section 4 of ANSI/TPI 1-1995. National Design Standard for 4.9 Where one-hour fire -resistive rating is required for Metal Plate Connected Wood Truss Construction. The allow- trusses using WAVE connectors, see evaluation re - able loads recognized in this report are for plates that are Ports ER -1632 and ER -5640. pressed into wood truss members using hydraulic or pneu- This report is subject to re-examination in one year. u 1 1 ' Page 3 of 5 ER -5352 TABLE 1—ALLOWABLE LATERAL RESISTANCE VALUES FOR THE WAVE" METAL CONNECTOR PLATEI LUMBER SPECIES DIRECTION OF GRAIN AND LOAD WITH RESPECT TO LENGTH OF PLATE=S PLATE MODELAA EA Species AE EE Specific Gravlry Allowable Load Per Plate (pounds per square inch of plate contact areal= :METAL PLATE VALUES RATED 13 GROSS AREA -METHOD Douglas fir 0.49 206 Hem -fir � 0.-i3 164. 156 I 145 - 109 ( 106 124153 Southern Dine � 0.55 206 158 ' Spruce -pine -fir 0.55 163 170 WAVE ` METAL PLATE VALU159 109 106ES RATED BY SEMI -NET AREA METHOD4 118 Douglas fir 275 275 Hem-tir 0.43 208 195 145 153 134 ' 106 124 Southern pine 0.�5 275 195 Spruce -pine -fir 042 163 170 208 130 106 For SI: I inch = 25.4 mm. I psi = 6.89 kPa. 118 'See Figure 1 for a description of plate orientation. ' `The tabulated values are for a single plate. The values are doubled for plates installed on both faces of a joint if area is calculate 3Metal connector plates must be installed in pairs on opposite faces of truss members connected by plates. d for a single plate. 4For metal plates rated by the semi -net area method, the end distance of 1/7 inch, measuredarallel to in.for each member of a joint. See Figure 2 for examples ofjoints affectetil the mandatory reduction of plater coverage ed when determing the metal plate coverage t � _ Load :z:: - _ — — — — Load Load Load :: imi Ll kla— — — . (:ILt`:I:.I;.I AA Orientation EA Orientation i ' Load Load FIIIII — _ — ' IIIIII — - I T'I I I ' Load Load AE Orientation EE Orientation h FIGURE 1—PLATE ORIENTATIONS , Page 4 of 5 For SI: I inch = 25.4 mm. FIGURE 2—END DISTANCE REDUCTION REQUIREMENTS FOR SEMI -NET AREA METHOD ER -5352 , 1 1 TABLE 2—ALLOWABLE TENSION VALUES AND TENSION EFFICIENCY RATIOS FOR THE WAVE' METAL CONNECTOR PI eT.1 DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE i 0° 90° 0° 90' Allowable Tension Load PLATE MODEL (pounds per linear inch per pair of plates) Tension Load Efficiency Ratio WAV E " 39 RL• = F Qo Go 349 0.512 i 0.486 1 'See Figure 3 for a description of plate orientation. Y --The length of plate refers to the dimension of the longitudinal axis of the area of the plate from which the plate teeth were sheared during plate fabrication. Load Load Width L � 1 (a) 0° Plate Orientation (b) 90° Plate Orientation FIGURE 3—PLATE LENGTH AND WIDTH FOR TENSION ORIENTATION Load 1 i i 1 TABLE 3—ALLOWABLE SHEAR VALUES AND SHEAR EFFICIENCY RATIOS FOR THE WAVE" METAL CONNECTOR PLATE DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE 1 PLATE 0' 30° 60° 90° 120° 1 150° 0°1 30°1 60° 90° 120° 150° MODEL Allowable Shear Load (pounds per linear inch per pair of plates) Shear Load Efficiency Ratio /AVE— 656 361 969 567 .29 556 0. 63 0.739 1 0.3320.137 0.•154 0.177 Nay —.I.u7 nrj. r4 _ ULM- ... (a) 0° Plate Orientation (b) 90° Plate Orientation FIGURE 3—PLATE LENGTH AND WIDTH FOR TENSION ORIENTATION Load 1 i i 1 TABLE 3—ALLOWABLE SHEAR VALUES AND SHEAR EFFICIENCY RATIOS FOR THE WAVE" METAL CONNECTOR PLATE DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE 1 PLATE 0' 30° 60° 90° 120° 1 150° 0°1 30°1 60° 90° 120° 150° MODEL Allowable Shear Load (pounds per linear inch per pair of plates) Shear Load Efficiency Ratio /AVE— 656 361 969 567 .29 556 0. 63 0.739 1 0.3320.137 0.•154 0.177 Nay —.I.u7 nrj. Page 5 of 5 ER -5352 TABLE 4—ALLOWABLE LATERAL LOAD ADJUSTMENT FACTOR, QR , FOR THE WAVE.- METAL CONNECTOR PLATE INSTALLED WITH MINIMUM 18 -INCH -DIAMETER SINGLE -PASS ROLLER PRESSES PLATE MOD LUMBER SPECIES - DIRECTION OF GRAIN AND LOAD WITH RESPECT TO LENGTH OF PLATE EL SPECIFIC GRAVITY AA EA AE EE WAVE' 0.49 0.815 0.885 0.815 0.385 0.50 0.870 0.905 0.870 0.905 For SI: finch = 25.4 mm. IThe QR value for the lumber species specific gravity of 0.49 applies to all wood species combinations with average published specific gravity of 0.49 or lower, and the QR value for the lumber species specific gravity of 0.50 applies to all lumber species combinations with average published specific gravity of 0.50 or higher. B O . O ti / FIGURE 4—HEEL JOINTS TO WHICH THE REDUCTION FACTOR, HR, APPLIES - �3/8 in , Plate Length ' Plate Width 4 0.25 in (6.35 nn) o.c. between slots L 0.12 in (3:05 nn) \ Slot width 0.0356 in (minimum) 1 in (25.4' nn) o.C. 0.5 in (12.7 nn) between slots oFFset between slat length adjacent slots 0.06 in (1.52 nn) PLATE AVAILABLE IN INCREMENTS OF 1 IN (25.4 mm). For SI: I inch = 25.4 mm. FIGURE 5—WAVE PLATE" DIMENSIONS Structural Calculations FOR THE ALBERTINI RESIDENCE AT THE ENCLAVE MOUNTAIN ESTATES 77-270 LOMA VISTA LA QUINTA, Q. 92254 job # 4056 2/15/2003 Designer: ANDRZEJ W. WE ARCHITECT Client: Mr. & Mrs. EUGENE J. ALBERTINI NASRALLAH NICHOLAS ABOUFADEL CITY OF LA QUINTA BUILDING & SAFETY DEPT. . . APPROVED .Fo RAYMOND FRANGIE STRUCTURAL CON 44100 MONTEREY AVE., SUITE 201C, PALM D PHONE (760) 836-1000 FAX (760) 836-0856 ;4 ROOF LOAD AT DESIGN CRITERIA 3.5 TO 12 SLOPE: ROOF D.L. = 24.00 psf ROOF L.L. = 20.00 psf TOTAL = 44.00 psf ROOF LOAD AT 1.5 TO 12 SLOPE ROOF Dl. = 24.00 psf ROOF L.L. = 20.00 psf _ TOTAL = 44.00 psf EXTERIOR WALLS = 15.00 psf INTERIOR WALLS = 10.00 psf SEISMIC ZONE 4 FAULT TYPE A Na = 1.00 APPROXIMATE 12 km TO FAULT SOIL PROFILE TYPE Sd SEISMIC COEFFICINT Ca = O.44Na STRUCTURAL SYSTEM R = 4.5 SEISMIC FACTOR = ( 2.5 x 0.44 x 1.00 x 1.00 )/( 1.4 x 4.5) = O.175W. SEE CALCULATIONS FOR p FACTOR. WIND EXPOSURE C WIND SPEED 70 MAXIMUM HEIGHT 15 ft WIND FACTOR 17.36 psf MAXIMUM HEIGHT 20 ft WIND FACTOR 18.51 psf MAXIMUM HEIGHT 25 ft WIND FACTOR 19.49 psf SOIL BEARING PRESSURE 1500 psf 1997 UNIFORM BUILDING CODE w PAGE JOB NO. DATE BM # 1 BEAM LENGTH 0.00 16.00 SUPPORTS .00 16:00 APPLIED LOADS --------------- . UNIF LOAD = 394 .44 ' v'�. `� PLF REACTIONS LEFT: 3152:0 RIGHT: 3152.0 SECTION PROPERTIES: A = 61.500 IN**2 FV=165. PSI ------------------- S = 123.000 IN**3 E =1800000. PSI I = 738.000 IN**4 DF=1.00 ANALYSIS: CRITICAL SHEAR = 2758. LBS @ 1.00 --------- FV= 165. ==> 1.5*V/(A*FV*DF) _ .41 ** SPAN MAX MOM.= 12608. FT -LBS @ 8.00 FT FB=2400. ==> M/(FB*S*DF)= .51 DEFLECTION= -.44 @ 8.00 (L/240.= .80) +------------------------+ (USE 24F GLB 5.125X 12.0 -------------------------- V+ -----------------------+v+ 0 OF. A PAGE JOB N0. DATE BM. #2 AT PATIO BEAM LENGTH 0.00 18.00 SUPPORTS .00 18.00 APPLIED LOADS -------------- PARTIAL LOAD= 526 FROM OTO 10PLF PARTIAL LOAD= 395 FROM OTO8 PLF � l REACTIONS LEFT: 4501.1 .RIGHT: 3918.9 SECTION PROPERTIES: A = 61.500 IN**2 FV=165. PSI ------------------- S = 123.000 IN**3 E =1800000. PSI I = 738.000 IN**4 DF=1.00 ANALYSIS: CRITICAL SHEAR = 3975. LBS @ 1.00 --------- FV= 165. __> 1.5*V/(A*FV*DF) _ .59 ** SPAN MAX MOM.= 19259. FT -LBS @ 8.56 FT FB=2400. __> M/(FB*S*DF)= .78 DEFLECTION= -.84 @ 8.92 (L/240. .90) +--------------------- --+ USE 24F GLB 5.125X 12.0 +---------------------=--+ CAA6 Load Type Distribution Magnitude Location [ft] COMPANY,, PROJECT 607 ^� Wood W-b:..r:ks.@- '' Eugene Resid.wa Hip BMAt Patio a ` Triangular 0.0 168.0 Beam3 No Load2 SO"WAREF02 WOOD D&XN Triangular 0.0 140.0 0.00 . 13:00 Total Defl'n 0.22`= L/711 0:65 = L/240 Design Check Calculation Sheet, Sizer 2002a s LOADS: ( lbs, psf, or plf) + Load Type Distribution Magnitude Location [ft] Pattern_ r, 607 Total Start End Start End Load? Loadl Dead Triangular 0.0 168.0 0.00 13.00- No Load2 Constr. Triangular 0.0 140.0 0.00 . 13:00 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) . • 1= 17-0 _ Dead 445 �.. i 809 Live 303 r, 607 Total 748 ti 1415 Bearing: fb 519 Fb' = 1.0. fb/Fb' 0.31 1.0 . Length • Timber -soft, D.Fir-L, No. 1, 6x10" .. Self Weight of 12.41 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations; ICBG -UBC; SECTION vs. DESIGN CODE NDS -1997: ( stress=psi, and in) Criterion Analysis Value lDesiqn Value Anal sis/Desi n Shear fv @d = 34 Fv' = 106 fv Fv' = 0.32 Bending(+) fb 519 Fb' = 1687 fb/Fb' 0.31 Live Defl'n 0.07 = <L/999 .0.43 =' L/360- 0.17 Total Defl'n 0.22`= L/711 0:65 = L/240 0.34 ADDITIONAL DATA: FACTORS: F CD CM Ct CL_ CF CV Cfu Cr LC# }� , Fb'+= 1350 1.25 1.00 •1.00 1.000 1.00 1,.000 1.00 1.00 2 •Fv' 85 i.25 1:00 1.00 2 ; Fcp'= 625 .1.00 1.00 ,, -• E'• 1.6 million 1.00 1.00 2 . Bending(+): LC# 2 D+C, M = 3576 lbs -ft y� - Shear : LC# 2 = D+C, V = 1415, V@d = 11721lb§ } Deflection: LC# 2 =.D+C EI= 628.73e06 lb-in2' Total Deflection='1.50(Dead Load Deflection) + Live Load Deflection. .' (D --dead 'L=live _S=snow W --wind' I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) ;.: DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. ' 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. r •• + 'M •4 .Y .+ ' •...• - • •, ',�{ +' .`• .L ,. •i ' , to '` • `,. { !? ' . .. ". COMPANY i PROJECT •,: W - Eugene Resid. Drop BM.Bedro om 4oodM'rkso- Beam4 -sP"WAREF02WOOD DE 1CN - Zeb, r 6, 2003 1341 - 44 Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf) Load Type Distribution Magnitude Location [ft] Pattern y 545 Total Start End Start' End Load? Loadl Dead Full UDL 144-0 - No Load2 Constr. Full UDL 120.0 L/360 No Load3 Dead Point " 400 2.50 No Load4 Constr. Point 350 2.50 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : Dead 786. F 672 Live 645 y 545 Total 1431 106fv 1217 Bearing: fb = 1181 Fb'.= 1.0. . • i 1.0 Length ' Timber -soft, D.Fir-L, No. 1, 6x6" Self Weight of 7.19 plf automatically included in loads; Lateral support: top- full, bottom= at supports; Load combinations: ICBO-UBC; " SECTION vs. DESIGN CODE NDS -1997: ( stress psi, and in) ' Criterion Analysis Value Design Valuer2l sis/Desi nShear fv @d = 65, Fv' = 106fv Fv' = 0.61 Bending(+). fb = 1181 Fb'.= 1500fb/Fb' = 0.79 Live Defl'n 0.08 = L/992 0.23 = L/360 0.36 Total Defl'n 0.24 = L/351 0.35'= L/240 0.68 ' ADDITIONAL DATA: FACTORS:•F CD. CM Ct CL CF CV Cfu Cr 'LC# „ Fb_'+= 1200 1.25 X1.00 ,1.00 1.000 1.00 1.000 1.00 1.00 2 Ell = 85 1.25 1.00 1.0.0 .•s �:.. 2 Fcp'= 625 1.00 ` 1.00 - E' _ 1.6 million 1.00 1•.00 2 Bending(+): LC# 2 = D+C, M = 2729 lbs -ft `. Shear LC# 2 = D+C, V = •1431, V@d'= x1307 lbs. - Deflection: ,LC# 2= D+C EI= 122.01e06 lb -int Total Deflection=.'1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact •'C=construction CLd=concentrated) (All LC's are listed intheAnalysis output) DESIGN NOTES: + . J . 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. r 3 r 4+ � i3 A0 COMPANY PROJECT ®. Eugene Resid. WoodVWrks . ' . Hip BM.Bedroom 4 Beams + . --SOf7WAREfOIIfVObDDEUGN - . • Design Check Calculation Sheet r x' Sizer 2002a, f ` LOADS: ( lbs, psf, or plf) % Load Type Distribution Magnitude Location [ft] Pattern Shear 1387 Total Start End Start End Load? Loadl Dead Triangular 0.0 312.0 0.00 16.00 No Load2 Constr. Triangular 0.0 - 260.0'• 0.00 16.00 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) ' Dead 952 Value 1784 Live 693 Shear 1387 Total 1646 106 3171 i fb = 971 Fb' = MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) ' Dead 952 Value 1784 Live 693 Shear 1387 Total 1646 106 3171 Bearing: fb = 971 Fb' = . 1687 -'fb/Fb' = 0..58 Live Defl'n 0.17 = Length 1.0 L/360 1.0 Timber -soft, D.Fir-L, No. 1, 6x12" ' Self Weight of 15.02 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBG+ -UBC; ' SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) CriterionAnal sis Value Desi n Value Anal sis/Desi n Shear fv @d = 62 Fv' = 106 fv/Fv' = 0.59 Bending(+) fb = 971 Fb' = . 1687 -'fb/Fb' = 0..58 Live Defl'n 0.17 = <L/999 0.53 = L/360 0.32 Total Defl'n 0.51 = L/375 0.80 = L/240 _0.64 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CVCfu, Cr. LC# r Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.000 , 1.00 1.00 2 FV ' = 85 1.25 1.00 1.00 t. 2 - - Fcp'=,, 625 1.00 1.00 E' = 1.6 million' 1.00 1.00 »2 r` Bending(+): LC# 2 = D+C, M = 9812 lbs -ftp Shear LC# 2 = D+C, V = ,3171, V@d =' 2631 lbs , Deflection:.LC# 2 = D+C EI=1115.29e06 lb -int ; Total Deflection = 1•.50(Dead Load Deflection) + Live Load Deflection.• a. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) ti r DESIGN NOTES:: 1. Please verify that the default deflection limits are appropriate for your application.• 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause .4.4. 1. II WOO`� / �( ® 0.r COMPANY PROJECT Eugene Resid. Hip BM.Bedroom 4 4123 : V Y 1\S 42 Beam6 672 'SOPTWVAREFORWOOODMGM 3211 106 30 Design Check Calculation Sheet 1584 Sizer 2002a 7339 LOADS: ( lbs, psf, or plf) . 73 Load Type Distribution Magnitude Location [ft] Pattern 0.51 Start End Start End Load? fb = Loadl Dead Triangular 0.0 168.0 0.00 20.00 No Fb' = Load2 Constr. Triangular 0.0 190.0 0.00 20.00 No fb/Fb' = Load3 Dead Trapezoidal 120.0 156.0 20.00 25.50 No Live Defl'n Load9 Constr. Trapezoidal 100.0 130.0 20.00 25.50 No Length Loads Dead Triangular 0.0 72.0 17.50 25.50 No L/360 Load6 Constr. Triangular 0.0 60.0 17.50 25.50 No 0.28 Load? Dead Triangular 0.0 192.0 0.00 13.50 No 0.98 = LoadB Constr. Triangular 0.0 160.0 0.00 13.50 No 0.88 = Load9 Dead Trapezoidal 192.0 199.0 13.50 17.50 No 0.54 MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : LoadO Constr. Tra ezoidal 160.0 120.0 13.50 17:50 No Timber-soft, D.Fir-L, No. 1, 6x12" Self Weight of 15.02 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBG-UBC; SECTION vs. DESIGN CODE NDS-1997: (stress=psi, and in) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cv Cfu Cr LC# Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fb'-= 1350 1.25 1.00 1.00 0.990 1.00 1.000 1.00 1.00 2 FV' = 85 1.25 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 8610 lbs-ft Bending(-): LC# 2 = D+C, M = 11111 lbs-ft Shear : LC# 2 = D+C, V = 4489, V@d = 3987 lbs Deflection: LC# 2 = D+C EI=1115.29e06 lb-int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1: Dead 913 Value 4123 Value 42 Live 672 95 3211 106 30 Total 1584 fb = 7339 Fb' = 73 Bearing: 0.51 Bending(-) fb = 1100 Fb' = 1.0 fb/Fb' = 2.1 Live Defl'n 1.0 Length 0.58 = L/360 0.28 Total Defl'n 0.98 = L/441 0.88 = L/290 0.54 LoadO Constr. Tra ezoidal 160.0 120.0 13.50 17:50 No Dead 913 Value 4123 Value 42 Live 672 95 3211 106 30 Total 1584 fb = 7339 Fb' = 73 Bearing: 0.51 Bending(-) fb = 1100 Fb' = 1.0 fb/Fb' = 2.1 Live Defl'n 1.0 Length Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 95 Fv' = 106 fv/Fv' = 0.89 Bending(+) fb = 852 Fb' = 1687 fb/Fb' = 0.51 Bending(-) fb = 1100 Fb' = 1670 fb/Fb' = 0.66 Live Defl'n 0.16 = <L/999 0.58 = L/360 0.28 Total Defl'n 0.98 = L/441 0.88 = L/290 0.54 Dead COMPANY PROJECT 3671 ®_ Wood,W6rks.. n Eugene Resid. Ridge BM.Bedroom 4 # 106 2895 Beam? Be sotrwaueropwoonor=1V 1071 UDL , Design Check Calculation Sheet No Sizer 2002a 2 Constr. Full ODL x • +s LOADS: ( lbs, psf, or plf) ti , \A , Load3 Dead Load Type ,Distribution � Magnitude ,Location [ft] Pattern 1826 Start End .Start `End- Load? Yr` No Loadl Dead Full - r� �. ,.j Point 1917 6.00 `. No Length 0:0 MAXIMUM REACTIONS (lbs .and BEARING LENGTHS (in): 0.-06 0:0 0.02•= <L/999 0.13 = L/180 - 0:19 Total 0.05 _ L/453 0.'20 = L/120_ 0,26 Timber -soft, D.Fir-L, No. 1, 6x12" ` Self Weight of 15.02 ptf automaticallyincluded in loads; ' - Lateral support: top= full, bottom= at supports; Load combinations: ICBG -UBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) - •' a" ;. yr7 • `fir '' ' t i. r r- ADDITIONAL DATA: « _ FACTORS: F, CD CM Ct CL . CF - , ' 'CV : Cfu - : Cr LC # Fb'+= .1350 0.90 T.00' 1.00 1.-000 1.00 1.000 1`.00 1.00' 1 Fb'-" 1350 1.25 1.00 1.00.- 0.996 1.00 1.000: 1.00 1.00. - 2 '. f FV'e = 85 1.25' ,1-.00 . ;1.00 - 2 •� ' -Fcp'= 625 1:00 1.00 f V. = 1.6 million 1.00 1.00 d, 2 r Bending(+), LC# 1 = D'only, M =. 17 lbs -ft- t r Bending(-): LC# 2 = D+C,' M = 7220.lbs-ft ra Shear LC# 2 D+C, V =`' 3977, V@d = ' 3625 lbsj } xr' Deflection: LC# 2'= D+C EI=1115.29e0'6 lb -int ' Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. .(D=dead L=live S=snow w=wind I=impact C=construction. CLd=concentrated) (All LC's are listed. in the,Analysis output).. ^ DESIGN NOTES: 1. Please verify, that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be.extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. , 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4?4.1: - Dead Analysis Value - ti 3671 F Shear Live Fv' - 106 2895 !• Be Uplift 1071 UDL 192.0 r. No Load2 Constr. Full ODL 160.0 ` No �t Load3 Dead Point 1826 86.00 No Load9 Constr. Point 1917 6.00 `. No Dead Analysis Value - ti 3671 F Shear Live Fv' - 106 2895 !• Be Uplift 1071 1215 fb/Fb' _- r. Bending(-) Total Fb' ...- 6516 � Deflection: Deflection: Bearing: 0.00 = <L/999'* 0.13 = L/360 , 0.03 Interior Live Total Length 0:0 L/290 0.-06 0:0 Criterion Analysis Value Design Value Analysis/Design - Shear fv @d 86 Fv' - 106 fv/Fy'•= ,0.81 Be fb _ 2 Fb' Fb' = 1215 fb/Fb' _- 0.00. Bending(-) fb = 715 Fb' 1680 fb/Fb"- 0.43 Deflection: Deflection: 0.00 = <L/999'* 0.13 = L/360 3 0.03 Interior Live Total 0.-01,= <L/999 0.20 = L/290 0.-06 Cantil. Live 0.02•= <L/999 0.13 = L/180 - 0:19 Total 0.05 _ L/453 0.'20 = L/120_ 0,26 COMPANY PROJECT z Eugene Resid. Ridge BM.Exercise Rm. i lA/o.odVWrks,' BeamB sotrw.>pr rop woos ncvcH r ,F' - srti9 Design Check Calculation Sheet Y t ` Sizer 2002a LOADS: ( lbs, psf, or plf) Load Type Distribution Magnitude Location [ft], Pattern ' 1080 Total2466 Start End Start End Load? Loadl Dead Full UDL 216.0 1687 No Load2 Constr. Full UDL -180.0 L/360 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : ` Dead y ,'y* 1386 Live 1080 Dead 1386 ,'y* 1386 Live 1080 ' 1080 Total2466 Fv' 106 2466 Bearing: fb r, Fb' = 1687 fb/Fb'.= 0.43 Live Defl'n 0.08 Length 1.0' L/360 1.0 = Timber -soft, D.Fir-L, No.1, 6x12" Self Weight of 15.02 plf automatically included in loads; ` Lateral support: top= full, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) r Criterion Analysis Value Design Value' Analysis/Design Shear fv @d = 49 Fv' 106 fv/Fv' _' 0.46 Bending(+) fb =, 732 Fb' = 1687 fb/Fb'.= 0.43 Live Defl'n 0.08 <L/999 0.40 = L/360 0.19 Total Defl'n 0.22 = L/653 0.60 = L/240 0.37 ADDITIONAL DATA: FACTORS: F CD CM Ct CL ' CF - CV P' Cfu • Cr LC# Fb'+= 1350 1.25 1.00, 1.00 1.000 - 1.00 1.000. 1.00 x'1.00 2 Fv' = 185 1.25 1.00 - 1.00 2 Fcpr= 625 1.00 1.-00 E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+C,°M 7398 lbs -ft Shear LC# 2 D+C, V =' 2466, V@d'= 2072 lbs - Deflection: LC# 2 = D+C EI=1115.29e06 lb -int Total Deflection='1.50('Dead Load Deflection) t Live Load Deflection. (D=dead L=live S=snow w=wind. I=impact C=construction CLd=concentrated). (All LC's are listed in the Analysis output) rs , DESIGN NOTES:. 1. Please verify that the default deflection limits are appropriate for your application., -` 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ' f 41 4" ADDITIONAL DATA: FACTORS: F CD CM Ct CL ' CF - CV P' Cfu • Cr LC# Fb'+= 1350 1.25 1.00, 1.00 1.000 - 1.00 1.000. 1.00 x'1.00 2 Fv' = 185 1.25 1.00 - 1.00 2 Fcpr= 625 1.00 1.-00 E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+C,°M 7398 lbs -ft Shear LC# 2 D+C, V =' 2466, V@d'= 2072 lbs - Deflection: LC# 2 = D+C EI=1115.29e06 lb -int Total Deflection='1.50('Dead Load Deflection) t Live Load Deflection. (D=dead L=live S=snow w=wind. I=impact C=construction CLd=concentrated). (All LC's are listed in the Analysis output) rs , DESIGN NOTES:. 1. Please verify that the default deflection limits are appropriate for your application., -` 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ' f �. Cry. ' - •�.,` - 1 � r ♦ - - WoodV\/brsk- 'SaffW"EMI? *'DOD agwff LOADS: ( lbs, psf, or plf ) COMPANY PROJECT Eugene Resid. Ridge BM.Master Bed. Rm. Beam9 Design Check Calculation Sheet Sizer 2002a Load Type Distribution Magnitude Location [ft] I Pattern fv @d = 67 fb = 1433 0.43 = L/734 1.31 = L/242 3048 Total Start End Start End Load? Loadl Dead Full UDL 276.0 1.3 No Load2 Constr. Full UDL 230.0 1.00 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : -eu Dead 4111 Design Value 4111 Live 3048 fv @d = 67 fb = 1433 0.43 = L/734 1.31 = L/242 3048 Total 7159 1.00 1.000 7159 Bearing: 1.00 1.00 2 1.3 1.00 1.3 Length GlulamSimple, VG West.DF, 24F -V4,8 -3/4x16-1/2" Self Weight of 34.29 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Anal sis/Desi n FACTORS: F CD Shear Bending(+) Live Defl'n Total Defl'n. fv @d = 67 fb = 1433 0.43 = L/734 1.31 = L/242 Fv' = 237fv/Fv' Fb' = 2691 0.88 = L/360 1.33 = L/240 = -0.28 fb/Fb' = 0.53 0:49 0.99 1.00 1.00 1.000 1.00 0.897 1.00 1.00 2 Fv' = 190 1.25 1.00 1.00 2 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.25 1.00 1.00 1.000 1.00 0.897 1.00 1.00 2 Fv' = 190 1.25 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Q' Bending(+): LC# 2 = D+C, M = 47428 lbs -ft Shear : LC# 2 = D+C, V = 7159, V@d = 6416 lbs Deflection: LC# 2 = D+C EI=5895.82e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) V1 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). u COMPANY PROJECT ® Eugene Resid. w6odM r ks.HDR.Front Of M.BDRM. ' Beam10 '• ' ^SOFMAJ?EJM Y00DDF.8CN •r r- 1, • r t .i `r W Design Check Calculation Sheet y � 3 Sizer 2002a �. LOADS: ( lbs, psf, or plf) . } ^ ' Load Type Distribution Magnitude_.Location [ft] Pattern Live 585 - Start End Start End Load? Loadl Dead Full UDL 318.0 _ No Load2 Constr. Full UDL 240.0 698 No MAXIMUM REACTIONS`(Ibs) and BEARING LENGTHS (in) : Dead 799 Value 2663799 Value Anal sis/Desig*n Live 585 - 1950 .106 585 Total 1384 fb = 4613 Fb' = 1384 Bearing: 0.26 Bending(-) fb = 698 Fb' = 1.0• •fb/Fb' = 1.3' , 1.0 Length Timber -soft, D.Fir-L, No. 1, 6x8 Self Weight of 9.8 plf automatically included in loads; ° Lateral support: top= full, bottom= at supports; Load combinations: ICBO-UBC; . SECTION vs. DESIGN CODE NDS -1997: ( stress=psi, and in) . 3 Criterion Analysis Value Design Value Anal sis/Desig*n Shear fv @d = 71 Fv' = .106 fv/Fv' = 0.67 Bending(+) fb = 393 Fb' = 1500 fb/Fb' = 0.26 Bending(-) fb = 698 Fb' = 1500 •fb/Fb' = 0.47 - Live Defl'n 0.01 = <L/999 0.22 = L/360 1. Please verify that the default deflection limits are appropriate for your application. 0.06 ' .Total Defl'n 0.04 = <L/999 0.32 = L/240 0.12 ADDITIONAL DATA: ' FACTORS: F CD CM Ct CL CF CV Cfu Cr, L LC# y" Fb'.+= 1200 1.25 1.00 1.00 1.000 1.00 1'.000 1.00 1.00. 2 Fb',-=1200. 1.25 1'.00 1.00 1.000 1.00 i.000 1.00 X1.00" 2 ' = 85 1.25. 1.00 1.00 [ :. 2 • �, Fcp'= 625 1-:00 1.00 E' = 1.6 million 1.00." 1.00 '. 4'2` ` �. Bending(+)b LC# 2 = D+C, M = 1687•lbs-ft, Bending(-): LC# 2 = D+C,`M = 2999 lbs -ft Shear LC# 2 = D+C, V = 2307, v@d = 1952 lbs r' Deflection: LC#'2.= D+C EI= 309.37e06 lb -int Total•Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. .(D --dead L=live S=snow` W=wind I=impact C=construction CLd=concentrated) (All.LC's are listed in the Analysis output)> 4r DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. ' 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span, beams and to the full length of cantilevers and other spans: 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. !£ it ',. ,, a• , a � �,zs COMPANY PROJECT' 4 " Eugene Resid: /'!�^ k ® Ridge BM.At Hall. •'S0f1WARE F" WOOD DENGN - I Feb. 6. 2003 13-07AR Design Check Calculation Sheet Sizer 2002a h LOADS: ( lbs, psf, or plf) Load Type Distribution Magnitude Location [ft) Pattern 1823 fv @d = 2737 Start End Start End Load? Loadl Dead Full UDL 312.0 No Load2 Constr. Full UDL 260.0' 1.8 No' Load3 Dead Point 468 16.00 No Load4 Constr.. Point 400 16.00 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : Dead 2316 Value 3426 Value Live 1823 fv @d = 2737 Fv' = Total 4139 Bending(+) 6163 ' Bearing: fb/Fb' _- 0.62 Bending(-). • fb = 1.2 Fb' = 1.8 0.0 Length Timber -soft, D.Fir-L, No.1, 6x14" Self Weight of 17.64 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) a Criterion Analysis Value Design Value Anal sis/Desi n Shear fv @d = 76 Fv' = 106 fv/Fv' 0.71 Bending(+) fb,= 1044 Fb' ='1671 fb/Fb' _- 0.62 Bending(-). • fb = 141 Fb' = 1670 fb/Fb' _. 0:08 Deflection: 0.13 = <L/999 0.48 L/360 ' 0.27 Interior Live Total .0.38 L/452 0.73 = .W240 0.53 Cantil. Live 0.04 = L/442 0.10 = L/180 0:41 Total 0.12 L/151 0.15 = L/120 0.79 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.25 1.00, 1.00 1.000 0.99 -1.000 1.00 1.00 2' r Fb:= -1350 1.25 1.00 1.00 0.999 0.99 1.000 1.00 1.00 2 +; EV, 85 1.25 1.00 1.00 2 Fcp'= 625 1.00, 1.00" r E' = 1.6 million 1.00 1.00 , 2 Bending (+) : LC# 2 = D+C, M = .14529 lbs -ft Bending(-): LC# 2 = D -4-C, M = •1965, lbs -ft Shear :.LC# 2 = D+C, V = 4410, V@d =• 3747 lbs ' Deflection: LC# 2 = D+C EI=1804.25e06'lb=in2 ,•' Total Deflection- 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead .L=live 'S=snow W=wind I=impact-"C=construction CLd=concentrated) ` (All LC's are listed in the Analysis output) c• DESIGN NOTES: , 1. Please verify'that the default deflection limits are appropriate for your application: 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions. be extended to the middle 213 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members. shall be laterally supported according to the provisions of NDS Clause 4.4.1_ � . s .T ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.25 1.00, 1.00 1.000 0.99 -1.000 1.00 1.00 2' r Fb:= -1350 1.25 1.00 1.00 0.999 0.99 1.000 1.00 1.00 2 +; EV, 85 1.25 1.00 1.00 2 Fcp'= 625 1.00, 1.00" r E' = 1.6 million 1.00 1.00 , 2 Bending (+) : LC# 2 = D+C, M = .14529 lbs -ft Bending(-): LC# 2 = D -4-C, M = •1965, lbs -ft Shear :.LC# 2 = D+C, V = 4410, V@d =• 3747 lbs ' Deflection: LC# 2 = D+C EI=1804.25e06'lb=in2 ,•' Total Deflection- 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead .L=live 'S=snow W=wind I=impact-"C=construction CLd=concentrated) ` (All LC's are listed in the Analysis output) c• DESIGN NOTES: , 1. Please verify'that the default deflection limits are appropriate for your application: 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions. be extended to the middle 213 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members. shall be laterally supported according to the provisions of NDS Clause 4.4.1_ � f .T y COMPANY WoodM-rkso. ,sotrwaarsoa ivoon�vcx Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) PROJECT Eugene Resid. HDRAt Front Of Liv. Beam12 Load Type Distribution Magnitude Location [ft] Pattern fv @d = 75 1040 Total Start End Start End Load? Loadl Dead Full UDL 342.0 0.08 = <L/999 No Load2 Constr. Full UDL 260.0 0.40 = L/240 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : Dead 1407 Design Value 1407 Live 1040 fv @d = 75 1040 Total 2447 Bending(+) 2447 Bearing: fb/Fb' = 0.76 1.00 Live Defl'n 0.08 = <L/999 0.27 = L/360 0.29 - Length 1.0 0.40 = L/240 1.0 Timber -soft, D.Fir-L, No. 1, 6x8" Self Weight of 9.8 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBO-UBC.; SECTION vs. DESIGN CODE NDS -1997: ( stress=psl, and in) Criterion. Analysis Value Design Value Anal sis/Desi n FACTORS: F CD . Shear fv @d = 75 Fv' = 106 fv/Fv' = 0.71 1.00 Bending(+) fb = 1139 Fb' = 1500 fb/Fb' = 0.76 1.00 Live Defl'n 0.08 = <L/999 0.27 = L/360 0.29 - Total Defl'n 0.23 = L/409 0.40 = L/240 0.59 ADDITIONAL DATA: FACTORS: F CD . CM Ct CL CF CV Cfu Cr LC# Fb'+= 1200 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 4894 lbs -ft Shear : LC# 2 = D+C, V = 2447, V@d = 2065 lbs Deflection: LC# 2 = D+C EI= 309.37e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT ® Eugene Resid. '. Wdod.-W.---torks HDR.At Front Of Liv. , Beam13 'SOff1VARFfORWOOD OtVt.N Feb. 6,2003 100-2-3 Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf) Dead - Load Type Distribution Magnitude -Location,(ft) Pattern Shear Total 3856 fv/Fv' = 0.73, 3856 Bearing: Start End Start End Load? y. Live Defl'n Length Loadl Dead Full UDL392.0 No 0.39 L/382 Load2 Constr. Full UDL' 260.0 No Dead - 2231 Analysis Value 2231 Live 16251M t Shear Total 3856 fv/Fv' = 0.73, 3856 Bearing: fb 1193 Fb' = 1687 fb/Fb' =..0.71 y. Live Defl'n Length 1:1 0.31 ` Timber -soft, D.Fir-L, No. 1, 6x12" , Self Weight of 15.02 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE`NDS-1997: (stress=psi, and in ADDITIONAL DATA: } , FACTORS: F CD CM Ct CL CF` CV Cfu, Cr LC# , Fb'+= 1350 1.25 1.00 1.00 1.000 11.00 1.000 1.00:• 1:00. 2 Fv! = 85 1.25 ' 1.00 1.00 r y 2. K Fcp'= 625 1.00 1.00 4 E. = 1.6 million. .1.00 1.00 -2 ; Bending(+): LC# 2 = D+C; M = 12051 lbs -ft 'Shear LC# 2 ='D+C, V = 3856, V@d 3265 lbs: Deflection: LC# 2 = D+C-EI=1115.29e06 lb -int Total Deflection = 1.50(Dead.:Load Deflection) + Live Load Deflection. + (D=dead 'L=live S=snow W=wind I=impact C=construction-.CLd=concentrated) `'•� ;y°`• (All LC's are listed in the Analysis output) DESIGN NOTES: t. 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Criterion Analysis Value Design ValueAnal sis/Desi n Shear fv @d = 77 Fv' = 106 fv/Fv' = 0.73, Bending(+) fb 1193 Fb' = 1687 fb/Fb' =..0.71 y. Live Defl'n 0.13 = <L/999 0.42 = L/360 0.31 ` Total Defl'n 0.39 L/382 0.63 =: L/240. 0.63 ADDITIONAL DATA: } , FACTORS: F CD CM Ct CL CF` CV Cfu, Cr LC# , Fb'+= 1350 1.25 1.00 1.00 1.000 11.00 1.000 1.00:• 1:00. 2 Fv! = 85 1.25 ' 1.00 1.00 r y 2. K Fcp'= 625 1.00 1.00 4 E. = 1.6 million. .1.00 1.00 -2 ; Bending(+): LC# 2 = D+C; M = 12051 lbs -ft 'Shear LC# 2 ='D+C, V = 3856, V@d 3265 lbs: Deflection: LC# 2 = D+C-EI=1115.29e06 lb -int Total Deflection = 1.50(Dead.:Load Deflection) + Live Load Deflection. + (D=dead 'L=live S=snow W=wind I=impact C=construction-.CLd=concentrated) `'•� ;y°`• (All LC's are listed in the Analysis output) DESIGN NOTES: t. 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ry rA, _ - ., + ...art /• !. Al - v ' ,. � _ A ;.... f � eye'. • .• , • K COMPANY Q):WoodU b rks. -SOf71YARFF08t1'OOD DISiL`N Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) PROJECT Eugene Resid. HDR.At Rear Of Liv. Beam14 Load Type Distribution Magnitude Location [ft] Pattern Shear 722 Total Start End Start End Load? Loadl Dead Full IIDL 234.0 1.0 No Load2 Constr. Full IIDL 170.0 L/360 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : Dead 1036 Value 1036 Live 722 Shear 722 Total 1759 106 1759 Bearing: fb = 870 Fb' = 1.0 fb/Fb' = 0.58 1.0 Length Timber -soft, D.Fir-L, No. 1, 6x8" Self Weight of 9.8 pif automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: ( stress=osi, and In) Criterion Analysis Value Design Value Anal sis/Desi n Shear fv @d = 55 Fv' = 106 fv/Fv' = 0.51 Bending(+) fb = 870 Fb' = 1500 fb/Fb' = 0.58 Live Defl'n 0.06 = <L/999 0.28 = L/360 0.23 . Total Defl'n 0.20 = L/501 0.43 = L/240 0.48 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1200 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 3737 lbs -ft Shear : LC# 2 = D+C, V = 1759, V@d = 1500 lbs Deflection: LC# 2 = D+C EI= 309.37e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 1r - COMPANY PROJECT Eugene Resid. %� ® Wood' Y M 0tk5 Ridge Liv. Beam15 -SOflfVAIIEfOYivOOD DEUGN Design Check Calculation Sheet Sizer 2002a I LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft]Pattern 5032 Shear 5032 Total Start End Start End Load? Loadl Dead Full UDL 396.0 2538 No Load2 Constr. Full UDL 330.0 L/360 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : Dead 6857 Value 6857 Live 5032 Shear 5032 Total 11889 237 11889 Bearing: fb = 1377 Fb' = 2538 fb/Fb' = 0.54 Live Defl'n 0.43 = Length 1.7 L/360 1.7 Glulam-Simple, VG West.DF, 24F -V4,10 -3/4x21" Self Weight of 53.62 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: ( stress=Dsi, and In) Criterion Analysis Value Design Value jAnal sis/Desi n Shear fv @d = 70 Fv' = 237 fv/Fv' = 0.29 Bending(+) fb = 1377 Fb' = 2538 fb/Fb' = 0.54 Live Defl'n 0.43 = L/850 1.02 = L/360 0.42 Total Defl'n 1.31 = L/279 1.53 = L/240 0.86 v" r .. ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.25 1.00 1.00 1.000 1.00 0.846 1.00 1.00 2 Fv' = 190 1.25 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 90655 lbs -ft Shear LC# 2 = D+C, V = 11889, V@d = 10525 lbs Deflection: LC# 2 = D+C EI=14933.12e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind i=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). z BEAM. # 16 FIREPLACE AT LIVING ROOM BEAM LENGTH 0.00 4.50 SUPPORTS .00 4.50 APPLIED LOADS --------------- POINT LOAD = 11889 AT 2.25-'jEK LBS UNI F LOAD = 150 PLF REACTIONS LEFT: 6282.0 RIGHT: 6282.0 SECTION PROPERTIES: A = 61.500 IN**2 FV=165. PSI ----- -------------- S = 123.000 IN**3 E =1800000. PSI I = 738:000 IN**4 DF=1.00 ANALYSIS: CRITICAL SHEAR = 6132. LBS @ 1.00 --------- FV= 165. ==> 1.5*V/(A*FV*DF) _ .91 ** SPAN MAX MOM.= 13755. FT -LBS @ 2.25 FT FB=2400. ==> M/(FB*S*DF)= .56 DEFLECTION -.03 @ 2.25 (L/240.= .22) +------------------------+ USE 24F GLB 5.125X 12.0 -------------------------- 4, ---------------------- -+4, Y)F101 "'M �l 51�� COMPANY PROJECT. ` Eugene Resid. + Ridge BM.At Foyer WbOdWbrks. Beam17- - - -SOf7iVAYfAD9-WOOD DENCN • ' ' Design Check Calculation Sheet Sizer 2002a LOADS: l lbs, psi or plf REACTIONSMAXIMUM a� y�"'"�^ ,�x,.°" F i�v�r �u�`` � "� _''�, �1,� ��`'� � ��... �2-i ��'s�"'*^. ��..�•.,�� � -.�"_ rt `�'r �° �'. r sty .J'�T� si `L' "` •t axe �xxd' s 1t a*""` �-r T i' ,€;`,is '�' }, .. � f..r� �..�'��:� ��. K'.��.5.....;�Y.,`'';L��-r�x�`�^.�, ,a �+e�'�+�.xy��y�s� �s �'�''�r' 3r �x.� p�.; w,`��c s.ti �&k�r AS;. �� „•a- Dead Load Type Distribution Magnitude: Location [ft] :Pattern 1015 Total 2342 c 2342 Bearing: Start End Start End Load? y Length Loadl Dead Full UDi 168.0 No 0:37 = L/470 Load2 Constr. Full U D L 140.0 - No REACTIONSMAXIMUM a� y�"'"�^ ,�x,.°" F i�v�r �u�`` � "� _''�, �1,� ��`'� � ��... �2-i ��'s�"'*^. ��..�•.,�� � -.�"_ rt `�'r �° �'. r sty .J'�T� si `L' "` •t axe �xxd' s 1t a*""` �-r T i' ,€;`,is '�' }, .. � f..r� �..�'��:� ��. K'.��.5.....;�Y.,`'';L��-r�x�`�^.�, ,a �+e�'�+�.xy��y�s� �s �'�''�r' 3r �x.� p�.; w,`��c s.ti �&k�r AS;. �� „•a- Dead 1327 - 1327 .Live 1015 1015 Total 2342 c 2342 Bearing: fb = 840 Fb' = 1687 fb/Fb'. 0.50 Live Defl'n Length 1.0 0.26 1.0 Timber -soft, D.Fir-L, No. 1, 6x12" S 61 Weight of 15.02 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psia and in)'" ADDITIONAL DATA: FACTORS: F CD. 'CM Ct CL CF CV Cfu Cr Li Fb'+= 1350 1.25' "1•:00 1.00 1.000 1.00 1.000 1.00. .1:00 2 ; Fv' = 85 1.25 1.00 1.00 2; Fcp'= 625 1.00 1.00 E' _ -1.6 million 1.00 1.00 2 �' Bending (+'): LC# 2,= D+C, M = 8489 lbs -ft ' Shear LC# 2 D+C,~ V = 2342, V@d 2032 lbs Deflection: LC# 2,= D+C EI=1115.29e06 lb-in2 Total Deflection = 1.50(Dead•Load Deflection) + Live Load Deflection. + w (D" -dead L=live 'S=snow. W=wind I=impact C=construction-,CLd=concentrated)_. (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clauie 4.4.1. Criterion' Analysis Value Design Value Anal sis/Desi n Analysis/! r_ Shear fv @d = - 48 Fv' = 106 fv/Fv' 0.48 Bending(+) fb = 840 Fb' = 1687 fb/Fb'. 0.50 Live Defl'n .0:12.= <L/999 0.48"= L/360 0.26 ,• Total Defl'n 0:37 = L/470 0.73 = .L/240 0.51 ADDITIONAL DATA: FACTORS: F CD. 'CM Ct CL CF CV Cfu Cr Li Fb'+= 1350 1.25' "1•:00 1.00 1.000 1.00 1.000 1.00. .1:00 2 ; Fv' = 85 1.25 1.00 1.00 2; Fcp'= 625 1.00 1.00 E' _ -1.6 million 1.00 1.00 2 �' Bending (+'): LC# 2,= D+C, M = 8489 lbs -ft ' Shear LC# 2 D+C,~ V = 2342, V@d 2032 lbs Deflection: LC# 2,= D+C EI=1115.29e06 lb-in2 Total Deflection = 1.50(Dead•Load Deflection) + Live Load Deflection. + w (D" -dead L=live 'S=snow. W=wind I=impact C=construction-,CLd=concentrated)_. (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clauie 4.4.1. Load -Type Distribution f Magnitude Start End Location [ft] Start- End Pattern Load? Loadl Dead Point 58.57 3.50' No Load2 Constr. Point 5032 3.50 -.No Load3 Dead ' Point 1327, 5.50 No Load4 Constr. Point 1015 5.50 No Loads Dead Full UDL 60.0 No= MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : Dead 3757 t 3986 Dead 3757 :' z' 3986 Live 2959 _ 3093 Total 6712 237 7079 Bearing: fb 2247 Fb' = 2.0 - c 2.1' Length Glulam-Simple, VG West.DF, 24F -V4,5 -1/8x12" Self Weight of 14.61 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load c ombinatioris:.ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Desi n Value Analysis/Desin Shear fv @d 170 Fv' = 237 fv/Fv' = 0.72 Bending(+) fb 2247 Fb' = 3000 fb/Fb' 0.75 Live Defl'n 0.07 <L/999 0.25 = L/360 •0.26 Total Defl'n 0.19 = L/479 0.38 =. L/2`40 0.50 ADDITIONAL DATA: FACTORS: F CD CM 'Ct CL CF CV Cfu Cr LC# i< Fb'+= 2400 1.25` 1:00 1.00 1.000 1.00 1.000 1.00 1.00 2 r Ell =190 1.25 1.00. 1.00. 2 . .Fcp'= 650 1.00 •1.00 _ E' = 1.8 million.. 1.00 1.00 '4 2 Bending(+): LC# 2 D+C, M = 23035 lbs -ft - Shear : LC# 2 = D+C, V = 7024,.V@d = 6979 lbs Deflection -LC# 2 = D+C EI=1328.38e06 lb -int Total.Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. ,(D --dead L=live. S=snow W=wind I=impact C=construction Cid=concentrated) ' (All LC's are listed in the Analysis output) DESIGN NOTES: x 1. Please verify that the default deflection limits are appropriate for your application. 2: GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. ` 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). ti a'. . . COMPANY PROJECT Eugene Resid. ®` HDR At Front Of Foyer r .. , WoodWdrks. eeam19 a Y • 6QFTVAAFFOY WDODDLHfN c r, A i � n �•^�.'- 7. Design Check Calculation Sheet Sizer 2002a LOADS: { lbs, psf, or plf) Load Type Distribution Magnitude Location [ft] ,Pattern 813 V-.. 813 Total Start End Start End" Load? Loadl Dead Full UDL 330.0 41'.0 No Load2 Constr. Full UDL 250.0 = L/360 No MAXIMUM • REACTIONS (Ibs) and BEARING LENGTHS (in) Dead 1104 Value 1104 Live 813 V-.. 813 Total 1917 = 106 { 1917 Bearing: fb = 725 " Fb' 41'.0 fb/Fb' _, 0.48 1.0 Length Timber -soft, D.Fir-L, No. 1, 6x8" Self Weight of 9.8 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBG -UBC; - SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) 4 Criterion Analysis Value Design Value Anal sis/Desi n ' Shear fv @d = 56 Fv' = 106 fv/Fv',= 0.53 Bending(+) fb = 725 " Fb' = 1500 fb/Fb' _, 0.48 Live Defl'n 0:03 = <L/999 0.22 = L/360 0.15 Total Defl'n 0.10 = 'L/790 0:32 = L/240 0.30 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV: Cfu x.Cr LC# Fb'+=� 1200 1.25 1.00 1:00 1.000• 1.00 W1.000 1.00 1.00 2 Fv' = • 85 1.25 1.60. 1.00 2 _. Fcp'= 625 1.00 1.00 = �, E' 1.6 million 1:00 .1.00 2' '• G Bending(+): LC# 2 D+C, M _, 3115 lbs -ft Shear LC# 2 =.D+C, V = 1917, V@d 1548 lbs . s Deflection: LC# 2 = D+C EI= 309.37606 lb -int Total Deflection=' 1.50 (Dead Load -Deflection) + Live Load Deflection. (D=dead L --live S=snow W=wind I=impact C=construction CLd=concentrated);• (All LC's are listed in the Analysis output) 2' DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. s . 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.' . y COMPANY PROJECT ® Eugene Resid. Q)WoodW.. brks, _ Drop BM At Front OF Dining w Beam20 _ `SOfJM'ARFfOIIWOOD D074N .. 1 Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or pif) , MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) Load Type Distribution Magnitude 11 Location [ft] I Pattern -Analysis Shear 1140 Total Start End Start End Load? Loadl Dead" Full UDL 408.0 _. 1.0 No Load2 Constr. Full UDL 240.0 L/360 No Dead 1997 Value 1997 Live 1140 -Analysis Shear 1140 Total 3137 - '' 3137 Bearing: fb = 1081 Fb' = 1.0 _ 1.0 Length { - Timber -soft, D.Fir-L, No. 1, 6x10" Self Weighbof 12.41 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations:ICBO-UBC; x SECTION vs. DESIGN CODE NDS -1997. (stress=psi, and in) Criterion Value Design Value Anal sis/Desi n -Analysis Shear fv @d = 75 EIV, = 106 fv/Fv' = 0.71', Bending(+)' fb = 1081 Fb' = 1687 fb/Fb' = 0.64 '. Live Defl'n 0.07 = <L/999 '0.32 L/360 0.22 Total Defl'n 0.25 = L/449 0.48 = L/240 . 0.53 ADDITIONAL DATA: . FACTORS: F CD CM Ct CL CF +' CV_ Cfu Cr LC# Fb'+= 1350 -1.25 1.00 11.00 1.000. 1.00' 1.000 1.00 ' 1.00 •. 2 Fv' -= 85 1.25 1.00 1.00 2 Fcp'= 625 F 1.00 1.00- E' = 1.6 million 1.00 1.00 Y , 2 G Bending(+): LC# 2 = D+C, M = 7450lbs=ft J . yq Shear LC# 2 = D+C, V = 3137,•V@d = 2614 lbs' Deflection: LC# 2 D+C EI= 628.73e06 lb -int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection: (D=dead L=live S=snow W=wind I=impact. C=construction CLd=concentrated)' (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. F 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. V.Vb. kslOOD DFSIGN COMPANY PROJECT Eugene Resid. HDR At Rear OF Dining. Beam21 Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern fv @d = 66 893 Total Start End Start End Load? Loadl Dead Full UDL 282.0 Length No Load2 Constr. Full UDL 210.0 0.43 = L/240 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : Dead 1240 Design Value 1240 Live 893 fv @d = 66 893 Total 2133 Bending(+) 2133 Bearing: 1.0 1.00 1.0 Length Timber -soft, D.Fir-L, No. 1, 6x8" Self Weight of 9.8 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: ( stress=psi, and in) Criterion Analysis Value Design Value Anal sis/Desin FACTORS: F CD Shear fv @d = 66 Fv' = 106 fv/Fv' = 0.62 1.00 Bending(+) fb = 1055 Fb' = 1500 fb/Fb' = 0.70 1.00 Live Defl'n 0.08 = <L/999 0.28 = L/360 0.28 - Total Defl'n 0.25_= L/414 0.43 = L/240 0.58 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1200 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 4532 lbs -ft Shear : LC# 2 = D+C, V = 2133, V@d = 1819 lbs Deflection: LC# 2 = D+C EI= 309.37e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. G COMPANY PROJECT + .. Eugene Resid. - WOO'd Wor kBeam22 s® HDR At Family RM. . "SOf1WAOffOF WDODDWCN -04 Design Check Calculation Sheet Sizer 2002a 4c. LOADS: ( lbs, psf, or plf) a tq Load Type, Distribution. ` Magnitude Start End Location [ft] Start End Pattern Load? Loadl Dead Full UDL 102.0 �. No- Load2 Constr.. Full UDL` 60.0 1687 No Load3 Dead Trapezoidal 144.0_228.0 0.00. 10.50 - No• " Load4 Constr.. Trapezoidal' 120.0 . 190.0 } 0:00 10.50'.- No - Load5 Dead `, Point 809 7.50 No Load6 Constr. Point 607 ? 7.50 No MAXIMUM REACTIONS Ib d BEARING LENGTHS " 1 s) an (m) . Dead 1735 Value- 2229 Live 1241 Shear 1624 Total 2976 106 3852 Bearing: fb = 1369 Fb' = *= 1687 fb/Fb' '_, 0.81 Live Defl'n 0.12 = Length 1.0 L/360 1.1' Timber -soft, D.Fir-L,,No.1, WO"'- Self x10"' Self Weight of 12.41 plf automatically included in loads;' Lateral support: top= full, bottom= at supports; Load combinations' ICBG -UBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value- Desi n Value Anal sis/Desi n Shear fv @d = . 96 F11- 106 fv/Fv' 0.90 Bending.(+)' fb = 1369 Fb' = *= 1687 fb/Fb' '_, 0.81 Live Defl'n 0.12 = <L/999 0.35 L/360 0.36 Total Defl'n . 0.38 = L/3300.52 = �L/240- _ 0.73 ADDITIONAL DATA: FACTORS: F CD r' CM . Ct CL` CF CV Cfu Cr LC# Fb'+ 1350, 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 F�. EV, = 85 1.25 1.00 1.00 2. `. Fcp'= 625 1.00 1:00 E' = 1.6 million 1.00 1.00 ' .2 f Bending(+).: LC# 2 D+C, M,= lbs -ft Shear LC# 2 = D+C, V 3787, V@d = 3343 lbs. Deflection: LC# 2'= D+C EI= 628.73e06 lb -int 'Total Deflection = 1.50 (Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind .I=impact C=construction CLd=concentrated) '� r "(All LC's are listed in the Analysis output) , DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4 1.. '. ' Wood 6:.rks 'SOfJWARFFOP WOOD DiUC,N I LOADS: ( lbs, psf, or plf ) COMPANY PROJECT Eugene Resid. Ridge BM. At Family RM. Beam23 Design Check Calculation Sheet Sizer 2002a Load Type Distribution Magnitude Location [ft) Pattern Shear 6020 Total Start End Start End Load? Loadl Dead Full UDL 516.0 2.4 No_ Load2 Constr. Full UDL 430.0 L/360 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : Dead 7879 Value 7879 Live 6020 Shear 6020 Total 13899 237 13899 Bearing: fb = 1581 Fb' = 2.4 fb/Fb' = 0.61 2.4 Length Glulam-Simple, VG West.DF, 2044,8-3/4x22-1/2" Self Weight of 46.76 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Anal sis/Desi n. Shear fv @d = 92 Fv' = 237 fv/Fv' = 0.39 Bending(+) fb = 1581 Fb' = 2595 fb/Fb' = 0.61 Live Defl'n 0.40 = L/844 0.93 = L/360 0.43 Total Defl'n 1.18 = L/285 1.40 = L/240 0.84 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb!+= 2400 1.25 1.00 1.00 1.000 1.00 0.865 1.00 1.00 2 Fv' = 190 1.25 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 97291 lbs -ft Shear : LC# 2 = D+C, V = 13899, V@d = 12037 lbs Deflection:.LC# 2 = D+C EI=14949.96e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 's~ s'7 �,r � i •� � 'N t- 171.1 �,�r7A'E+a . Load Type Distribution Magnitude, Start End Location '[ft] Start End Pattern` Load? Loadl Dead Point 7879 4.00 No Load2 Constr. Point 6020, 4.00 -' No Load3 Dead ; Point 1327 '•5.50. ;r No Load4 Constr. Point. '1015 5.50 No Load5 Dead Full UDL 90.0 No_ a ' MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) Dead 4423 Value 5568 Live. 3080 Shear 3955 Total 7503. 237 f; Fv' = 0.96 Bearing: ' fb = 2846 Fb' =•3000- 2.3 fb/Fb' 0.95, - 2.9 Length Glulam-Simple, VG West.DF, 24F -V4, 5-1/8x12" t ` Self Weight of 14.61 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Anal sis/Desi n. Shear fv @d = 229 Fv' = 237 f; Fv' = 0.96 Bending(+) fb = 2846 Fb' =•3000- fb/Fb' 0.95, - Live Defl'n 0:08 = <L/999 0.25 = L/360 0:31 Total Defl'n 0.24 = L/381 0.38 = L/240 0.63 ADDITIONAL DATA: FACTORS: F - CD CM Ct CL CF NCV Cfu Cr LC# Eb += 2400 1.25- 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.25. •1:00 ' 1.00 _ 2 Fcp'= 650.1 1.00 1.00 _ E' 1.8 million .1.00- 1.00 2 Bending(+):,LC# 2 = D+C, M = 29176 lbs -ft Shear LC# 2 D+C, V = 9468, V@d = 9392 lbs Deflection: LC#. 2 D+C EI=1328.38e06 lb -int .Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated)' (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. ' 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. " 4. Glulam Beams shall be laterallysupported according to the provisions of NDS Clause 3.3.3. z 5. GLULAM; bearing length based on smaller of Fcp(tension), Fcp(comp'n).. {' t _ , ADDITIONAL DATA: FACTORS: F - CD CM Ct CL CF NCV Cfu Cr LC# Eb += 2400 1.25- 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.25. •1:00 ' 1.00 _ 2 Fcp'= 650.1 1.00 1.00 _ E' 1.8 million .1.00- 1.00 2 Bending(+):,LC# 2 = D+C, M = 29176 lbs -ft Shear LC# 2 D+C, V = 9468, V@d = 9392 lbs Deflection: LC#. 2 D+C EI=1328.38e06 lb -int .Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated)' (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. ' 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. " 4. Glulam Beams shall be laterallysupported according to the provisions of NDS Clause 3.3.3. z 5. GLULAM; bearing length based on smaller of Fcp(tension), Fcp(comp'n).. {' COMPANY Woodftrksa -SOF71vAREFOYWOOD DFSfGN Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) PROJECT Eugene Resid. Drop BM At Rear Patio Beam25 Load Type Distribution Magnitude Location [ft] Pattern Shear 1597 Total Start End Start End Load? Loadl Dead Partial UDL 108.0 108.0 0.00 6.50 No Load2 Constr. Partial UDL 90.0 90.0 0.00 6:50 No Load3 Dead Partial UDL 150.0 150.0 6.50 26.00 No Load4 Constr. Partial UDL 125.0 125.0 6.50 26.00 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : Dead 1948 Value 2153 Live 1426 Shear 1597 Total 3374 237 3750 Bearing: fb = 1497 Fb' = 1.0 fb/Fb' = 0.52 1.1 Length Glulam-Simple, VG West -DF, 241744, 6I&P� Self Weight of 18.26 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load comoinations: ICBG' -UBC; This section FAILS the design check WARNING: This section violates the following design criteria: Deflection SECTION vs. DESIGN CODE NDS -1997: ( stress=psi, and in) Criterion Analysis Value lDesiqn Value Anal sis/Desi n Shear fv @d = 66 Fv' = 237 fv/Fv' = 0.28 Bending(+) fb = 1497 Fb' = 2872 fb/Fb' = 0.52 Live Defl'n 0.48 = L/656 0.87 = L/360 0.55 ' Total Defl'n 1.44 = L/216 1.30 = L/240 4-a'a- Ix W/ ti 1�4 I ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.25 1.00 1.00 1.000 1.00 0.957 1.00 1.00 2 Fv' = 190 1.25 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 23974 lbs -ft Shear LC# 2 = D+C, V = 3750, V@d = 3383 lbs Deflection: LC# 2 = D+C EI=2594.49e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY PROJECT Eugene Resid. WoiodWo.rks® BM At Rear Patio r yx , Beam26 � - •SOE7WAREFDR.WODDOLSlGN .. , .. „ Y, Design Check Calculation Sheet. . t' Sizer 2002a 4 r LOADS: ( lbs, psf, or plf) r~ . MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : Load Type Distribution, Magnitude Location [ft] , Pattern '� Shear Live 1247 4. 1934 Start End Start End Load? a 2909 - 4528 Loadl Dead Full UDL 156.0 0.31'. 0.63 No Load2 Constr. Full UDL 130.0 r . No Load3 Dead Point 1948 10.00 No Load4 Constr. Point 1426 10.00 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : Glulam-Simple, VG West.DF, 24F -V4,5 -118x12" Self Weight of 14.61 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBO-UBC; , SECTION vs. DESIGN CODE NDS -1997: ( stress=psi, and in) - Dead 1657 Desi n Value 2595 2595 Shear Live 1247 4. 1934 Bending(+) fb = 1367 Total 2909 - 4528 Live Defl'n Total Defl'n Bearing: 0.45 L/360 0.67 = L/290 0.31'. 0.63 SYS D R 1.0 1.4, Len th Glulam-Simple, VG West.DF, 24F -V4,5 -118x12" Self Weight of 14.61 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBO-UBC; , SECTION vs. DESIGN CODE NDS -1997: ( stress=psi, and in) - ADDITIONAL DATA: r FACTORS: F CD.' CM Ct CL CF .CV Cfu Cr LC#' c ' Fb'+= 2400 1.25 1.00 1:00 1.1000 1.00 1:'000 1.00 1.00 2 Fv' = 190 1.25 1.00 1.00 r Fcp'= 650 1.00 1.00 E' 1.8 million 1.00 ' 1.00 h 2 t '• ; Bending(+): LC# 2 = D+C, M = 14007 lbs -ft Shear LC# 2 = D+C, V = 4430, V@d = 4158 lbs Deflection: LC# 2 = D+C EI=1328.38e06 lb -int ' `c Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. i (D=dead L=live• S=snow W=wind ,I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) - DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. ' y ' " •" 3 4. Glulam Beams shall be laterally supported according to'the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 11 Criterion Anal sis Value Desi n Value Analysis/Design Shear fv @d = 101 Fv' = 237 f TFV' = 0.93 Bending(+) fb = 1367 Fb' = 3000 fb/Fb' = 0.46 ` Live Defl'n Total Defl'n 0.14 = <L/999 0.92 = L/383 0.45 L/360 0.67 = L/290 0.31'. 0.63 SYS D R ADDITIONAL DATA: r FACTORS: F CD.' CM Ct CL CF .CV Cfu Cr LC#' c ' Fb'+= 2400 1.25 1.00 1:00 1.1000 1.00 1:'000 1.00 1.00 2 Fv' = 190 1.25 1.00 1.00 r Fcp'= 650 1.00 1.00 E' 1.8 million 1.00 ' 1.00 h 2 t '• ; Bending(+): LC# 2 = D+C, M = 14007 lbs -ft Shear LC# 2 = D+C, V = 4430, V@d = 4158 lbs Deflection: LC# 2 = D+C EI=1328.38e06 lb -int ' `c Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. i (D=dead L=live• S=snow W=wind ,I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) - DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. ' y ' " •" 3 4. Glulam Beams shall be laterally supported according to'the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 11 COMPANY WoodMrks.e 'SOf11YAREiOY WOOD DL4GN Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or pif ) PROJECT Eugene Resid. Ridge BMAt Kit. Beam27 Load Type Distribution Magnitude Location [ft] Pattern fv @d = 67 fb = 1102 0.17 = <L/999 0.50 = L/382 1680 Total Start End Start End Load? Loadl Dead Full UDL 252.0 1.1 No Load2 Constr. Full UDL 210.0 1.00 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 17 "-(1&- Dead 2157 iDesign Value 2157 Live 1680 fv @d = 67 fb = 1102 0.17 = <L/999 0.50 = L/382 1680 Total 3837 1.00 1.000 0.99 1.000 3837 Bearing: 1.00 1.00 2 1.1 1.00 1.1 Length Timber -soft, D.Fir-L, No. 1, 6x14" Self Weight of 17.64 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (stress" -Psi, and in) Criterion Anal sis Value iDesign Value Anal sis/Desi n FACTORS: F CD Shear Bending(+) Live Defl'n Total Defl'n fv @d = 67 fb = 1102 0.17 = <L/999 0.50 = L/382 Fv' = 106 Fb' = 1671 0.53 = L/360 0.80 = L/240 fv/Fv' = 0.63 fb/Fb' = 0.66 0.32 0.63 1.00 1.00 1.000 0.99 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 2 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.25 1.00 1.00 1.000 0.99 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 15348 lbs -ft Shear : LC# 2 = D+C, V = 3837, V@d = 3297 lbs Deflection: LC# 2 = D+C EI=1804.25e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: . 1. Please verify that the default deflection limits are appropriate for your application.. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. G e COMPANY PROJECT `a ti " Eugene Resid. 4" a " W-,-. {'�(C HDR At Rear Patio" -bodO.i ks r Beam28 y _ -50"WAAFF0ZW000DVWN . 14, Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or pif) Load Type Distribution. Magnitude ". Location [ft] Pattern Shear 2594 Bearing: Start End Start End Load? . Loadl'Dead fb = Full UDL 75.0 1687 No Load2 Constr. Point 1680 1.50 „ No Load3 Dead Point 2157 7.50 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : Dead Live 1759 840 '. ! '. r 1754 .840 Total 2594 Shear 2594 Bearing: 106 fv/Fv' = 0.56 1.0 fb = 1.0 Len th Timber -soft, D.Fir-L, No. 1, 6x12 s; Self Weight of 15.02 plf automatically included in loads; Lateral support: top= full, bottom= at'supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) f ,� Criterion Anal sis Value Value Analysis/Design Shear fv @d = 59 106 fv/Fv' = 0.56 Bending(+). fb = 1675 rFb' 1687 fb/Fb' = 0.99 Live Defl'n 0,18 = L/983.. L/360 0.37 Total Defl'n 0.67 = L/267 L/240 0.90 ADDITIONAL DATA: FACTORS: F CD CM Ct a CL CF CV, -f, Cfu •Cr• YLC# Fb'+= 1350 1.25' 1.00.:. 1.00 1.000 1.00; 1.000 1.00 1:00 2 Fr ' v' = 85 1.25 1.00 -11.00 2 , Fcp.'= 625 , 1.00 1.00 E' = 1.6 million '1.00 •1.00 W2 Bending (+) :,. LC# 2 = D+C, M = 16921 lbs -ft - Shear LC# 2 = D+C, V = 2594; V@d = 2507 lbs Deflection: LC# 2 = D+C EI=1115.29e06 lb -int Total Deflection = 1.50(Dead'L6ad Deflection) .+ Live Load Deflection. (D=dead L=live 6S=snow W=wind I=impact C=construction CLd=concentrated), . (All LC's are listed in the Analysis output) DESIGN NOTES: F 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT Eugene Resid. ® W OO�IUVo:r ks Ceiling BM At Kit. , x Beam29 i -S0M VAREFMWOODDtSfGN - •�L c .. - Design Check Calculation Sheet`• - Sizer 2002a LOADS: Obs, psf, or plf) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : ' re Load Type Distribution Magnitude Location [ft] Pattern Live 2843 - . _ 2247 Start End.. Start End Load? 5116, •, '' 0.25 = 'L/743" Loadl Dead Full UDL 264.0 No 0.73 = L/254 Load2 Constr. Full UDL 220.0 No"- Load3 Dead Point 2157. 5.00 No' ; Load4 Constr. Point 1680 5.00 ? No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : ' re Glulam-Simple, VG West.DF, 24F -V4,5 -1/8x13-1/2" Self Weight of 16.43 plf automatically included in loads; • , K' Lateral support: top= at supports, bottom= at supports; Load combinations: ICBG -UBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) r Dead 3635 k '2869 Live 2843 - . _ 2247 Total 6478 fb/Fb' = 0Live 5116, Bearing: 0.25 = 'L/743" 0.52 = L/360, 0��,,�pATotal 1.9 ' 1.5 0.73 = L/254 Length 0 Glulam-Simple, VG West.DF, 24F -V4,5 -1/8x13-1/2" Self Weight of 16.43 plf automatically included in loads; • , K' Lateral support: top= at supports, bottom= at supports; Load combinations: ICBG -UBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) r ADDITIONAL DATA: f •• ' .,. . FACTORS: F CD CM L. Ct CL `CF CV Cfu Cr LC# +s , Fb'+= 2400 1.25 1.00• 1.00 0.951 1.00 1.000 .1.00 1.00 2- t' FV'' = 190 1.25' -1.00 1..00 F �« 27,• ,. Fcp'= 650 1:00 1.00 - y E' _ 1:8 million 1.00 1.00 •2 ' Bending(+): LC# 2 = D+C, M = 26149 lbs -ft + •,s� ' Shear :'LC# 2 = D+C, V = 6478, V@d 5915 lbs Deflection: LC# 2 = D+C EI=1891.38e06 lb -int Total Deflection = 1:50(Dead Load Deflection) + Live.,Load Deflection:' (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated);o (All LC's are listed in the Analysis output) y DESIGN NOTES: +.. . 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3:2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. t ` 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). _ - CriterionAnalysis Value Design Value An sis/DesiInShear fv @d'= 128 Fv' = .237 fv/Fv' = .0Bending(+) fb = 2016 Fb!-= 2854 fb/Fb' = 0Live Defl'n 0.25 = 'L/743" 0.52 = L/360, 0��,,�pATotal Defl'n 0.73 = L/254 0.77' = L/240 0 I�AA� 0/JR6A ^AAAAO ADDITIONAL DATA: f •• ' .,. . FACTORS: F CD CM L. Ct CL `CF CV Cfu Cr LC# +s , Fb'+= 2400 1.25 1.00• 1.00 0.951 1.00 1.000 .1.00 1.00 2- t' FV'' = 190 1.25' -1.00 1..00 F �« 27,• ,. Fcp'= 650 1:00 1.00 - y E' _ 1:8 million 1.00 1.00 •2 ' Bending(+): LC# 2 = D+C, M = 26149 lbs -ft + •,s� ' Shear :'LC# 2 = D+C, V = 6478, V@d 5915 lbs Deflection: LC# 2 = D+C EI=1891.38e06 lb -int Total Deflection = 1:50(Dead Load Deflection) + Live.,Load Deflection:' (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated);o (All LC's are listed in the Analysis output) y DESIGN NOTES: +.. . 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3:2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. t ` 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). _ - COMPANY WoodWOrks" . .:SOfMARE FM IVDOD Df9GN Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) PROJECT Eugene Resid. HDR.At Rear Of Fam. Beam30 Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? Loadl Dead Full UDL 45.0 106 No Load2 Dead Partial UDL 318.0 318.0 0.00 7.00 No Load3 Constr. Partial UDL 265.0 265.0 0.00 7.00 No Load4 Dead Partial UDL 252.0 252.0 7.00 11.00 No Load5 Constr. Partial UDL 210.0 210.0 7.00 11.00 No Load6 Dead Point 405 11.00 No Load7 Constr. Point 305 11.00 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : �r y- J. Dead 729 Value 3542 Value Analysis/Design Live 513 78 2487 106 fv/Fv' = Total 1242 fb = 6028 Fb' = 1687 Bearing: 0.10 Bending(-) fb = 1015 Fb' = 1687 fb/Fb' = 0.60 Deflection: Length 1.0 1.8 0.01 = 0.0 Timber -soft, D.Fir•L, No. 1, 6x10" Self Weight of 12.41 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 78 Fv' = 106 fv/Fv' = 0.74 Bending(+) fb = 175 Fb' = 1687 fb/Fb' = 0.10 Bending(-) fb = 1015 Fb' = 1687 fb/Fb' = 0.60 Deflection: 0.01 = <L/999 0.23 = L/360 0.02 Interior Live Total 0.02 = <L/999 0.35 = L/240 0.04 Cantil. Live 0.07 = L/694 0.27 = L/180 0.26 Total 1 0.21 = L/223 0.40 = L/120 0.54 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cv Cfu Cr LC# Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fb'-= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 1203 lbs -ft Bending(-): LC# 2 = D+C, M = 6995 lbs -ft Shear : LC# 2 = D+C, V = 3241, V@d = 2734 lbs Deflection: LC# 2 = D+C EI= 628.73e06 lb -int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D --dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT {� ks Eugene Resid. 49)WoodWo # HDRAt Right Of Fam. dOf7WARFFOP WOOD DL9LN Beam31 Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or p1f ) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Dead Full UDL 45.0 No Load2 Dead Full UDL 108.0 No Load6 Dead Point 905 11.00 No Load? Constr. Point 305 11.00 No Loads Constr. Full UDL 90.0 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : HIM Dead 158 2066 Live 38 1257 Total 196 3323 Bearing: Len th 1.0 1.0 Timber -soft, D.Fir-L, No. 1, WWI` Self Weight of 12.41 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 0.90 1.00 1.00 1.000 1.00 1.000 1.00 1.00 1 Fb'-= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 1 = D only, M = 70 lbs -ft Bending(-): LC# 2 = D+C, M = 4883 lbs -ft Shear : LC# 2 D+C, V = 1732, V@d = 1529 lbs Deflection: LC# 2 = D+C EI= 628.73e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN. NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 213 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 94 Fv' = 106 fv/Fv' = 0.41 Bending(+) fb = 10 Fb' = 1215 fb/Fb' = 0.01 Bending(-) fb = 708 Fb' = 1687 fb/Fb' = 0.42 Deflection: 0.0 Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 94 Fv' = 106 fv/Fv' = 0.41 Bending(+) fb = 10 Fb' = 1215 fb/Fb' = 0.01 Bending(-) fb = 708 Fb' = 1687 fb/Fb' = 0.42 Deflection: 0.01 = <L/999 0.23 = L/360 0.09 Interior Live Total 0.03 = <L/999 0.35 = L/290 0.08 Cantil. Live 0.06 = L/781 0.27 = L/180 0.23 Total 0.19 = L/248 0.40 = L/120 0.98 I Load Type. Distribution Magnitude Location [ft] Pattern ' 2862 Total Start End Start End Load? Loadl Dead Full UDL 61.0 2.3 No y Load6.Dead Length Point 7879 3.50 No ' Load? Constr. Point 6020 3.50 No . Loads Constr. Full UDL 14.0 No ' MAXIMUM R FACTIONS (Ibs) and BEARING LENGTHS (in) : 11. . ,-, jjp1{ l HIM MEMO vw�,3.g Dead 4486 Value 3960 Live 3263 ' 2862 Total 7799 237 6822 Bearing: fb = 2592 Fb' 2.3 - 2.0 Length Glulam-Simple; VG West.DF, 24F -V4,5 -1/8x12". Self Weight of 14.61 plf automatically included in loads;. Lateral support: top= full, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) - Criterion Anal sis Value Desi n Value ' Anal sis/DesiInShear fv @d = .187 Fv' 237 fv/F _ .0Bending(+)" fb = 2592 Fb' =•3000'. fb/Fb' 0Live Defl'n 0.07 = <L/999, 0.25 = L/360 ' 0Total Defl'n 0.21 = -L/429 0.38 = L/240 .0 ADDITIONAL DATA: ' FACTORS: F CD CM I Ct CL CF' CV Cfu I Cr LC# FW += 2400 1:25 1.00 1.00 1.000 -1.00 1.000, ,1.001--' 1.00 2 Fv' _ - 190 1.25 1.00 1.00 : 2 �'.. • 1 Fcp'= 650 1.00 1.00 E' = ;1.8 million 1.00 1.00 k 2 y' AI Bending(+):*LC# 2 =.'D+C,�M =" 26573 lbs -ft Shear LC# 2 = D+C, V = 7749, V@d,= 7659 lbs ' Deflection: LC# 2 =.D+C. EI=1328.38e06 lb -int + ' Total- Deflection 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind' I=impact C=construction CLd=concentrated)`. ` (All LC's are,listed.in the,Analysis output) 4 : DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. ' 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed -to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according.to the provisions of NDS Clause 3.3.3. 5. GLULAM; bearing length based on smaller of Fcp(tension), Fcp(comp'n). ' COMPANY WoodV\brks -SOFTWAYFWPWOODDFSIGN Design Check Calculation Sheet Sizer 2002a LOADS: ( Ibs, psf, or plf ) PROJECT Eugene Resid. Drop BM At Entry Beam33 Load Type Distribution Magnitude Location [ft] I Pattern Shear 650 Total Start End Start End Load? Loadl Dead Full UDL 300.0 1.0 No Load5 Constr. Full UDL 200.0 L/360 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : A' (A Dead 1007. Value 1007 Live 650 Shear 650 Total 1651 106 1657 Bearing: fb = 627 Fb' = 1.0 fb/Fb' = 0.72 1.0 Length Timber -soft, D.Fir-L, No.2, 6x8" Self Weight of 9.8 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBG -UBC; SECTION vs. DESIGN CODE NDS -1997: ( stress=psi. and In) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 49 Fv' = 106 fv/Fv' = 0.46 Bending(+) fb = 627 Fb' = 875 fb/Fb' = 0.72 Live Defl'n 0.03 = <L/999 0.22 = L/360 0.15 Total Defl'n 0.11 = L/734 0.32 = L/240 0.33 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 700 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.3 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 2692 lbs -ft Shear : LC# 2 = D+C, V = 1657, V@d = 1338 lbs Deflection: LC# 2 = D+C -EI= 251.36e06 lb -int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY W004W6s.rk_SOMV"EMR WOOD DID" Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) PROJECT Eugene Resid. Hip BM At Patio Beam34 Load Type Distribution Magnitude Location [ft] Pattern fv @d = 73 1867 Total Start End Start End Load? Loadl Dead Triangular 0.0 336.0 0.00 20.00 No Loads Constr. Triangular 0.0 280.0 0.00 20.00 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : Dead 1296 Design Value 2416 Live 933 fv @d = 73 1867 Total 2230 Bending(+) 4283 Bearing: fb/Fb' = 0.71 1.00 Live Defl'n 1.0 0.67 = L/360 1.2 Length Timber -soft, D.Fir-L, No. 1, 6x14" Self Weight of 17.64 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (stress=Dsi. and In) Criterion Analysis Value Design Value Anal sis/Desi n FACTORS: F CD Shear fv @d = 73 Fv' = 106 fv Fv' = 0.68 1.00 Bending(+) fb =1191 Fb' = 1671 fb/Fb' = 0.71 1.00 Live Defl'n 0.28 = L/859 0.67 = L/360 0.42 - Total Defl'n 0.83- L/287 1.00 = L/240 0.83 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.25 1.00 1.00 1.000 0.99 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 16581 lbs -ft Shear : LC# 2 = D+C, V = 4283, V@d = 3599 lbs Deflection: LC# 2 = D+C EI=1804.25e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Ir °r COMPANY PROJECT WOO® Eugene Resid. dM.r .ks Garage DR.HDR. aoFtiv.�eror woosotutN Beam35 Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Shear 400 Total Start End Start End Load? Loadl Dead Full UDL 126.0 1.0 No Load5 Constr. Full UDL 80.0 L/360 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : Dead 692 Value 692 Live 400 Shear 400 Total 1092 106 1092 Bearing: fb = 396 Fb' = 1.0 fb/Fb' = 0.23 1.0 Length Timber -soft, D.Fir-L, No.1, S*W (X12 Self Weight of 12.41 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: ( stress=psi, and in) Criterion Analysis Value Design Valuerfv/Fv' al sis/Desi n Shear fv @d = 26 Fv' = 106 = 0.25 Bending(+) fb = 396 Fb' = 1687 fb/Fb' = 0.23 Live Defl'n 0.03 = <L/999 0.33 = L/360 0.09 Total Defl'n 0.10 = <L/999 0.50 = L/240 0.21 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 2730 lbs -ft Shear : LC# 2 = D+C, V = 1092, V@d = 919 lbs Deflection: LC# 2 = D+C EI= 628.73e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT T;A Eugene Resid. , ' ' Drop BM At Front Garage. WoodMrks' r Beam36 - - Fah 6 20(33 Vk Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf) ; �, .� s= rs Load Type Distribution Magnitude Location [ft] Pattern Shear 1148 Total Start End Start End Load?-.. Loadl Dead Full UDL 48.0 ,- No Loads Constr.- Full UDL 40.0 r L/36C_ No Load3 Dead Point 4720 2.50 ! - No Load4 Constr: Point .. 3792 2.50, No MAXIMUM' REACTIONS (Ibs) and BEARING LENGTHS,(1n) Dead 3853 ' 1493 Live 3044 Shear 1148 Total 6897 , 2641 Bearing: fb = 1651 Fb' ='3000„'' 2.1 „ fb/Fb' _ 0.55 1.0 Length Glulam-Simple, VG West.DF, 24F -V4, 5-1/8x12" ' Self Weight of, 14.61 plf automatically included in loads; _ Lateral support: top= full, bottom= at supports; Load combinations: ICBG -UBC; r SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = ,166 Fv' = 237 fv/Fv' _ 0.70 Bending(+) fb = 1651 Fb' ='3000„'' „ fb/Fb' _ 0.55 Live Defl'n 0.08 = <L/999 0.33 = L/36C_ 0.23 Total Deflln 0.23 = L/532 0.50 = L/240 0.45 ADDITIONAL DATA: .FACTORS: F CD CMCt ' CL CF ' CV Cfu Cr LC# Fb'+= 2400 1.2.5 1.00 1.00 1. 00.0 1.00 • 1.000 1.00 ` LOOP 2' Fv' = 190 1.25 1.00 1.00 2 Fcp'= 650 1.00 1.00 E' 1.8 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 16922 lbs -ft t Shear LC# 2 = D+C, V = 6897, V@d = 6794 lbs " Deflection: LC# 2 = D+C ' EI=1328.38e06 lb -int �� �'k ��• ` Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. _ •(D=dead L=live S=snow W=wind I=impact d --construction CLd=concentrated)"' (All LC's are listed in the Analysis output) DESIGN NOTES: , 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases..Tliis is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). ; h r • • . ' ti r. , i }yx +'f �` ` tom.. 'f}`�� I I y f i ���• ,, x �., ,� 4 COMPANY PROJECT ' Eugene Resid.Drop'B (11nI �( ® Eugene a Garage. W ood �► � ks. . Beam37 3 . 'SOFIM'MEFOYivooDDESlGN . i' 5-50 Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf) - Load Type Distribution Magnitude Location [ft] Pattern ` 3450 Total Start Endr Start End Load? L0ad3 Dead Point 12228 5.00 No Load4 Constr. Point 9660 5.00 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) Dead 8046 ' "` 4552 Live 6210 ` 3450 Total 14256 = 237 8002 Bearing: fb = 2779 Fb' 3.2 fb/Fb"= 0.95 1.8 Length Glulam-Simple, VG West.DF, 241=44,6-3/4x16-1/2" Self Weight of 26.45 plf automatically included in loads; h Lateral support: top= at supports, bottom= at supports; Load combinations: ICBO-UBC; is " SECTION vs. DESIGN CODE NDS -1997: ( stress=psl, and in) Criterion Analysis Value Design ADDITIONAL DATA: - FACTORS: F CD CM Ct CL CF CV 'Cfu'r Cr LC# " - Fb'+= 2400, 1.25 -1.00 1.00 0.974 1.00 0.981 x:1.00 1.00 2 , •Fv' = 190 1.25 1.00 1.00 Fcp'= 650 1.00 1.00 a - E' 1.8 million 1.00 1.00 2 Bending(+): LC# 2 = D+C,'M = 70930 lbs -ft , Shear LC# 2'-= D+C, V 14256, V@d = 14220 lbs•, . Deflection: LC# 2 = D+C EI=4548.20e06 lb -int s Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection... ' (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated)- y (All LC's are listed in the Analysis output) ' DESIGN NOTES: ; 1. Please verify that the default deflection limits are appropriate for your application. ' 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where., point loads occur at 1/3 points of a span (NDS Table 5.3.2). ` 3. GLULAM: bxd = actual breadth x actual depth. } 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). Value Anal sis/Desi n Shear fv @d = 192 Fv' = 237 fv Fv' _ 0.81 Bending(+) fb = 2779 Fb' = 2923 fb/Fb"= 0.95 Live Defl'n 0.19 = L/900 0.47 = L/360 ' 0.40 Total Defl'n 0.55 = L/306 0.70 = L/290 0.78' ADDITIONAL DATA: - FACTORS: F CD CM Ct CL CF CV 'Cfu'r Cr LC# " - Fb'+= 2400, 1.25 -1.00 1.00 0.974 1.00 0.981 x:1.00 1.00 2 , •Fv' = 190 1.25 1.00 1.00 Fcp'= 650 1.00 1.00 a - E' 1.8 million 1.00 1.00 2 Bending(+): LC# 2 = D+C,'M = 70930 lbs -ft , Shear LC# 2'-= D+C, V 14256, V@d = 14220 lbs•, . Deflection: LC# 2 = D+C EI=4548.20e06 lb -int s Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection... ' (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated)- y (All LC's are listed in the Analysis output) ' DESIGN NOTES: ; 1. Please verify that the default deflection limits are appropriate for your application. ' 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where., point loads occur at 1/3 points of a span (NDS Table 5.3.2). ` 3. GLULAM: bxd = actual breadth x actual depth. } 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). • t COMPANY E' PROJECT ri= Eugene Resid. ' Roof Rafters At Li4.RM. 6dMrk.s."R,1Wo . - ;SOf1WAREFORWOOD DBICN .. Feb. 6,2003 1346-221 w Design Check Calculation. Sheet t = Sizer 2002a LOADS: ( lbs, psf, or plf) Y. Load Type Distribution Magnitude . 'Location (ft) Pattern Shear 236 Total Start . End Start End Load? Loadl Dead Full UDL 32.0 Length No Load2 Constr. Full UDL 27.0 L/360 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : Dead 315 Value 315 Live 236 Shear 236 Total 551 .. 551 Bearing: 1.0 = 915 1.0 Length Lumber -soft, D.Fir-L`, No.2, 2x12" Self Weight of 4.01 pff automatically included in loads; Lateral support: top= full; bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) Criterion Analysis Value Design Value Anal sis/Desi Shear fv @d = 44- Fv' = 119 fv/Fv' = 0.37 Bending(+) fb = 915 Fb' = 1125 fb/Fb' 0.81 Live Defl'n 0.20 = <L/999 0.58 = L/360 0.34 Total Defl'n 0.60 = :L/349 0.88 = L/240 0.69 ADDITIONAL DATA: FACTORS: F CD CM Ct CL • CF CV Cfu Cr LC# Fb'+= 900 1.25 1.00 1.00 1.000 • 1.00 1.000 1.00 1.00.• 2 + ' Fv" 95: 1.25 1.00 1.00 ,i 2 Fcp'= 625 .1.00 1.00 E' 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 2412 lbs -ft , Shear : LC# 2 = D+C, V = 551, V@d = 492 lbs + Deflection: LC#;2 = D+CEI= 284.7.6e06 lb -int ' Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the -Analysis output)"' s DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. . 2:,Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. , d5. Load � r Distribution COMPANY Location.[ft] PROJECT Load Type Distribution COMPANY Location.[ft] PROJECT Total 693 Woodwdrks'R2 Start End Start End -Load? fv/Fv' = 0.47/ Eugene Resid. Roof Rafters At Fam.RM. Dead Full UDL . 1125 No Load2 Constr. Full UDL 27.0 - ' SOFMAREFORWOODDfMN No Total Defl'n 1.50 = - - , 1.10 = L/240 1.36 Feb. 6,2003 11346.331 Design Check Calculation Sheet Sizer 2002a ,y LOADS: ( lbs, psf, or pif) - h Load Type Distribution Magnitude Location.[ft] Pattern Total 693 693 Start End Start End -Load? fv/Fv' = 0.47/ Loadl Dead Full UDL 32.0 1125 No Load2 Constr. Full UDL 27.0 - L/360 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : Dead 396 396 Live 297 .. 297 Total 693 693 Bearing: 119 fv/Fv' = 0.47/ 1.0 1.0 Length Lumber -soft, D.Fir-L, No.2,4xff" • Self Weight of 4.01 plf automatically included in loads;` Lateral support: top= full, bottom= at supports; Load combinations: ICBO-UBC; WARNING: Member length exceeds typical stock length of 18.0 [ft] This section FAILS the design check WARNING: This section violates the following design criteria: Bending Deflection SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Anal sis Value Design Value Anal sis/Desi n Shear fv @d = 56 Fv' = 119 fv/Fv' = 0.47/ Bending(+) fb = 1446 Fb' = 1125 fb/Fb' = 1.29/1; Live Defl'n 0.50 = L/528 0.73 = L/360 0..68/ 2 Total Defl'n 1.50 = L/176 1.10 = L/240 1.36 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.25 1.00 1.00 1.000 1.00, 1.000 1.00 1.00 2 Ell 95 1.25 1.00 1.00 2 Fcp'= 625 - 1.00 1.00 E' = 1.6 million 1.00 1.00 , 2. Bending(+): LC# 2.= D+C, M = 3812 lbs -ft Shear LC# 2 ='D+C, V = 693, V@d = 634 lbs Deflection: LC# 2 = D+C . EI= 284.76e06 lb -int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live 'S=snow W=wind I=impact. C=construction .CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: . 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 0 3 a '® Ll 41FO o Jif mv 6 e-� a _ r .. .. • 'i . - -. i •r„ ` - F• 4 tip, ' ' .. ., -. - - • "- r Sheet Job No • � Plan No . Date: : Logitudinal Section • L1 L2 _, 1-3 °' L4 L5, L6 # of story Roof Height (ft) Y 15x00 '5;1�6�5�0`? 1750'20:00' �t 17�y00115�50' `,. }• ~ Roof Plate Height (.ft). 30 ,tS 1�OAOOroa�10 0t0,:F . Roof Design Depth (ft) ,�� �,. a,�12 38 00 p41F30z12:00 � 38 OO g X48 00 �`Y N '' Y 102=00 46 00"' , Roof Depth (ft) a+ X38 00;,�38t00��s�f a e r ,x�rr �s X48 00%�� vfis > r> X39 00 � y 102 00 � r T y. 0�04 Ext.Wall #3r2 Y t J k a t 4• , �*46 h Int.Wall # Roof Span (ft)"..28,��Q.."•„2650.,.t32SOf,16-050.;Snv 2,1i00.:3� :35,00r { Roof Wind Force 173.60 184.01211.20 248.79 210.62 182.86 Roof Seismic Force 263.77 263.32: 300.09 266 95 - 623.80 284.66,f Redistributed Shear ., r Diaphragm Shear(plf) 97.18 91.82 101.59 56.47 y 64.21 108.29 Use 1/2” CDX w/8d 6,6,12"U 6,6,12 U 6,6,12 U 6,6,12 U 6,6,12 U 6,6,12•U`" Chord Force(lbs) 680.25 608.28 825.44 232.94 - 337.13 947'.58,.' Splice W/ L '6-16d sinker 6-16d sinker 8-16d sinker 4-16d sinker 4-16d sinker 8-16d sinker • 1. _ a '1, ' is .. :. ' � . •Y - • - s Art At I 4 `~ � w . t � �• ' � - • e. .. ,. r a - 9 • _ , F r 1.1 , • 4 F,4 . M , Shear wall Analysis Wall # E"i-r.-""=T<`.: � .... Wind Force: MONICA Seismic Force: 382500 Overall Wall Length:00 Max Drag Force:` T@taWemef+emght! 0.00. Plywood/OSB Panel: Sheet Job No : Plan No : Date cAOT Location: GOVERNING FORCE: R,73;$2500 Top Plate Splice: 60F.56 - HD Level Wall type � - Start ' Length 1.00 � 100 0 1.00 1.00 1.00 Height DL on top Uplift 0. 0.00 0.00 0.00 0.00 0.00 Holdown D. L z o. 2 K. `To.�G►-l. S �isv��� F✓�= 38K—� F=S- S2,2 � � p Vc(2). 3g e c6 L Sheet Job No : Plan No : Date Shear wall Analysis Wall # LW� Location: At Left Of Bedroom 4 i Wind Force: x`: tQ .1, ! Seismic Force: X5,:8@03 00 GOVERNING FORCE: 19870-0-014, . Overall Wall Length: _ �3.�4, 00 Max Drag Force:13�fi6 00 Top Plate Splice: 12-16d Total Panel Lenght: 18.50 Diaphrabm Shear- (plo 170.68 Plywood/OSB Panel: 11 Panel Shear (plf) 313.68 Panel # A B C D E F HD Level 1.00 Wall type EXT. Start 8.00 Length 18.50 Height 14.00 DL on top 50.00 Uplift 2347.21 Holdown H PA 2 Holdown ND �JD�I� f)OwNS 12�Qc�l�e d . vvvw Plan No Date Shear wall Analysis Wall # LW.3� Location: At Left Of Her Closet Wind Force: 1=389,00 Seismic Force: '2 (11 00� GOVERNING FORCE: 1,61;,00 ,. Overall Wall Length:3250 Max Drag Force: 55300N Top Plate Splice: 6-16d. Total Panel Lenght: 14.50 Diaphrabm Shear- (pll) 64.95 Plywood/OSB Panel: 10 Panel Shear (plf) 145.59 Panel # A B C D E F HD Level 1.00 Wall type EXT. Start 8.50 Length 14.50 Height 10.00 DL on top 36.00 Uplift 309.64 Holdown ND �JD�I� f)OwNS 12�Qc�l�e d . Holdown H ®Qp Sheet Job No : Plan No : Date Shear wall Analysis Wall # LW4 Location: At Left Of M.Bedroom Wind Force: . 3680 00 Seismic Force: 92670:0` . GOVERNING FORCE:5267.00 , Overall Wall Length: T36 00. Max Drag Force: =1!902:00 Top Plate Splice: ST6224 Total Panel Lenght: 14.00 Diaphrabm Shear- (plf) 146.31 Plywood/OSB Panel 12 Panel Shear (plf) 376.21 Panel # A B C D E F HD Level 1.00 Wall type INT. Start 13.00 Length 14.00 Height 15.50 DL on top 32.00 Uplift 4718.67 Holdown H ®Qp Holdown HD104 p . Sheet Job No : Plan No : Date Shear wall Analysis Wall # MEN MI- Location: At Right Of M.Bedroor Wind Force: 4325 00 Seismic Force:#65188 00 GOVERNING FORCE: �; 6 -1-8 Oa Overall Wall Length: Max Drag Force: ' , 9:000 , Top Plate Splice: MST48 Total Panel Lenght 11.00 .. Diaphrabm Shear- (plf) 171.89 Plywood/OSB Panel: 13 Panel Shear (plf) 562.55 Panel # A B C D E F HD Level 1.00 Wall type INT. Start 23.50 Length 11.00 Height 15.50 DL on top 32.00 Uplift 7845.23 Holdown HD104 Sheet Job No Plan No Date Shear wall Analysis Wall # CLW Location: At Left Of Liv.Room Wind Force: 5273:00' Seismic Force: x7500,00.0 GOVERNING FORCE: 7500.00 Overall Wall Length: •40:00 Max Drag Force: 3750.00 'Top Plate Splice: MST48 Total Panel Lenght: 15.00 Diaphrabm Shear- (plt) 187.50 Plywood/OSB Panel: 13 Panel Shear (plf) 500.00 Panel # A B C D E F HD Level 1.00 .Wall type . EXT. Start 20.00 Length 15.00 Height 15.00 DL on top 32.00 Uplift 6339.75 Holdown 0 Sheet Job No Plan No Date Shear wall Analysis Wall # LVY7 Location: At Left Of Dining Roor Wind Force:5400r00 Seismic Force: 6740:00 GOVERNING FORCE::6740 - Overall Wall Length: Max Drag Force:48,00'.0 Top Plate Splice: MST60 Total Panel Lenght: 11.50 Diaphrabm Shear- (plf) 129.62 Plywood/OSB Panel: 13 Panel Shear (plf) 586.09 Panel # A B C D E F HD Level 1.00 Wall type EXT. Start 38.00 Length 11.50 . Height 12.00 DL on top 32.00 Uplift 5996.89 Holdown Holdown p n eh Sheet Job No : Plan No : Date Shear wall Analysis Wall # UW -8 ', Location: At Left Of Kit. Wind Force:3250:00 Seismic Force: .63.00:00°--, GOVERNING FORCE::'6300 0,�0' ' Overall Wall Length: -- 43A0 Max Drag Force:3.90.0:0.0.' Top Plate Splice: MST60 Total Panel Lenght: 16.00 Diaphrabm Shear- (plo 146.51 Plywood/OSB Panel: 12 Panel Shear (plf) 393.75 Panel # A B C D E F HD Level 1.00 Wall type INT. Start 27.00 Length 16.00 Height 15.00 DL on top 32.00 Uplift 4668.65 Holdown p n eh - Sheet Job No : Plan No : Date Shear wall Analysis Wall # LW9 Location: At Left Of Rear Patio Wind Force: 1298,OOa. Seismic Force: �t1Wl1i'0,..00: ' GOVERNING FORCE: AN TRO Overall Wall Length: h1;6� 00 Max Drag Force:65010 Top Plate Splice: 6-16d Total Panel Lenght: 7.50 Diaphrabm Shear- (plt 81.13 Plywood/OSB Panel: 10 Panel Shear (plf) 173.07 Panel # A B C D E F HD Level 1.00 Wall type EXT. Start 8.00 Length 7.50 Height 11.00 DL on top 144.00 Uplift 918.80 Holdown /� � 80 L Y h j)O W0 Re J �Y �, kl�(e Shear wall Analysis Wall # L�- Wind Force: r _3896:00 Seismic Force: . 7000 Overall Wall Length: 100. Max Drag Force: Total Panel Lenght: Plywood/OSB Panel: 49 CtiN7 5- CCL �S Location: �TlZijo F'A��. � 0 ¢ Qb3 GOVERNING FORCE:M6�8� P"em soled, HD Level 1. Wall type T. Start 8.00 Length 7. Height 11. DL on 144.0 Up 918.80 ;i'•7CC•4.T TIceA7. 6 1< Irs n•L.o�. s Sheet Job No : Plan No : Date Shear wall Analysis . Wall # ': 1: Location: At Left Of Bedroom 3 - Wind Force: Seismic Force:-00 GOVERNING FORCE:9 000 - Overall Wall Length: V 46:0.0 Max Drag Force: 2443x0.0` Top Plate.Splice: ST6236 Total Panel Lenght: 20.00 Diaphrabm Shear= (plf 140.41 Plywood/OSB Panel 11 Panel Shear (plf) 322.95 Panel # A B C D E F HD Level 1.00 .1 1.00 Wall type EXT. EXT. EXT. Start 0.00 20.00 32.00 Length 5.00 5.50 9.50 Height 10.00 10.00 10.00 DL on top 384.00 384.00 384.00 Uplift 2094.75 1981.28 1073.48 Holdown h fMV2t- flfNQ 2. N�� 'p22• • Sheet Job No : Plan No : Date Shear wall Analysis Wall # L'�VY,12 . Location: At Left Of Garage. .Wind Force: " 2012.00 Seismic Force: 00 GOVERNING FORCE:,4552.0 Overall Wall Length:1,6 00 ; Max Drag Force: 1'8500 Top Plate Splice: ST6224 Total Panel Lenght: 24.00 Diaphrabm Shear= (plo 98.96 Plywood/OSB Panel 10 Panel Shear (plf) 189.67 Panel # A B C D E F HD Level 1.00 1 Wall type INT. EXT. Start 0.00 25.00 Length 8.00 16.00 Height 10.00 10.00 DL on top 168.00 240.00 Uplift 985.47 -415.33 Holdown6 M®We0 - Sheet Job No : Plan No : Date Shear wall Analysis Wall # 3 Location: At Left Of Garage. Wind Force: 31600:00, Seismic Force: 5252:00 GOVERNING FORCE: 52 2W.0 Overall Wall Length: 4800 Max Drag Force:3390 00. Top Plate Splice: MST48 Total Panel Lenght: 14.50 Diaphrabm Shear- (plfl 109.42 Plywood/OSB Panel: 12 Panel Shear (plf) 362.21 Panel # A B C D E F HD Level 1.00 Wall type EXT. Start 3.00 Length 14.50 Height 10.00 DL on top 48.00 Uplift 2401.89 Holdown Sheet Job No Plan No Date Location: At Front Of Garage. GOVERNING FORCE:3,700,0 Top Plate Splice: Diaphrab ear- (plf 77.08 anel Shear (plf) 255.17 HD Level 1.00 Wall type EXT. Start 3.00 Length 14.5 Height . 0 DL on to 48.00 U 1331.55 Holdown C 5 W 21-iA7 Y E' S Iv�� 5 olti Q Q�� Vv P41 t S'^'e.2- X -7,X4 Siw„fSo u�� .t ��✓ bit. . Shear wall Analysis Wall # �LW14 Wind Force: :27800; Seismic Force: 0=11000 Overall Wall Length: Max Drag Force: 3390.00 tal Panel Lenght: ,.. ftsa Plywood/OSB 11 , Sheet Job No Plan No Date Location: At Front Of Garage. GOVERNING FORCE:3,700,0 Top Plate Splice: Diaphrab ear- (plf 77.08 anel Shear (plf) 255.17 HD Level 1.00 Wall type EXT. Start 3.00 Length 14.5 Height . 0 DL on to 48.00 U 1331.55 Holdown C 5 W 21-iA7 Y E' S Iv�� 5 olti Q Q�� Vv P41 t S'^'e.2- X -7,X4 Siw„fSo u�� .t ��✓ bit. . Sheet Job No Plan No Date Shear wall Analysis Wall #L W1 Location: Steel col.At Entrance Wind Force: K��1,�50 0 Seismic Force:.9f (q 0 p GOVE NTNG FORCE: ;�8Ay6►���111 Overall Wall Length: - Max Drag Force: HIP, '� �:y,��z;;;;�r Top Plate Splice: Total Panel Lenght: Diaphrabm Shear- (plo Plywood/OSB Panel: Panel Shear (plf) HD Level 1.00 Wall type EXT. / Start 3. Length .50 Hei t 10.00 DL n top 48.00 Upl -1220.18 Holdown �"a�ccL c,� y, Sheet Job No ; Plan No Date Logitudinal Section T1 T2 T3 T4 T5. T6 # of story Roof Height (ft)t1�15�00p l' k �1`600� M' 4;: l Y >i�+° IMR � ��..y' ri �1 Roof Plate Height (ft) ; ; 10 00 nrrEh1�230 11.30 ' 12:OOr712 OOr,. Roof Design Depth (ft) f 747is00 'A44 00. , �37�00 1`4:50 �s44 OWI 69 00 aK a 5n �w nYast i�ttr; b% p () - ' "4400 ' 3700 14.50 �^�44 00 69x00 Roof Depth ft4700 pA ti Ext.Wall# F200�000NfGO00 2.00,�n, e100 X200 Int. Wall #2 00 , A„7tt 300 2 00 .�7000;Ofi00� 3 00 Roof Span (ft) r16;00d3, 26y003 00 y. ,r 3;1rF00t, 4;1.� zf�fsb20;00t,k; Roof Wind Force 173.60 171.00 162.32 141.18 165.50 192.11 Roof Seismic Force 312.81 281.71 227.23 119.86 253.33 "4.01 Redistributed Shear Diaphragm Shear(plf) 53.24 83.23 132.04 150.92 118.03 64.35 Use 1/2" CDX w/8d 6,6;12, U 6,6,12; U 6,6,12, U , 6,6,12, U 6,6,12, U 6,6,12, U Chord Force(lbs) 212.98 541.01 .1419.42 1169.60 1209.79 321.75 Splice W/ 4-16d sinker 6-16d sinker ST6236 ST6236 ST6236 4-16d sinker E- Sheet Job No Plan No Date Shear wall Analysis Wall # ET&WHIM' Location: At Front Of Bedroom 4. Wind Force:2 0 D0 Seismic Force: 47;50 GOVERNING FORCE: MITZ: Overall Wall Length: Max Drag Force: 2660.00. Top Plate Splice: ST6236 Total Panel Lenght: 10.50 - Diaphrabm Shear- (plfl 94.32 Plywood/OSB Panel: 12 Panel Shear (pll) 395.24 Panel # A B C D E F HD Level 1.00 1.00 Wall type EXT. EXT. . Start 0.00 8.00 Length 4.00 6.50 Height 6.00 6.00 DL on top 72.00 120.00 Uplift 20096.03 17991..30 U fl I flY2ql Holdown 11 Sheet Job No Plan No Date Shear wall Analysis .. Wall # 11N2 Location: At Rear Of Her Closet. Wind Force: ff:37r2�00 - Seismic Force: X6257 0.0 GOVERNING FORCE: K67? 00 Overall Wall Length: Max Drag Force: 2@36 '0_ . Top Plate Splice: ST6236 Total Panel Lenght:. 12.00 Diaphrabm Shear= (plf) 173.81 Plywood/OSB Panel: 13 Panel Shear (plf) 521.42 Panel # A B C D E F HD Level 1.00 1.00 Wall type INT. INT. Start 4.00 16.00 Length 6.00 6.00 Height 10.00 12.00 DL on top 228.00 32.00 Uplift 4250.27 5716.40 Holdown AR86 HP 89 Holdown Shear wall Analysis Wall # FTVV3 Location: At Her Bathroom Wind Force:855 00 - Seismic Force: 24960.0.0 GOVERNING FORCE:9600 Overall Wall Length: Max Drag Force:331 00� Top Plate Splice: 12-16d Total Panel Lenght: 6.50 Diaphrabm Shear- (pll) 83.20 Plywood/OSB Panel: 12 Panel Shear (ply 384.00 Panel # A B C, D E F - HD Level 1.00 Wall type INT. Start 16.00 Length 6.50 Height 12.00 DL on top 120.00 Uplift 3945.00 Holdown Holdown JOU NO Plan No Date Shear wall Analysis Wall # Location: At Her Bathroom Wind Force: Seismic Force: 156500' GOVERNING FORCE: 1565.00 Overall Wall Length: 16:00 ' - Max Drag Force: Top Plate Splice: '10-16d Total Panel Lenght: 6.00 Diaphrabm Shear- (plo 97.81 Plywood/OSB Panel: 11 Panel Shear (plt) 260.83 Panel # A _B C D E F HD Level 1.00 Wall type EXT. Start 0.00 Length 6.00 Height 12.00 DL on top 120.00 Uplift 2365.00 Holdown DL on top 174.00 Uplift 1555.06 Holdownap ���,� Sheet Job No Plan No Date Shear wall Analysis Wall # TW5 Location: At Rear Of M. Bedroom Wind Force: 1340?0.0 . Seismic Force: 37x37.0 GOVERNING FORCE:. 37„ -3;:00 _ Overall Wall Length: Max Drag Force: :221:93:00 Top Plate Splice: ST6236 Total Panel Lenght: 13.00 Diaphrabm Shear- (plf) 81.24 Plywood/OSB Panel: 11 Panel Shear (plf) 287.46 Panel # A B C D E F HD Level 1.00 Wall type EXT. Start 6.50 Length 13.00 Height 12.30 DL on top 174.00 Uplift 1555.06 Holdownap ���,� - Sheet Job No : Plan No : Date Shear wall Analysis Wall # Location: At Front Of M.Bedroom Wind Force: 23:00:0 Seismic Force: 61:27:00 GOVERNING FORCE: 627:00 Overall Wall Length: , .46 00 Max Drag Force: 900:00 Top Plate Splice: 8-16d Total Panel Lenght 16.00 Diaphrabm Shear- (plf) 133.20 Plywood/OSB Panel: 12 Panel Shear (plf) 382.94 Panel # A B C D E F HD Level 1.00 1.00 Wall type EXT. EXT. Start 0.00 24.00 Length 6.00 10.00 Height 12.00 11.00 DL on top 144.00 276.00 Uplift 3769.05 '2338.06 Holdown . i�1 �i��%Z,.L 106US11_ Holdown HFO HDz Z Sheet Job No : Plan No : Date Shear wall Analysis Wall # l w7= _ Location: At Rear Of Liv. Wind Force: � 2,148:00: Seismic Force: 4900100 GOVERNING FORCE:.490.0.00 Overall Wall Length: '.:,31.0:0 Max Drag Force:,;- �0 Top Plate Splice: ST6224 Total Panel Lenght: 11.50 Diaphrabm Shear- (plf) 158.06 Plywood/OSB Panel: 12 Panel Shear (plf) 426.09 Panel # A B C D E F HD Level 1.00 Wall type EXT. Start 10.00 Length 11.50 Height 11.30 DL on top 252.00 Uplift 2754.70 Holdown HFO HDz Z Zeve0 T. .001.50v1.30 2.00 8.18 T46k races (s�;s►�;�� _X1.7 0 x-2.2 = I •3 k K ps D L=• �. K. cv Sheet Job No : Plan No : Date Shear wall Analysis �A \/T- LSI col.. Wall # 8 Location: Wind Force: 231 :00 c AT r vov-Vot L)\I. Seismic Force: 4700x00 GOVERNING FORCE: 7 0 0 Overall Wall Length:31:00 Max Drag Force:1581x.00 Top Plate Splice: Total Panel Lenght: -440W Diaphrabm Shear- (plo. -44*NM- Plywood/OSB Panel: -jW Panel Shear (pif 40000 Zeve0 T. .001.50v1.30 2.00 8.18 T46k races (s�;s►�;�� _X1.7 0 x-2.2 = I •3 k K ps D L=• �. K. cv Sheet Job No : Plan No : Date Shear wall Analysis Wall # Location: At Front Of Pantry. Wind Force: 2768:00 Seismic Force: 2261.00 GOVERNING FORCE:..27768:0 ' Overall Wall Length: N 0.0. Max Drag Force: 1r21'10` 0 Top Plate Splice: 10-16d Total Panel Lenght: 6.50 Diaphrabm Shear= (plf) 86.50 Plywood/OSB Panel: 12 Panel Shear (plfl 425.85 Panel # A B C D E F HD Level 1.00 Wall type INT. Start 12.00 Length 6.50 Height 12.00 DL on top 216.00 Uplift 4181.95 Holdown f l D p� Holdown Sheet Job No : Plan No : Date Shear wall Analysis Wall #10'•f Location: At Rear Of Pantry. Wind Force: 1904M00,. Seismic Force: � 1r32 00 GOVERNING FORCE: ' 1904:0:0 Overall Wall Length: E2000 Max Drag Force:1239:00 t Top Plate Splice: 10-16d Total Panel Lenght: 7.00 Diaphrabm Shear- (plf) 95.20 Plywood/OSB Panel: 11 Panel Shear (plf) 272.00 Panel # A B C D E F HD Level 1.00 Wall type EXT. Start 0.00 Length 7.00 Height 11.00 DL on top 32.00 Uplift 2405.93 Holdown Sheet ti Job No Plan No Date Shear wall Analysis Wall #W 1r . Location: At Rear Of Kit. Wind Force: , 12088:00 , Seismic Forcer 330 :00 GOVERNING FORCE: 3305,00: Overall Wall Length: Max Drag Force:660.Q0 ` Top Plate Splice: ST6224 Total Panel Lenght: 6.00 Diaphrabm Shear- (plo 103.28 Plywood/OSB Panel: 13 Panel Shear. (pit) 550.83 Panel # A B C D E F HD Level 1.00 Wall type INT. Start 15.00 Length 6.00 Height 11.00 DL on top 312.00 Uplift 4983.07 Holdown p',e> 04 Sheet Job No Plan No Date Shear wall Analysis Wall # 12 Location: At Fam. RM. Entrance. Wind Force: 1223:0 Seismic Force: 103.70'02 GOVERNING FORCE: .1r223f Overall Wall Length: K10-5 "� OX Max Drag Force: ' 7r340� Top Plate Splice: 8-16d Total Panel Lenght: 6.75 Diaphrabm Shear= (plfl"" 81.53 Plywood/OSB Panel: 10 Panel Shear (plt) 181.19 Panel # A B C D E F HD Level 1.00 Wall type INT. Start 0.00 Length 6.75 Height 13.50 DL on top 144.00 Uplift 1645.62 Holdown SPI #0 22-� ��T ��✓�. Sheet Job No : Plan No : Date Shear wall Analysis Wall # 112 Location: At Fam. RM. Entrance. Wind Force: 1+223:00 Seismic Force: K10=•3_7?b00. GOVERNING FORCE: 1>223.00. Overall Wall Length: 15:00 Max Drag Force: �--00p Top Plate Splice: 8=16d Total Panel Lenght: 5.50 Diaphrabm Shear- (plo 81.53 Plywood/OSB Panel: 10 Panel Shear (pll) 222.36 Panel # A B C D E F HD Level 1.00 Wall type EXT. Start 0.00 Length 5.50 Height 10.50 DL on top 200.00 Uplift 1499.16 Holdown H ' Sheet Job No : Plan No : Date Shear wall Analysis Wall # Location: At Rear Of Bedroom 2 - Wind Force: 4748.00 Seismic Force: c::7939 00 GOVERNING FORCE:793900 - Overall Wall Length: 3„ 'Max Drag Force:272828 00 Top Plate Splice: ST6236 Total Panel Lenght: 14.00 Diaphrabm Shear- (plf) 248.09 Plywood/OSB Panel: 13 Panel Shear (plf) 567.07 Panel # A B C D E F HD Level 1.00 Wall type INT. Start 11.00 Length 14.00 Height 14.00 DL on top 264.00 Uplift 5535:20 Holdown @ lipm. • Sheet Job No : Plan No : Date , Shear wall Analysis Wall #. Location: At Rear Of Garage Wind Force: 309.9.00; Seismic Force: 53°7<7 0 GOVERNING FORCE: 5320— Overall Wall Length: X3600 . Max Drag Force: X2241 00 Top Plate Splice: ST6236 Total Panel Lenght: 17.00 Diaphrabm Shear- (plo 149.36 Plywood/OSB Panel: 11 Panel Shear (pll) 316.29 Panel # A B C D E F HD Level 1.00 Wall type EXT. Start 15.00 Length 17.00 Height 10.00 DL on top 200.00 Uplift 634.19 Holdown No u o t� 0 w t a ) R� a Sheet Job No Plan No Date Shear wall Analysis - Wall # .` Location: At Front Of Garage Wind Force: 4 30:00 ; Seismic Force: 97269:00 " GOVERNING FORCE: 97 9600; Overall Wall Length: ` , "69':00, Max Drag Force: 1'56'3 00 Top Plate Splice: ST6224 Total Panel Lenght: 26.00 Diaphrabm Shear= (plo 141.58 Plywood/OSB Panel: 12 Panel Shear (plf) 375.73 Panel # A B C D E F HD Level 1.00 1.00 1.00 Wall type EXT. EXT. EXT. Start 0.00 15.00 32.00 Length 6.50 7.50 .12.00 Height 10.00 10.00 10.00 DL on top 120.00 120.00 180.00 Uplift 3011.43 2896.681 2074.31 Holdown HFf PLP_ Shear wall Analysis wall# 4e - -�W:45 Wind Force: 1�SOat00 Seismic Force: Overall Wall Length: Max Drag Forcer Total Panel Lenght: Plywood/OSB Panel Sheet Job No. : Plan No : Date Location: Steel col.At Tower / q o -i, GOVERNING FORCE: IIEWN& Thp Plate Splice: Diaphrabm Shear- (plo Panel Shear (plt) HD Level/48.00 Wall type Start Length Height DL on top U -1220.18 H own t oa d -=- -- Fe 5- og K To specify your title block on Title: these five lines, use the SETTINGS Dsgnr: main menu selection, choose the Description Printing & Title Block tab, and ent Scope: your title block information. Duration Factor Rev: 550100 User. KW-0604868.Ver5.5.0.25Sep-200, Steel Column (c)1983.2001 ENERCALC Engineering Software Elastic Modulus Description LW -10 Job # Date: 12:04PM, 11 FEB 03 Page 1 General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section _ W12X50 Fy 36.00 ksi X -X Sidesway : Sway Allowed W 10 kS+ Duration Factor 1.330 Y -Y Sidesway : Sway Allowed Column Height 12.000 it Elastic Modulus 29,000.00 ksi 27.00 ksi End Fixity Fix -Free X -X Unbraced 12.000 ft Kxx 2.000 Live 8 Short Term Loads Combined Y -Y Unbraced 12.000 it Kyy 2.000 Loads 35.91 ksi F'ex : DL+LL+ST 64,180 psi Axial Load... _ Cb:x DL+LL+ST 1.00 Dead Load 5.00 k 9,171 psi Ecc. for X -X Axis Moments 0.000 in Live Load k 1.75 Ecc. for Y -Y Axis Moments 0.000 in Short Tenn Load k 0.000 in at 0.000 ft Point lateral Loads... DL LL ST Height Along Y -Y (strong axis moments) 7.700 k 12.000 ft Along X -X ( y moments ) k ft Column Design OK Section: W1 2X50, Height = 12.00ft, Axial Loads: DL = 5.00, LL = 0.00, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X -X = 12.00ft, Y -Y = 12.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + &L if Chosen) RISC Formula Hi -1 AISC Formula H1 -2 AISC Formula H1 -3 0.0493 XX Axis: Fa calc'd per 1.5-2, K* Ur > Cc XX Axis: 1 Beam, Major Axis, UrT < (102,000 * Cb / Fy)".5, Fb = 0.6 Fy (1 XX Axis: I Beam, Major Axis, Fb using 1.5-7 Governs, Fb = 12,000 Cb Af YY Axis : Fa calc'd per 1.5-2, K*Ur > Cc YY Axis : I Beam, Minor Axis, Passes 1.5.1.4.1 Para 2i Fb = 0.75 Fv Stresses Allowable & Actual Stresses Dead Fa: Allowable 6.90 ksi fa : Actual 0.34 ksi Fb:xx : Allow [Ft -6] 21.60 ksi Fb:xx : Allow [F1-7] & [F1-8] 21.60 ksi fb : xx Actual 0.00 ksi Fb:yy : Allow [F1-6] 27.00 ksi Fb:yy : Allow [F7-7] & [F7-8] 27.00 ksi 0.0493 0.6342 Live DL + LL DL + Short 0.00 ksi 6.90 ksi 9,17 ksi 0.00 ksi 0.34 ksi 0.34 ksi 0.00 ksi 21.60 ksi 28.73 ksi 0.00 ksi 21.60 ksi 28.73 ksi 0.00 k§i 0.00 kst 17.15 ksi 0.00 ksi 27.00 ksi 35.91 ksi 0.00 ksi 27.00 ksi 35.91 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F'ex : DL+LL 48,255 psi Cm:x DL+LL 0.85 Cbx DL+LL 1.75 F'ey : DL+LL 6,895 psi Cm:y DL+LL 0.85 Cb:y DL+LL 1.75 F'ex : DL+LL+ST 64,180 psi Cm:x DL+LL+ST 0.85 Cb:x DL+LL+ST 1.00 Pey : DL+LL+ST 9,171 psi Cm:y DL+LL+ST 0.85 Cb:y DL+LL+ST 1.75 Max X -X Axis Deflection -0.671 in at 12.000 ft Max Y -Y Axis Deflection 0.000 in at 0.000 ft To specify your title block on ' these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information. Title: Dsgnr: Description Scope: .lob # Date: 12:04PM, 11 FEB 03 , Rev. 550100 User. KW -0609868, Ver 5.5.0, 25Sep-2001Steel Column Page 2 (c)19832001 ENERCALC Engineering Software Description LW -10 .� V4tg) VL S+ Section Properties W12XSO Depth 12.19 in Weight 49.93 #tlt I -roc 394.00 in4 Width 8.080 in Area 14.70 int I -YY 56.30 in4 . Web Thick 0.370 in Rt 2.170 in S -roc 64.643 in3 Flange Thickness 0.640 in S -YY 13.936 in3 r -roc 5.177 in r -YY 1.957 in To specify your title block on Title: .lob # " these five lines, use the SETTINGS Dsgnr: Date: 12:22PM, 11 FEB 03, main menu selection, choose the Description ' Printing & Title Block tab, and ent Scope: your title block information. 1,500.00 psf Rev. 550100 User. KW -0604868. Ver 5.5.0.25 -Sep -2001 Pole Embedment in Soil Page 1 ,(c)1983-2001 ENERCALC Engineering Software 1.330 Description LW -10 12.000 ft General Information Allow Passive 300.00 pcf Applied Loads... Max Passive 1,500.00 psf Point Load 4,000.00 Ibs Load duration factor 1.330 distance from base 12.000 ft Pole is Rectangular Width 54.000 in Distributed Load 0.00 #/ft No Surface Restraint - distance to top 3.000 ft distance to bottom 0.000 ft Moments @ Surface... Point load 48,000.00 ft- Total Moment 48,000.00 ft-# Distributed load 0.00 Total Lateral 4,000.00 lbs Without Surface Restraint... Required Depth 5.928 ft Press @ 1/3 Embed... Actual 798.00 psf Allowable 788.38 psf �C�/ ie or. AY ►�'' 14 YIN MA We Ikcr�ta��� `�• � 1r� �`� �y���st�2-���0 To specify your title block on these five lines, use the SETTINGS main menu selection, choose the _ Printing & Title Block tab, and ent your title block information. Rev. 550100 User. KW -0604868, Ver 5.5.0. 25Sep-2001 (c)1983-2001 ENERCALC Engineering Software Description LW -1 Title : Dsgnr. Description Scope: Steel Column Job # Date: 12:03PM, 11 FEB 03 Page 1 General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Dead Steel Section W8X21 Fy 36.00 ksi X -X Sidesway : Sway Allowed 6.42 ksi Duration Factor 1.330 Y -Y Sidesway : Sway Allowed Column Height 8.000 It Elastic Modulus 29,000.00 ksi 0.03 ksi End Fixity Fix -Free X -X Unbraced 8.000 ft Kxx 2.000 Live & Short Term Loads Combined Y -Y Unbraced 8.000 ft Kyy 2.000 Loads 21.60 ksi 28.73 ksi Fb:xx : Allow [F1-7] & [F1-8] Axial Load... 21.60 ksi 0.00 ksi Dead Load 0.20 k 28.73 ksi Ecc. for X -X Axis Moments 0.000 in Live Load k 0.00 ksi Ecc. for Y -Y Axis Moments 0.000 in Short Term Load k Fb:yy : Allow [F1-6] 27.00 ksi Point lateral Loads... DL LL ST Height Along Y -Y (strong axis mom6nts) 3.800 k 8.000 It Along X -X (y moments ) 27.00 ksi k ft - .....-.1 Mi. Column Design OK Section: W8X21, Height = 8.00ft, Axial Loads: DL = 0.20, LL = 0.00, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X -X = 8.00ft, Y -Y = 8.00ft Combined Stress Ratios Dead Live DL + LL _ DL + ST + (LL if Chosen) AISC Formula H1 -1 AISC Formula H1 -2 AISC Formula H1 - 3 0.0051 0.0051 0.7020 XX Axis : Fa calc'd per 1.5-2, K*L/r > Cc XX Axis: I Beam, Major Axis, L./rT < (102,000 * Cb / Fy)^.5, Fb = 0.6 Fy (1 XX Axis : I Beam, Major Axis, Fb using 1.5-7 Governs, Fb =12,000 Cb Af / YY Axis : Fa calc'd per 1.5-2, K*Ur > Cc YY Axis: 1 Beam, Minor Axis, Passes 1.5.1.4.1 Para 2. Fb = 0.75 Fv Stresses Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa : Allowable 6.42 ksi 0.00 ksi 6.42 ksi 8.55 ksi fa : Actual 0.03 ksi 0.00 ksi 0.03 ksi 0.03 ksi Fb:xx : Allow [F1-6] 21.60 ksi 0.00 ksi 21.60 ksi 28.73 ksi Fb:xx : Allow [F1-7] & [F1-8] 21.60 ksi 0.00 ksi 21.60 ksi 28.73 ksi fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 20.06 ksi Fb:yy : Allow [F1-6] 27.00 ksi 0.00 ksi 27.00 ksi 35.91 ksi Fb:yy : Allow [F1-7] & [F1-8] 27.00 ksi 0.00 ksi 27.00 ksi 35.91 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Ifsis Values F'ex : DL+LL 49,518 psi Cmx DL+LL 0.85 Cb:x DL+LL 1.75 F'ey : DL+LL 6,425 psi Cm:y DL+LL 0.85 Cb;y DL+LL 1.75 F'ex : DL+LL+ST 65,859 psi Cm:x DL+LL+ST 0.85 Cb:x DL+LL+ST 1.00 F'ey : DL+LL+ST 8,545 psi Cm:y DL+LL+ST 0.85 Cb:y DL+LL+ST 1.75 Max X -X Axis Deflection -0.513 in at 8.000 ft Max Y -Y Axis Deflection 0.000 in at 0.000 ft . cdi�ms To specify your title block on Title: Job # these five lines, use the SETTINGS Dsgnr. Date: 12:03PM, 11 FEB 03 main menu selection, choose the Description: Printing & Title Block tab, and ent Scope ` your title block information. Rev. 550100 User. KW -0604868, Ver 5.5.0, 25 -Sep -MM Steel Column Page 2 (c)1983.2001 ENERCALC Engineering Software Description LW -1 Section Properties W8X21 Depth 8.28 in Weight 20.92 #/It I -roc 75.30 in4 Width. 5.270 in area 6.16 int I -YY 9.77 1n4 Web Thick 0.250 in Rt '1.410 in S -got 18.188 in3 Flange Thickness 0.400 in S -YY 3.708 in3 r-bc 3.496 in r -YY 1.259 in To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information. Rev 550100 User. KW 0604868. Ver 5.5.0, 25Se{r2001 (c)19832001 ENERCALC Engineering Software Description LW -1 General Information Allow Passive -Max Passive Load duration factor Pole is Rectangular Width No Surface Restraint Mornents @ Surface... Point load Distributed load Without Surface Restraint... Required Depth Press @ 113 Embed... Actual Allowable Title: Dsgnr. Description Scope: Pole Embedment in Soil 300.00 pof 1,500.00 Psf 1.330 36.000 in 15,200.00 ft-# 0.00 4.731 R 631.75 psf 629.16 psf Applied Loads... Point Load distance from base Distributed Load distance to top distance to bottom Total Moment Total Lateral Job # Date: 12:18PM, 11 FEB 03 1,900.00 lbs 8.000 ft 0.00 Wit 3.000 ft 0.000 ft 15,200.00 ft-# 1,900.00 lbs Page 1 To specify your title block on Title : Job ti these five lines, use the SETTINGS Dsgnr: Date: 12:08PM, 11 FEB 03 main menu selection, choose the Description Printing & Title Block tab, and ent Scope your title block information. 'sass• Ver 5.5.o, 25Sep2001Steel Column Page 1 ENERCALC Engineering Software Description TW8 Genera[ Information Calculations are designed to AISC 91h Edition ASD and 1997 UBC Requirements Steel Section W10X30 Fy 36.00 ksi X -X Sidesway : Sway Allowed Duration Factor 1.330 Y -Y Sidesway : Sway Allowed Column Height 10.250 ft Elastic Modulus 29,000.00 ksi End Fixity Fix -Free X -X Unbraced 10.250 ft Kxx 2.000 Live & Short Term Loads Combined Y -Y Unbraced 10.250 ft Kyy 2.000 Loads 21.60 ksi 28.73 ksi _ Axial Load... 21.60 ksi 0.00 ksi Dead Load 2.20 k 21.60 ksi Ecc. for X -X Axis Moments 0.000 in Live Load k 0.00 ksi Ecc. for Y -Y Axis Moments 0.000 in Short Tenn Load k 17.80 ksi Fb:yy : Allow [F7-6] Point lateral Loads... DL LL ST Height Along Y -Y (strong axis moments) Fb:yy : Allow [F7-7] & [Fl -8] 4.700 k 10.250 ft Along X -X ( y moments) 0.00 ksi k ft ------- - -'III . Column Design OK Section : W10X30, Height = 10.25ft, Axial Loads: DL = 2.20, LL = 0.00, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X -X = 10.25ft, Y -Y = 10.25ft Combined Stress Ratios Dead Live DL + LL _DL + ST + (LL it Chosen? AISC Formula H1 -1 AISC Formula H1 -2 AISC Formula Hi - 3 0.0534 0.0534 0.6598 XX Axis: Fa calc'd per 1.5-2, K*Ur > Cc XX Axis : I Beam, Major Axis, (102,000 * Cb / Fy)^.5 <= UrT <= (510,000 XX Axis: I Beam, Major Axis, Fb using 1.5-7 Governs, Fb = 12,000 Cb Af / YY Axis: Fa calc'd per 1.5-2, K*Ur > Cc YY Axis : I Beam, Minor Axis, Passes 1.5.1.4.1 Para 2. Fb = 0.75 Fv Stresses Allowable S Actual Stresses Dead Live DL + LL DL + Short Fa: Allowable 4.66 ksi 0.00 ksi 4.66 ksi 6.20 ksi fa : Actual 0.25 ksi 0.00 ksi 0.25 ksi 0.25 ksi Fb:xx : Allow [F1-6] 21.60 ksi 0.00 ksi 21.60 ksi 28.73 ksi Fb:xx : Allow [F1-7] & [F1-8] 21.60 ksi 0.00 ksi 21.60 ksi 28.73 ksi fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 17.80 ksi Fb:yy : Allow [F7-6] 27.00 ksi 0.00 ksi 27.00 ksi 35.91 ksi Fb:yy : Allow [F7-7] & [Fl -8] 27.00 ksi 0.00 ksi 27.00 ksi 35.91 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F'ex: DL+LL 47,455 psi Cmx DL+LL 0.85 Cb:x DL+LL 1.75 F'ey : DL+LL 4,662 psi Cm:y DL+LL 0.85 Cb:y DL+LL 1.75 Pex : DL+LL+ST 63,115 psi Cm:x DL+LL+ST 0.85 Cb:x DL+LL+ST 1.00 F'ey : DL+LL+ST 6,200 psi Cm:y DL+LL+ST 0.85 Cb:y DL+LL+ST 1.75 Max X -X Axis Deflection -0.591 in at 10.250 ft Max Y -Y Axis Deflection 0.000 in at 0.000 ft To specify your title block on y these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information. Rev. 550100 User. KW -0604868, ver 5.5.0.25 -.Sep -2001 (C)19832001 ENERCALC Engineering Software Description TW8 Section Properties W10X30 Depth 10.47 in Weight Width -5.810 in Area Web Thick 0.300 in Rt Flange Thickness 0.510 in Title: Job # Dsgnr: Date: 12:08PM, 11 FEB 03 Description Scope Steel Column Page 2 170.00 in4 30.03 #/ft I-ro( 8.84 in2 I -YY 16.70 in4 1.550 in S -)O( 32.474 in3 S -YY 5.749 in3 r -roc 4.385 in r -YY 1.374 in To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information. Rev. 550100 User. M-0604868,Ver 5.5.0, 25Sep•2001 (c)19832001 ENERCALC Engineering Software Description TW -8 General Information Allow Passive Max Passive Load duration factor Pole is Rectangular Width No Surface Restraint Moments Q Surface... Point load Distributed load Without Surface Restraint... Required Depth Press @ 113 Embed... Actual Allowable Title: Dsgnr: Description Scope: Pole Embedment in Soil 300.00 pcf Applied Loads... 1,500.00 Psf Point Load 1.330 distance from base 54.000 in Distributed Load distance to top distance to bottom 48,175.00 ft-# 0.00 6.079 ft 809.08 psf 808.57 psf Total Moment Total Lateral Job # Date: 12:25PM, 11 FEB 03 4,700.00 lbs 10.250 ft 0.00 #/ft 3.000 ft 0:000 ft 48,175.00 ft# 4,700.00 lbs Page 1 To specify your title block on Title: .lob # these five lines, use the SETTINGS Dsgnr. Date: 12:11 PM, 11 FEB 03 main menu selection, choose the Description Printing & Title Block tab, and ent Scope: your title block information. Rev. 550100 User KW -0604868. Ver 5.5.0, 25-sep.�°' Steel Column P ' (c)1983-201 ENERCALC Engineering Software Description LW15 General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requiren�nts Steel Section W10X33 Fy 36.00 ksi X -X Sidesway : Sway Allowed - Duration Factor 1.330 Y -Y Sidesway : Sway Allowed Column Height 12.000 ft Elastic Modulus 29,000.00 ksi End Fixity Fix -Free X -X Unbraced 12.000 ft Kxx 2.000 Live & Short Term Loads Combined Y -Y Unbraced 12.000 ft Kyy 2.000 Loads 21.60 ksi 28.73 ksi Axial Load... _ 21.60 ksi 0.00 ksi Dead Load 0.50 k 21.60 ksi Ecc. for X -X Axis Moments 0.000 in Live Load k 0.00 ksi Ecc. for Y -Y Axis Moments 0.000 in Short Term Load k 8.24 ksi Fb:yy : Allow [F1-6] Point lateral Loads... DL LL ST Height Along Y -Y (strong axis moments) Fb:yy : Allow [F1-7] & [F1-8] 2.000 k 12.000 ft Along X -X (y moments ) 0.00 ksi k ft Section: W10X33, Height = 12.001t, Axial Loads: DL = 0.50, LL = 0.00, ST = Unbraced Lengths: X -X = 12.00ft, Y -Y = 12.001t Combined Stress Ratios Dead Live AISC Formula H1 -1 AISC Formula H1 -2 AISC Formula H1 -3 0.0076 Column Design OK O.00k, Ecc. = 0.000in DL + LL DL + ST + (LL if Chosen) XX Axis: Fa calc'd per 1.5-2, K*Ur > Cc XX Axis : I Beam, Major Axis, UrT < (102,000 * Cb / Fy)^.5, Fb = 0.6 Fy (1 XX Axis: I Beam, Major Axis, Fb using 1.5-7 Governs, Fb = 12,000 Cb Af / YY Axis: Fa calc'd per 1.5-2, K*Ur > Cc YY Axis : I Beam, Minor Axis, Passes 1.5.1.4.1 Para 2. Fb = 0.75 Fv Stresses 0.0076 0.2926 Allowable 8 Actual Stresses Dead Live DL + LL DL + Short Fa: Allowable 6.79 ksi 0.00 ksi 6.79 ksi 9.03 ksi fa : Actual 0.05 ksi 0.00 ksi 0.05 ksi 0.05 ksi Fb:xx : Allow [F1-6] 21.60 ksi 0.00 ksi 21.60 ksi 28.73 ksi Fb:xx : Allow [F1-7] & [F1-8] 21.60 ksi 0.00 ksi 21.60 ksi 28.73 ksi fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 8.24 ksi Fb:yy : Allow [F1-6] 27.00 ksi 0.00 ksi 27.00 ksi 35.91 ksi Fb:yy : Allow [F1-7] & [F1-8] 27.00 ksi 0.00 ksi 27.00 ksi 35.91 ksi fb : yy Actual 0.00 ksi . 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F'ex: DL+LL 31,521 psi Cmx DL+LL 0.85 Cb :x DL+LL 1.75 F'ey : DL+LL 6,786 psi Cm:y DL+LL 0.85 Cb:y DL+LL 1.75 F'ex: DL+LL+ST 41,923 psi Cm:x DL+LL+ST 0.85 Cb:x DL+LL+ST 1.00 F'ey : DL+LL+ST 9,026 psi Cm:y DL+LL+ST 0.85 Cb:y DL+LL+ST 1.75 Max X -X Axis Deflection -0.404 in at 12.000 ft Max Y -Y Axis Deflection 0.000 in at 0.000 ft To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information. Rev. 55MOO User. KW -0604868, Ver 5.5.0, 25 -Sep -2001 (c)1983 -2W1 ENERCALC Engineering Software Description LW15 Section Properties WIOX33 Depth 9.73 in Weight Width 7.960 in Area Web Thick 0.290 in Rt Flange Thickness 0.435 in Title: Dsgnr. Description Scope: Steel Column Job # Date: 12:11 PM, 11 FEB 03 Page 2 32.98 #fit I-X.x 170.00 in4 9.71 in2 I -YY 36.60 in4 2.140 in S-xx 34.943 in3 S-yy 9.196 in3 r -roc 4.184 in r -YY 1.941 in To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information. Rev. 550100 User: KW -080 M. Ver 5.5.0.25•Sep-2001 (c)1983-2001 ENERCALC Engineering.SoRware Description LW15 AND LW16 Title Dsgnr: Description Scope Pole Embedment in Soil Job # Date: 12:29PM, 11 FEB 03 . Page 1 General information Allow Passive 300.00 poi Applied loads:.. Max Passive 1,500.00 psf Point Load 3,000.00 lbs Load duiation,factor 1.330 distance from base 12.000 ft Pole is Rectangular Width 36.000 in Distributed Load 0.00 #/ft No Surface Restraint distance to top 3.000 ft distance to bottom 0.000 ft Moments @ Surface... Point load 36,000.00 ft-# Total Moment 36,000.00 ft-# Distributed load 0.00 Total Lateral 3,000.00 lbs Without Surface Restraint... Required Depth 8.205 it Press @ 1/3 Embed... Actual 831.25 psf Allowable 825.27 psf AOL t4-)AJhy a6tA sowe F . & . 1�. A. kJAY Z To specify your title block on Title: Job # Date: 4:20PM, 20 FEB 03 ' these five lines, use the SETTINGS Description Dscr Fa: Allowable main menu selection, choose the 14.02 ksi 14.02 ksi Printing & Title Block tab, and ent Scope: 18.64 ksi ` your title block information. 0.03 ksi user: icw-0soasss. ver s.s.o, zssep•aoo, Steel Column Page 1 (c)188320Q1 ENERCALC Engineering Software Fb:xx : Allow [F3.1] Description LW16 X3.76 ksi General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section TS8X8X114 Fy 36.00 ksi X -X Sidesway : Sway Allowed 0.00 ksi Duration Factor 1.330 Y -Y Sidesway : Sway Allowed Column Height 12.000 ft Elastic Modulus 29,000.00 ksi End Fixity Fix -Free X -X Unbraced _ 12.000 ft Kxx 2.000 Live & Short Term Loads Combined Y -Y Unbraced 12.000 ft Kyy 2.000 Loads 0.00 ksi 0.00 ksi _ Axial Load... 0.00 ksi 0.00 ksi Dead Load 0.20 k Ecc. for X -X Axis Moments 0.000 in Live Load 0.20 k Ecc. for Y -Y Axis Moments 0.000 in Short Term Load k F'ex : DL+LL 17,814 psi Point lateral Loads... DL LL ST Height Along Y -Y (strong axis moments) 1.500 k 12.000 ft Along X -X (y moments ) 17,814 psi k ft immary Column Design OK Section: TS8X8X1/4, Height = 12.00ft, Axial Loads: DL = 0.20, LL = 0.20, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X -X = 12.00ft, Y -Y = 12.00ft . Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 -1 AISC Formula H1 - 2 AISC Formula H1 - 3 0.0019 0.0019 0.0038 0.36% XX Axis: Fa calc'd per 1.5-1, K*Ur < Cc YY Axis : Fa calc'd Der 1.5-1. K*L/r < Cc Stresses Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa: Allowable 14.02 ksi 14.02 ksi 14.02 ksi 18.64 ksi fa : Actual 0.03 ksi 0.03 ksi 0.05 ksi 0.05 ksi Fb:xx : Allow [F3.1] 23.76 ksi X3.76 ksi 23.76 ksi 31.60 ksi fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 11.50 ksi Fb:yy : Allow [F3.1] 23.76 ksi 23.76 ksi 23.76 ksi 31.60 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis values F'ex : DL+LL 17,814 psi Cm:x DL+LL 0.85 Cb:x DL+LL 1.75 F'ey : DL+LL 17,814 psi Cm:y DL+LL 0.85 Cb:y DL+LL 1.75 F'ex : DL+LL+ST 23,693 psi Cm:x DL+LL+ST 0.85 Cb:x DL+LL+ST 1.00 F'ey : DL+LL+ST 23,693 psi Cm:y DL+LL+ST 0.85 Cb:y DL+LL+ST 1.75 Max X -X Axis Deflection -0.686 in at. 12.000 ft . Max Y -Y Axis Deflection 0.000 in at 0.000 It To specify your title block on Title: Job # ' these five lines, use the SETTINGS Dsgnr. Dater 4:20PM, 20 FEB 03 Description main menu selection, choose the Printing & Title Block tab, and ent Scope: your title block information. Rev. 550100 Page 2 User: KW4)604M, Ver 5.5.0, 25-Sep20o1 Steel Column (c)1983-2001 ENERCALC Engineering Software Description LW16 Section Properties TS8X8X1/4 Depth 8.00 in Weight Width 8.000 in Area Thickness 0.250 in . 25.78 #/ft I -roc 75.10 in4 7.59 in2 I,yy 75.10 in4 S -roc 18.775 in3 S -YY 18.775 in3 r -roc 3.146 in r -YY 3.146 in To specify your.titie block on Title : Job # these five lines, use the SETTINGS Dsgnr: Date: 12:29PM, 11 FEB 63 Description main menu selection, choose the Printing & Title Block tab, and ent Scope: + your title block information. Rev. 550100 User. KW-OWasss. ver 5.5.0.25Sep�2001. Pole Embedment in Soil Page 1 (c)19832001 ENERCALC Engineering Software Description LW15 AND LW16 General Information Allow Passive 300.00 pof . Applied Loads... Max Passive , 1,500.00 psf Point; Load 3,000.00 lbs Load duration factor 1.330 distance from base 12.000 ft Pole is Rectangular Width 36.000 in Distributed Load 0.00 #/ft No Surface Restraint distance to top 3.000 ft distance to bottom 0.000 ft Summary Moments Q Surface... Point load 36,000.00 ft-# Total Moment 36,000.00 ft-# Distributed load 0.00 Total Lateral 3,000.00 lbs Without Surface Restraint... Required Depth 6.205 ft Press @ 1/3 Embed... Actual 831.25 psf Allowable 825.27 psf Wr S . CL 4ON 6Q" F7i+ (3pvs rO,419T-1 Ttg-- NY fle r) . 8 As 114 .. 4, 7 FOU_ ION ANALYSIS ('5B) soms BFARING 7 iso® (ASSUMED/ MIN. RBQMT.) (CONFIRMED SOILS REPORT) CONTINUOUS FOOTING 0- kOADS TO FOOME ROOF = (44 X 2 u/2 152 PLF WALL X \b -c, PLF FLOOR X PIF WT. OF FTG (150) X (IS-AjZ-/ 144) =150 PLF. ( 8,9 MAL LOADR ) PLF (W) WIDTH REQUIRED IN INCHES = 74 USE WIDE X 20 Vmp DEEP CONTINUOUS FOOTING @ I -STORY PORTIONS / I-AVY -Fc,f , USE X DEEP CONTINUOUS FOOTING @ 2 -STORY PORTIONS MALWWABLEMUff LOADONCO-,INVOMOMG: I'max =("B XSXW 144 P max @ (I -STORY) P max @ (2 -STORY) (P allow = P max — TOTAL LOAD X (S/12)) CONCRETE PAD DESIGN (SB) SOIL BEARING PSF POINT LOAD = (I 129 �) , FROM Beam # (Ck USE (, j ®O ) SQUARE CONCRETE PAD ( `ti) DEEP WITH (3 ) # 4 BARS @ BOTTOM EACH WAY \ POINT LOAD''-- c 6 3 ) ; FROM Beam # � 1 ) �� 1 � O USE (2 - 3 �) SQUARE CONCRETE PAD (\'L) DEEP WITH (,2) # 4 BARS @ BOTTOM EACH WAY `POINT LOAD FROM Beam # e- ' 5 USE (2. % 3 �) SQUARE CONCRETE PAD 2) DEEP ov`s. WITH (�, } .# 4 BARS @ BOTTOM EACH WAY e��x��wmM�rom�xn•�m**a�e�na���e,a��ea��ba�s��n�µa��+a�aa��B�e���brt��A�9�a+a�bw�t \ POINT LOAD = ( 7079) , FROM Beam # {) $) K USE SQUARE CONCRETE PAD (11_) DEEP WITH (2) # 4 BARS @ BOTTOM EACH WAY w13� 2-w q G el? qr� L o eo o (js 2 r 3' 2 sQxl 61VII' . e- ^- w13� 2-w q G el? qr� L o eo o (js 2 r 3' 2 sQxl 61VII' . CONCRETE PAD DESIGN (SB) SOIL BEARING = ( jSoU) PSF- POINT LOAD = (73 3q )., FROM Beam # ( 6 -) M ;.j eqG�.\ oma.. V/ �L .USE (2 : 6 �) SQUARE CONCRETE PAD( 12- ) DEEP WITH (2) # 4 BARS @ BOTTOM EACH WAY � POINT LOAD = ) , FROM Beam # ,( USE (2 = ��) SQUARE CONCRETE PAD (1 2 ) DEEP WITH (2) # 4 BARS @ BOTTOM EACH WAY — FROM Beam # U� POINT LOAD — (96 2� ),FROM (g ) �% USE (3 C>") SQUARE CONCRETE PAD ) DEEP WITH (3) # 4 BARS @ BOTTOM EACH WAY sxw�mmaawm�+xwa+�Mroawaanxam�*�n*�+xxa�esaaxs�,�.��x•aa+aas FROM Beam # ( b ) POINT LOAD -= G 13 ) , I USE SQUARE CONCRETE PAD DEEP WITH (2) # 4 BARS @ BOTTOM EACH WAY . USS- �;-�= �� X ►2. '�� CONCRETE PAD DESIGN (SB) SOIL BEARING = ( ej o q PSF V POINT LOAD FROM - Beam # USE (3 o�) SQUARE CONCRETE PAD DEEP WITH (3) # 4 BARS @ BOTTOM EACH WAY NNNtfifiprArNfiNfihFNN+eNNtdrfipN,N•N+N•NtN1N+NtN•N•N+a�N�N+�a+�+�NN�N+N,�N�a�....... POINT LOAD = (-75 6 -j) , FROM Beam # ('% �{) �`� l9v USE (2�i ��) SQUARE CONCRETE PAD (`2) DEEP WITH # 4 BARS @ BOTTOM EACH WAY N��HM+AN+N1WrB Ni�d�N+NDN+N•N•N�+�MPofiK•N•fi�i+*Ke�PN+PoN•N+WN�H�N•eHNtfi�NN�M�P!NWfi�B�P�Nfib POINT LOAD = (57.59 ) , FROM Beam # (2r) / USE (2 6 ) SQUARE CONCRETE PAD (j', ) DEEP WITH (ej,) # 4 BARS @ BOTTOM EACH WAY fifidfiMtlfiNb9NPofibRfi98fifiPSfififififid+fififirA*NN+NfiA+9pfiMNrMWNN•fi+bNsA . POINT LOAD = (6 4 % '�) , FROM Beam # (1`1 USE (2 (� �) SQUARE CONCRETE PAD ( 12) DEEP WITH ('L) # 4 BARS @ BOTTOM EACH WAY j I { _ f • { + 1 f I + 1 1 ; _� _L - J, l,_ _ _ Q • ' I f _ /, es ' 1 { -- / r-/-•�' ... ��� •. l' ... i. j _.� ..-rl-.-© c -mss V•i.-.__�y� fi..`®: __ � ' � _- I . _ '0 L ! 4A 0 ljo .._►2 .-_ _-_ _._ ._1 _ _.. Y_ - -- rOlLf • 1 ,r { a L6 T', A oil , fv i , m f L ' RAYMOND FRANGIE STRUCTURAL CONSULTANTS, INC. 44100 MONTEREY AVE., SUITE 201C, PALM DESERT, CA. 92260 PHONE (760) 836-1000 FAX (760) 836-0856 Shur Force IX #ANCHOR BOLT(um 0.3) 5/E" #ANCHOR BOLT(lone 04) SIMPSON MAS ON 2x42x6 FMF SIMPSON MA4 ON 20 PTDFUNo SIMPSON MA6 ON 2x6/3x6 PTDP USP EAI, FA2 ON 2x4/2x6 PTDP ('LF) Zoee 3 Zom 0,1,2 3,4 0.1,2 " 14 one 0,1,2 Zone 3,4 Zang 0,1,2 Zone 3.4 Zone 0.1.2 Zone 3,4 Zone 1 0.12 90 72" 72" 72" 72" 72" 72" 64" 64" 72" 72" 66" 66" 100 7T' 72" 72" 72' 72 7F 56" 56" 72" 72" 66 66" 150 64" 64" 72" 72 56" S6" 32" 32" 48" 48" 66" 66" 175 56" 56" 72" 72" 48" 48" 32" 32" 40" 40" 66" - 66- 180 48" 48" 72" 72" 48" 48" 1 32" 32" 40" 40" 48" 48" 260 32" 1. 32" 48" 48" 32 32" 16" 16" 24" 24 32" 32" 350 24" 24 40. 40' 24 24" 16" 16" 16" 16" 24" 24" 490 8"' 16" 12"' 24^ 16" 16" 8" 8" 16" 16" 16"16" 600 8" 16". 8"' 24" 12" 12" 8" 8" 12" 12" 12" 12" 665 12" 12" Z4"J 16" N/A 12 12' 8" 12^ 12" N/A IT'. 870 8"' 8" 16" 16" N/A I 8" 8"' NIA 803 8" N/A 8" 1330 N/A N/A 12" 12 --IFA— N/A NIA NIA N/A N/A NTA_ N/A 1740 N/A N/A 8" 8" N/A NIA NIA NIA N/A NIA N/A N/A i'. U SILL YLAi r 2. BASED ON %%CAPACII'Y.PSR UBC TABLE 23-11-1-1 FOOTNOTE 3 FOR 2x SILL PLATE IN ZONE 3 & 4 3. 3x4 SILL PLATE ALL MUD SILL ANCHORS REQUIRE MONOLITHIC SLAB OR FOUNDATION. ANCHOR BOLTS CAPACITY IN CONCRETE PER 1997 UBC SECTION 1923.1 AND TABLE 19-D. 1/Y' 0 A.B.: 1250(1.5/3x413) + 833 # MINIMUM 1-1/2" FROM EDGE OF CONCRETE at PLATE 5/8" 0A.B.: 2795(1.875/3.75)(4/3) = .19630 MINIMUM 1-718" FROM EDGE OF CONCRETE &1 -1/2" FROM EDGE OF PLATE ANCHOR BOLTS CAPACITY IN MUD SILL PER 1997NDS SECTION 8.2.3 AND TABLE 8.2E. 1/2" 0 AB.: 2x SILL - 620(4/3) = 927# 3X SU L - 730(4/3) 973 # 518" 0 A.B.: WILL- - 890(4/3)-1187# 3x SILL-- 1140(4/3) - 1520 # SIMPSON MAS/MA4/MA6 ALLOWABLE LOADS PARALLEL TO PLATE(ICBO NER-043): MAS20, 2x6 SILL: 7200 MA4/2x4 SILL, 4909 MA030 SILL : 680 # MA62X6, 3X6 SILL: 680 # NOTE. ANCHORS SHALL BE PLACED WITHIN 12" FROM THE END OF EACH SILL.. MANUFACTURER'S INSTALLATION RECOMMANDATIONS SHALL BE FOLLOWED - USP FAl/FA2 ALLOWABLE LOADS PARALLEL TO PLATE(ICBO ER -3613): FA1,FA22X4, 2x6 SILL: 790 # NOTE: ANCHORS SHALL BE PLACED WITHIN 12" FROM THE END OF EACH SILL. THE MAXIMUM SPACING IS 5'F FEET. MANUFACTURER'S INSTALLATION RECOMMANDATIONS SHALL BE FOLLOWED. SOUTHERN HILLS DEVELOPMENT 81-070 CHANTICLEER DRIVE ' LA QUINTA, CALIFORNIA 92253 1 GEOTECHNICAL ENGINEERING REPORT SINGLE FAMILY RESIDENCE 77-270 LOMA VISTA LA QUINTA, CALIFORNIA March 17, 2003 _ © 2003 Earth Systems Southwest . Unauthorized use or copying of this document is strictly prohibited without the express written consent of Earth Systems Southwest. File No.: 09028-01 03-03-743 1 SOUTHERN HILLS DEVELOPMENT 81-070 CHANTICLEER DRIVE ' LA QUINTA, CALIFORNIA 92253 1 GEOTECHNICAL ENGINEERING REPORT SINGLE FAMILY RESIDENCE 77-270 LOMA VISTA LA QUINTA, CALIFORNIA March 17, 2003 _ © 2003 Earth Systems Southwest . Unauthorized use or copying of this document is strictly prohibited without the express written consent of Earth Systems Southwest. File No.: 09028-01 03-03-743 Earth Systems 1"W071 Southwest 79-811B Country Club Drive Bermuda Dunes, CA 92201 (760)345-1588 (800)924-7015 FAX (760) 345-7315 March 17, 2003 File No.: 09028-01 03-03-743 Southern Hills Development 81-070 Chanticleer Drive . La Quinta, California 92253 Attention: Mr. John Read. Project: 77-270 Loma Vista, Enclave Mountain Estates Proposed Single Family Residence La Quinta, California Subject: Geotechnical Engineering Report Dear Mr. Read: We take pleasure to present this Geotechnical Engineering Report prepared for the proposed single- family residence to be located at 77-270 Loma Vista in the City of La Quinta, California. This report presents our findings and recommendations for building pad 'preparation and foundation design, incorporating the information provided to our office. The site is suitable for the proposed development provided the recommendations in this report are followed in design and construction. In general, the upper five soils should be compacted to improve bearing capacity and reduce settlement. The site is subject to strong ground motion from the San Andreas Fault. Near surface soils have low sulfate contents. Therefore no special concrete mix is.required. However, laboratory analyses indicate that the site soil has a moderate to severe corrosion potential. This report should stand as a whole, and no part of the report should be excerpted or used to the exclusion of any other part. This report completes our scope of services in accordance with our agreement, dated January 27, 2003. Other services that may be required, such as plan review and grading observation, are additional services and will be billed according to our Fee Schedule in effect at the time services are provided. Unless requested in writing, the client is responsible to distribute this report to the appropriate governing agency . or other members of the design team. We appreciate the opportunity to provide our professional services. Please contact our office if there are any questions or comments concerning this report or its recommendations. Respectfully submitted, EARTH SYSTEMS SOUTHWEST ,& . D 5 A 15,� Carl D. Schrenk EG 900 SER/cds/sls/kcj Reviewed by, Shelton L. Stringer GE 2266 Distribution: 4/Southern Hills Development, Attn: Mr. John Reed 1/SJC File. 2BD File QROFESS/pl,\ co N j2��3 /2Rt m LLI� u) o 2266 r Exp. 6-30-04 S= �cFOFECANF TABLE OF CONTENTS Page Section1 INTRODUCTION...............................:.................................................................1 1.1 Project Description..................................................................:....................:..........1 1.2 Site Description........................................................................................................ l 1.3 Purpose and Scope of Work....................................................................................1 Section 2 METHODS OF INVESTIGATION.....................................................................3 2.1 Field Exploration 2.2 Laboratory Testing...................................................................................................3 Section3 DISCUSSION.........................................................................................................4 3.1 Soil Conditions........................................................................................................4 3.2 Groundwater.......:.................................................................................................... 4 3.3 Geologic Setting......................................................................................................4 3.4 Geologic Hazards.....................................................................................................5 3.4.1 Seismic Hazards..........................................................................................5 3.4.2 Secondary Hazards......................................................................................6 3.4.3 Site Acceleration and Seismic Coefficients.......................:....:....................7 Section4 CONCLUSIONS....................................................................................................9 Section 5 RECOMMENDATIONS....................................................................................10 SITE DEVELOPMENT AND GRADING......................................................................10 5.1 Site Development - Grading..................................................................................10 5.2 Excavations and Utility Trenches..........................................................................11 5.3 Slope Stability of Graded Slopes........................................................................... 11 .. STRUCTURES................................................................................................................12 5.4 Foundations .......................... ..................12 5.5 Slabs -on -Grade ................ 5.6 Mitigation of Soil Corrosivity on Concrete...........................................................14 Section 6 LIMITATIONS AND ADDITIONAL SERVICES..........................................15 6.1 Uniformity of Conditions and Limitations............................................................15 6.2 Additional Services................................................................................................16 REFERENCES...............................................................................................................17 APPENDIX A Site Location Map Boring Location Map Table 1 Fault Parameters Logs of Borings APPENDIX B Laboratory Test Results EARTH SYSTEMS SOUTHWEST C March 17, 2003 - 1 - File No.: 09028-01 r 03-03-743 Section .1 INTRODUCTION 1.1 Project Description This Geotechnical Engineering Report has been prepared for the proposed single-family residence to be located at 77-270 Loma Vista Drive in the City of La Quinta, California. The proposed single-family residence will be a one structure, occupying the majority of the lot. We understand that the proposed structure will be of wood frame and stucco, or CMU . masonry block construction and will be supported by conventional shallow continuous or pad footings. Site development will include building pad preparation, underground utility installation, and driveway and walkway placement. We used maximum column loads.of 20 kips and a maximum wall loading of 1.5 kips per linear foot as a basis for the foundation recommendations. All loading is assumed to be dead plus actual live load. If actual structural loading exceeds these assumed values, we would need to reevaluate the given recommendations. No retaining walls are anticipated at this time. 1.2 Site Description The proposed single-family residence is to be constructed. on a parcel of near level undeveloped land, which was mass graded during previous tract development that is elevated approximately 5 feet above the adjacent street grade. A thin cover of grass currently mantles the terrain. An existing single-family dwelling exists to the west of the site, while another residence is under construction to the north. A ten -foot deep concrete lined flood control channel runs along the northwest property line. The site location is shown -on -Figure 1 in Appendix A. 1.3 Purpose and Scope of Work The purpose for our services was to evaluate the site soil conditions and to provide professional opinions and recommendations regarding the proposed development of the site. The scope of work included the following: ➢ A general reconnaissance of the site. , ➢ Shallow subsurface exploration by drilling 4 exploratory borings to depths ranging from 16.5 to 31.5 feet. ➢ Laboratory testing of selected soil samples obtained from the exploratory borings. ➢ Review of selected published technical literature .pertaining to the site. Engineering analysis and evaluation of the acquired data from the exploration and testing programs. ➢ A summary of our findings and recommendations in this written report. This report contains the following: ➢ Discussions on subsurface soil and groundwater conditions. ➢ Discussions on regional and local geologic conditions. „ - ➢ Discussions on geologic and seismic hazards: ➢ Graphic and tabulated results of laboratory tests and field studies. EARTH SYSTEMS SOUTHWEST March 17, 2003 - 2 - . File No.: 09028-01 03-03-743 ➢ Recommendations regarding: • Site development and building pad preparation criteria • Excavation conditions and'buried utility installations • Structure foundation type and design • Allowable foundation bearing capacity and expected total and differential settlements Concrete slabs -on -grade • Lateral earth pressures and coefficients • Mitigation of the potential corrosivity of site soils to concrete and steel reinforcement • Seismic design parameters Not Contained In This Report: Although available through Earth Systems Southwest, the current scope of our services does not include: ➢ A corrosive study to determine cathodic protection of concrete or buried pipes. ➢ An environmental assessment. ➢ Investigation for the presence or absence of wetlands, hazardous or toxic materials in the soil, surface water, groundwater, or air on, below, or adjacent to the subject property. EARTH SYSTEMS SOUTHWEST 4 March 17, 2003 -'3 - File No.: 09028-01 03-03-743 ' Section 2 METHODS OF INVESTIGATION t 2.1 Field Exploration Five exploratory borings were drilled to depths ranging from 16.5 to 31.5 feet below the existing ground surface to observe the soil profile and to obtain samples for laboratory testing. The borings were drilled on February 10, 2003 using 8 -inch outside diameter hollow -stem augers, and ' powered by a CME 45 truck -mounted drilling rig. The boring locations are shown on the Boring Location Map, Figure 2, in Appendix A. The locations shown are approximate, established by pacing and sighting from existing topographic features.,. - ' Samples were obtained within the test borings using a Modified California (MC) ring sampler (ASTM D 3550 with shoe similar to ASTM D 1586). The MC sampler has a 3 -inch outside ' diameter and a 2.37 -inch inside diameter. The samples were obtained by driving the sampler with a 140 -pound, hammer manually activated by rope and cathead, dropping 30 inches in general accordance with ASTM D 1586. Recovered soil samples were sealed in containers and returned to the laboratory. Bulk samples were also obtained from auger cuttings, representing a mixture of soils encountered at the depths noted. I I' ' The ficial logs of the borings represent `our interpretation of the contents of the field logs and the results - of laboratory,. testing performed on the samples obtained during the subsurface exploration. The final logs are included in Appendix A of this report. The stratification lines ' represent the approximate boundaries between soil types although the transitions, however, may be gradational.. , ' 2.2 Laboratory Testing ' Samples were reviewed along with field logs to select those that would be analyzed further. Those selected for laboratory, testing include soils that would be exposed and used during grading, and those deemed to be within the influence of the proposed structure. Test results are ' presented in graphic and tabular form in Appendix B of this report. The tests were conducted in general - accordance with the procedures of the American Society for Testing and Materials (ASTM) or other standardized methods as referenced below. Our testing program consisted of, ' the following: ➢ In-situ Moisture Content and Unit Dry Weight for the ring samples (ASTM D 2937).• ➢ Maximum density tests were performed to evaluate the moisture -density relationship of typical soils encountered (ASTM D 1557). ➢ Particle Size Analysis (ASTM D 422) to classify and evaluate soil composition. The ' gradation characteristics of selected samples were made by hydrometer and sieve analysis procedures. ➢ Consolidation' (Collapse Potential) (ASTM D 2435 and. D ,5333) to evaluate the compressibility and hydro consolidation (collapse) potential of the soil. ➢ Chemical Analyses (Soluble Sulfates & Chlorides, pH, and Electrical Resistivity) to evaluate the potential adverse effects of the soil on concrete and steel. ' _ EARTH SYSTEMS SOUTHWEST March 17, 2003 - 4 - File No.: 09028701 03-03-743 ' Section 3 DISCUSSION ' 3.1 Soil Conditions ' The field exploration indicates that site soils consist primarily of silty sand to sandy silt. The boring logs provided in Appendix A include more detailed descriptions of the soils encountered. The soils are visually classified to be in the very low expansion (EI < 20) category in accordance ' with Table 18A -I -B of the California (Uniform) Building Code. In and climatic regions, granular soils may have a potential to collapse upon wetting. Collapse ' (hydroconsolidation) may occur when the soluble cements, (carbonates) in the soil matrix dissolve, causing: the soil to densify from its loose configuration from deposition. The hydro consolidation potential is commonly mitigated by recompaction of a zone beneath building pads. ' The site lies within a recognized blow sand hazard area. Fine articulate matter M can g P �' �o) ' create an air quality hazard if dust is blowing. Watering the surface, planting grass or landscaping, or hardscape normally mitigates this hazard. 3.2 Groundwater Free groundwater was not encountered in the borings during exploration. Groundwater is over 100 feet deep based on recent nearby wells. Groundwater should not be a factor in design or iconstruction at this site. 3.3 Geologic Setting Regional Geology: The site lies within the Coachella Valley, a part of the Colorado Desert geomorphic province. A significant feature within the Colorado Desert geomorphic province is ' the Salton Trough. The Salton Trough is a large northwest -trending structural depression that extends from San Gorgonio Pass, approximately 180 miles to the ' Gulf of California. Much of this depression in the area of the Salton Sea is below sea level. ' The Coachella Valle f northerly y o rm s th e part of the Salton Trough. The Coachella Valley contains a thick sequence.of sedimentary deposits that are Miocene to recent in age. Mountains tsurrounding the Coachella Valley include the Little San Bernardino Mountains on the northeast, foothills of the San Bernardino Mountains on the northwest, and the San Jacinto and Santa Rosa Mountains on the southwest. These mountains expose primarily Precambrian metamorphic and Mesozoic granitic rocks. The San Andreas Fault zone within .the Coachella Valley consists of the Garnet Hill Fault, the Banning Fault, and the Mission Creek Fault that traverse along the northeast margin of the valley. Local GeolM: The project site is located in the La Quinta cove area of the Coachella Valley near the eastern flanks of the Santa Rosa Mountains. The project is located in an area that was once covered by the ancient Lake Cahuilla. The sediments in this area of the valley consist generally of fine to medium grained sands, which are wind blown (Aeolian) and finer grained ' soil such as clays and silts that are lakebed (lacustrine) origin. ' EARTH SYSTEMS SOUTHWEST March 17, 2003 5-- File No.: 09028-01 03-03-743 3.4 Geologic Hazards Geologic hazards that may affect the region include seismic hazards (ground shaking, surface fault rupture, soil liquefaction, and other secondary earthquake -related hazards), slope instability, flooding, ground subsidence, and erosion. A discussion follows on the specific hazards to this site. 3.4.1 Seismic Hazards Seismic Sources: Several active faults or seismic zones lie within 62 miles (100 kilometers) of the project site as shown on Table 1 in Appendix A. The primary seismic hazard to the site is strong groundshaking from earthquakes along the San Andreas and San Jacinto Faults. The Maximum Magnitude Earthquake `Mmax) listed is from published geologic information available for each fault (CDMG, 1996). The Mmax corresponds to the maximum earthquake believed to be tectonically possible. Surface Fault Rupture: The project site does not lie within a currently delineated State of California, Alquist-Priolo Earthquake Fault Zone (Hart, 1997). Well -delineated fault lines cross through this region as shown on California Division of Mines and Geology (CDMG) maps (Jennings, 1994). Therefore, active fault rupture is unlikely to occur at the,project site. While fault rupture would most likely occur along previously established fault traces, future fault rupture could occur at other locations. Historic Seismicity: Six historic seismic events (5.9 M -or greater) have significantly affected the Coachella Valley the last 100 years. They are as follows: • Desert Hot Springs Earthquake - On December 4, 1948, a magnitude 6:5 ML (6.OMW) earthquake occurred east of Desert. Hot Springs. This event was strongly felt in the Palm Springs area. • Palm Springs Earthquake - A magnitude 5.9 ML (6.2MW) earthquake occurred .on July 8, 1986 in the Painted Hills causing minor surface creep of the Banning segment of the San Andreas. Fault. This event was strongly felt in the Palm Springs area and caused structural damage, as well as injuries. • Joshua Tree Earthquake - On April 22, 1992, a magnitude 6.1 ML (6.1MW) earthquake occurred in the mountains 9 miles east of Desert Hot Springs. Structural damage and minor injuries occurred in the Palm Springs area as a result of this earthquake. • Landers & Big Bear Earthquakes : Early on June 28, 1992, a magnitude 7.5 Ms (7.3MW) earthquake occurred near Landers, the largest seismic event in Southern California for 40 years. Surface rupture occurred just south of the town of Yucca Valley and extended some 43 miles toward Barstow. About three hours later, a magnitude 6.6 Ms (6.4MW) earthquake occurred near Big Bear Lake. No significant structural damage from these earthquakes was reported in the Palm Springs area. • Hector Mine Earthquake -On October 16,.1999, a magnitude 7.1MW earthquake occurred on the Lavic Lake and Bullion Mountain Faults north of 29 Palms. This event while widely felt, no significant structural damage has been reported in the Coachella Valley. EARTH SYSTEMS SOUTHWEST March 17, 2003 - 6 - File No.: 09028-01 03-03-743 Seismic Risk: While accurate earthquake predictions are not possible, various agencies have conducted statistical risk analyses. In 1996, the California Division of Mines and Geology ' (CDMG) and the United States Geological Survey (USGS) published probabilistic seismic hazard maps. We have used these maps in our'evaluation of the seismic risk at the site. The Working Group of California Earthquake Probabilities (WGCEP, 1995) estimated a 22% ' conditional probability that a magnitude 7 or greater earthquake may occur between 1994 to 2024 along the Coachella segment of the San Andreas Fault. ' The primary seismic risk at the site is a potential earthquake along the San Andreas Fault. Geologists believe that the San Andreas Fault has characteristic earthquakes that result from rupture of each fault segment. The estimated characteristic earthquake is magnitude 7.4 for the ' Southern Segment of the fault. This segment has the longest elapsed time since rupture than any other part of the San Andreas Fault. The last rupture occurred about 1690 AD, based on dating ' by the USGS near Indio (WGCEP, 1995). This segment has also ruptured on about 1020, 1300, and 1450 AD, with an average recurrence interval of about 220 years. The San Andreas Fault may rupture in multiple segments producing a higher magnitude earthquake. Recent ' paleoseismic studies suggest that the San Bernardino Mountain Segment to the north and the Coachella Segment may have both ruptured together in 1450 and 1690 AD (WGCEP, 1995). 3.4.2 Secondary Hazards Secondary seismic hazards related to ground shaking include soil liquefaction, ground ' subsidence, tsunamis, and seiches. The site is far inland so the hazard from tsunamis is non- existent. At the present time, no water storage reservoirs are located in the immediate vicinity of the site. Therefore, hazards from seiches are considered negligible at this time. Soil Liquefaction: Liquefaction is the loss of soil strength from sudden shock (usually earthquake shaking), causing the soil to become a fluid mass. In general, for the effects of ' liquefaction to be manifested at the surface, groundwater levels must be within 50 feet of the ground surface and the soils within the saturated zone must also be susceptible to liquefaction. The potential for liquefaction to occur at this site is considered negligible because the depth of ' groundwater beneath the site exceeds 50 feet. No free groundwater was encountered in our exploratory borings. In addition, the project does not lie within the Riverside County liquefaction hazard zone. Ground Subsidence: The potential for seismically induced ground subsidence is considered to be moderately high at the site. Dry sands tend to settle and densfy when subjected to strong ' earthquake shaking. The amount of subsidence is dependent on relative density of the soil, ground motion, and earthquake duration. Uncompacted fill areas may be susceptible to seismically induced settlement. ' Slope Instability: The site is relatively flat. Therefore, potential hazards from sloe instability, tY, landslides, or debris flows are considered negligible. ' Flooding: The project site does not lie within a designated FEMA 100 -year floodplain. The project site may be in an area where sheet flooding and erosion could occur. If significant EARTH SYSTEMS SOUTHWEST March 17, 2003 -7m File No.: 09028-01 03-03-743 ' changes are proposed for the site, appropriate project design, construction, and maintenance can minimize the site sheet flooding potential. ' 3.4.3 ' Site Acceleration and Seismic Coefficients ' Site Acceleration: The potential intensity of ground motion may be estimated by the horizontal Peak ground acceleration (PGA), measured in "g" forces. Included in Table 1 are deterministic estimates of site acceleration from possible earthquakes at nearby faults. Ground motions are dependent primarily on the earthquake magnitude and distance to the seismogenic (rupture) zone. Accelerations also are dependent upon attenuation by rock and soil deposits, direction of rupture, and type of fault. For these reasons, ground motions may vary considerably in the same general ' area. This variability can be expressed statistically by a standard deviation about a mean relationship. . ' The PGA alone is an inconsistent scaling factor to compare to the CBC/UBC Z factor and is generally a poor. indicator of potential structural damage during an earthquake. Important factors influencing the structural performance are the duration and frequency of strong ground motion; ' local subsurface conditions, soil -structure interaction, and, structural details. Because of these factors, an effective peak acceleration (EPA) is used in structural design. ' The following table provides the. probabilistic estimate of the PGA and EPA taken from the 1996 CDMG/USGS seismic hazard maps. ' Estimate of PGA and EPA from 1996 CDMG/USGS _ Prnhnhilktir gPiQMiP 14a7ardl Mane Notes: 1. Based on a soft rock site, SBic and soil amplification factor of 1.0 for Soil Profile Type Sp. 2. Spectral acceleration (SA) at period of 0.3 seconds divided by 2.5 for 5% damping, as defined by the Structural Engineers Association of California (SEAOC, 1996). 2001 CBC (1997 UBC) Seismic Coefficients: The California (Uniform) Building Code (CBC or UBC) seismic design criteria are based` on a Design Basis Earthquake (DBE) that has an earthquake ground motion with a 10% probability of occurrence in 50 years. The PGA and EPA estimates given above are provided for information on the seismic risk. inherent in the CBC/UBC design. The seismic and site coefficients given in Chapter 16 of the 2001 California (1997 Uniform) Building Code are provided below. ' EARTH SYSTEMS SOUTHWEST Risk Equivalent Return Period (years) PGA (g) 1 Approximate EPA(g 2 10% exceedance in 50 years 475 0.46 0.43 Notes: 1. Based on a soft rock site, SBic and soil amplification factor of 1.0 for Soil Profile Type Sp. 2. Spectral acceleration (SA) at period of 0.3 seconds divided by 2.5 for 5% damping, as defined by the Structural Engineers Association of California (SEAOC, 1996). 2001 CBC (1997 UBC) Seismic Coefficients: The California (Uniform) Building Code (CBC or UBC) seismic design criteria are based` on a Design Basis Earthquake (DBE) that has an earthquake ground motion with a 10% probability of occurrence in 50 years. The PGA and EPA estimates given above are provided for information on the seismic risk. inherent in the CBC/UBC design. The seismic and site coefficients given in Chapter 16 of the 2001 California (1997 Uniform) Building Code are provided below. ' EARTH SYSTEMS SOUTHWEST March 17, 2003 - 8 -` File No.: 09028-01 03-03-743 2001 CBC (1997 UBC) Seismic Coefficients for Chapter 16 Seismic Provisions Reference Seismic Zone: 4 Figure 16-2 Seismic Zone Factor, Z: 0.4 Table 16-I Soil Profile Type: SD Table 16-J Seismic Source Type: A Table 16-U Closest Distance to Known Seismic Source 12.2 km = 7.6 miles (San Andreas Fault) Near Source Factor, Na: 1.00 Table 16-5 Near Source Factor, Nv: 1.11 Table 16-T Seismic Coefficient, Ca:' 0.44 0.44Na Table 16-Q Seismic Coefficient, Cv: 0.71 = 0.64Nv Table 16-R Seismic Hazard Zones: The site does not lie within a liquefaction, landslide or fault rupture hazard area or zone established by the 2002 Riverside County General Plan. Riverside County has not been mapped by the California Seismic Hazard Mapping Act (Ca. PRC 2690 to 2699). EARTH SYSTEMS SOUTHWEST , March 17, 2003 Section 4 CONCLUSIONS - 9 - File No.: 09028-01 03-03-743 The following is a summary of our conclusions and professional opinions based on the data obtained from a review of selected technical literature and the site evaluation. General: ➢ From a geotechnical perspective, the site is suitable for the proposed development provided the recommendations in this report are followed in the design and construction of this project. Geotechnical Constraints and Mitigation: ➢ The primary geologic hazard is severe ground shaking from earthquakes originating on nearby faults. A major earthquake above magnitude 7 originating on the local segment of the San Andreas Fault zone would be the critical seismic event that may affect the site, within the design life of the proposed development. Engineered design and earthquake - resistant construction increase safety and allow development of seismic areas. ➢ The project site is in seismic Zone 4 and about 12.2 km from a Type A seismic source as defined in the California (Uniform) Building Code. A qualified professional should design any permanent structure constructed on the site. The minimum seismic design should comply with the 2001 edition of the California Building Code. ➢ Ground subsidence from seismic events or hydroconsolidation is a potential hazard in the Coachella Valley area. Adherence to the grading and structural recommendations in this report should reduce potential settlement problems from seismic forces, heavy rainfall or irrigation, flooding, and the weight of the intended structures. ➢ The soils are susceptible to wind and water erosion. Preventative measures to reduce seasonal flooding and erosion should be incorporated into site grading plans. Dust . control should also be implemented during construction. Site grading should be in strict compliance with the requirements 'of the South .Coast Air Quality Management District, '(SCAQMD). ➢ Othereolo is hazard g g s including fault rupture, liquefaction, seismically induced flooding, and landslides are considered low or negligible on this site. ➢ The upper 5 to 6 feet of soils were found to have variable densities from medium dense to dense and are generally suitable to support structures, fill, and hardscape. The soils within the building . and structural areas will require moisture conditioning, and recompaction to improve bearing capacity and reduce settlement from static loading. Soils can be readily cut by normal grading equipment. EARTH SYSTEMS SOUTHWEST March 17, 2003 - 10 - File No.: 09028-01 03-03-743 Section 5 RECOMMENDATIONS SITE DEVELOPMENT AND GRADING 5.1 Site Development - Grading A representative of Earth Systems Southwest (ESSW) should observe site clearing, grading, and the bottom of excavations before placing fill. Local variations in soil conditions may warrant increasing the depth of recompaction and over -excavation. Clearing and Grubbing: At the start of building pad preparation, if encountered, existing vegetation should be removed from the proposed building, structural, and pavement areas. The surface should be stripped of organic growth and removed from the construction area. Areas disturbed during clearing should be properly backfilled and compacted as described below. Dust control should also be implemented during construction. Site grading should be in strict compliance with the requirements of the South Coast Air Quality Management District (SCAQMD). Building Pad Preparation: Because of the possible non-uniform and under -compacted nature of the upper site soils, we recommend recompaction of soils in the building area.' The existing surface soils within the building pad and foundation areas should be moisture conditioned to a minimum of 5 feet below existing grade to near optimum moisture, verified by testing. Compaction testing should be conducted to verify if at least 90% relative compaction (ASTM D 1557) is obtained to a depth of at least 4 feet below existing grade. If compaction is not met, over -excavation and recompaction may be required. The sub -excavation for the pool area should be scarified, moisture conditioned and re -compacted to at least 90% relative compaction (ASTM D 1557) for a depth of at least 2 feet below the pool level. These recommendations are intended to provide a minimum of 4 and 3 feet of moisture conditioned and compacted soil beneath the floor slabs and footings, respectively. Auxiliary Structures Subgrade Preparation: Auxiliary structures such as garden walls should have the foundation subgrade prepared similar to the building pad recommendations given above. The lateral extent of the over -excavation needs only to extend 2 feet beyond. the face of the footing. Subgrade Preparation: In areas to receive fill, pavements, or hardscape, the subgrade should be scarified; moisture conditioned, and compacted to at least 90% relative compaction (ASTM D 1557) for a depth of 1 -foot below finished subgrades.. Compaction should be verified by testing. Engineered Fill Soils: The native soil is suitable for use as engineered fill, utility trench backfill provided it is free of significant organic or deleterious matter. The native soil should be placed in maximum 8 -inch lifts (loose) and compacted to at' least 90% relative compaction (ASTM D 1557) near its optimum moisture content. Compaction should be verified by testing. • R EARTH SYSTEMS SOUTHWEST March 17, 2003 File No.: 09028-01 03-03-743 Imported fill soils (if needed) should be non -expansive, granular soils meeting the USCS classifications of SM, SP -SM, or SW -SM with a maximum rock size of 3 inches and 5 to 35% passing the No. 200 sieve. The geotechnical engineer should evaluate the import fill soils before hauling to the site. However, because of the potential variations within the borrow source, import soil will not be prequalified by ESSW. The imported fill should be placed in lifts no greater than 8 inches in loose thickness and compacted to at least 90% relative compaction (ASTM D 1557) near optimum moisture content. Site Drainage: Positive drainage should be maintained away from the structures (5% for 5 feet minimum) to prevent ponding and subsequent saturation of the foundation soils. Gutters and downspouts should be considered as a means to convey water away from foundations if adequate drainage is not provided. Drainage should be maintained for paved areas. Water should not pond on or near paved areas. 5.2 Excavations and Utility Trenches Excavations should be made in accordance with CalOSHA requirements. Our site exploration and knowledge of the general area indicates there is a potential for caving of site excavations (utilities, footings, basement etc.). Excavations within sandy soil should be kept moist, but not saturated, to reduce the potential of caving or sloughing. Where excavations over 4 feet deep are planned, lateral bracing or appropriate cut slopes of 1.5:1 (horizontal:vertical) should be provided. No surcharge loads from stockpiled soils or construction materials should be allowed within a horizontal distance measured from the top. of the excavation slope, equal to the depth of the excavation. Utility Trenches: Backfill of utilities within road or public right-of-ways should be placed in conformance with the requirements of the governing agency (water district, public works department, etc.) Utility trench backfill within private property should be placed in conformance with the provisions of this report. In general, service lines extending inside of property may be backfilled with native soils compacted to a minimum of 90% relative compaction. Backfill operations should be observed and tested to monitor compliance with these recommendations. 5.3 Slope Stability of Graded Slopes Unprotected, permanent graded slopes should not be steeper than 3:1 (horizontal: vertical) to reduce wind and rain erosion. Protected slopes with ground cover may be as steep as 2:1. _However, maintenance with motorized equipment may not be possible at this inclination. Fill slopes should be overfilled and trimmed back to competent material.. Slope stability calculations are not presented because of the expected minimal slope heights (less than 5 feet). EARTH SYSTEMS SOUTHWEST March 17, 2003 -12- File No.: 09028-01 03-03-743 STRUCTURES In our professional opinion, structure foundations can be supported on shallow, foundations bearing on a zone of properly prepared and compacted soils placed as recommended in Section 5.1. The recommendations that follow are based on very low expansion category soils. 5.4 Foundations Footing design of widths, depths, and reinforcing are the responsibility of the Structural Engineer, considering the structural loading and the geotechnical parameters given in this report. A minimum footing depth of 12 inches below lowest adjacent grade should be maintained. A representative of ESSW should observe foundation excavations before placement of reinforcing steel or concrete. Loose soil or construction debris should be removed from footing excavations before placement of concrete. Conventional Spread Foundations: Allowable soil bearing pressures are given below for foundations bearing on recompacted soils as described in Section 5.1. Allowable bearing pressures are net (weight of footing and soil surcharge may be neglected). ➢ Continuous wall foundations, 12 -inch minimum width and 12 inches below grade: 1500 psf for dead plus design live loads Allowable increases of 300 psf per each foot of additional footing width and 300 psf for each additional 0.5 foot of footing depth may be used up to a maximum value of 2400 psf. ➢ Isolated pad foundations, 2 x 2 foot minimum in plan and 18 inches below grade: 1800 psf for dead plus design live loads Allowable increases of 200 psf per each foot of additional footing width and 400 psf for each additional 0.5 foot of footing depth may be used up to a maximum value of 2600 psf. A one-third ('/3) increase in the bearing pressure may be used when calculating resistance to wind or seismic loads. The allowable bearing values indicated are based on the anticipated maximum loads stated in Section 1.1 of this report. If the anticipated loads exceed these values, the geotechnical engineer must reevaluate the allowable bearing values and the grading requirements. Minimum reinforcement for continuous wall footings should be two, No. 4 steel reinforcing bars, one placed near the top and one placed near the bottom of the footing. This reinforcing is not intended to supersede any structural requirements provided by the structural engineer. . Expected Settlement: Estimated total static settlement should be less than 1 inch, based on footings founded on firm soils as recommended. Differential settlement between exterior and interior bearing members should be less than '/2 -inch, expressed in a post -construction angular distortion ratio of 1:480 or less. Frictional and Lateral Coefficients: Lateral loads may be resisted by soil friction on the base of foundations and by passive resistance of the soils acting on foundation walls. An allowable coefficient of friction of 0.35 of dead load may be used. An allowable passive equivalent fluid EARTH SYSTEMS SOUTHWEST March 17, 2003 - 13 - File No.: 09028-01 03-03-743 pressure of 250 pcf may also be used. These values include a factor of safety of 1.5. Passive resistance and frictional resistance may be used in combination if the friction coefficient is reduced to 0.23 of dead load forces. A one-third ('/3) increase in the passive pressure may be used when calculating resistance to wind or seismic loads. Lateral passive resistance is based on the assumption that backfill next to foundations is properly compacted. 5.5 Slabs -on -Grade Sub rade: Concrete slabs -on -grade and flatwork should be supported by compacted soil placed in accordance with Section 5.1 of this report. Vapor Barrier: In areas of moisture sensitive floor coverings, an appropriate vapor barrier should be installed to reduce moisture transmission from the subgrade soil to the slab. For .these areas an impermeable membrane (10 -mil moisture barrier) should underlie the floor slabs. The membrane should be covered with 2 inches of sand to help protect it during construction and to aid in concrete curing. The sand should be lightly moistened just before placing the concrete. Low -slump concrete should be used to help reduce the potential for concrete shrinkage. The effectiveness of the moisture barrier is dependent upon its quality, method of overlapping, its protection during construction, and the successful sealing of the barrier around utility lines. Slab Thickness and Reinforcement: Slab thickness and reinforcement of slabs -on -grade are contingent on the recommendations of the structural engineer or architect and the expansion index of the supporting soil. Based upon our findings, a modulus of subgrade reaction of approximately 200 pounds per cubic inch can be used in concrete slab design for the expected very low expansion subgrade. Concrete slabs and flatwork should be a minimum of 4 inches thick (actual, not nominal). We suggest that the concrete slabs be reinforced with a minimum of No. 3 rebars at 18 -inch centers, both horizontal directions, placed at slab mid -height to resist cracking. Concrete floor slabs may either be monolithically placed with the foundations or doweled after footing placement. The thickness and reinforcing given are not intended to supersede any structural requirements provided by the structural engineer. The project architect or geotechnical engineer should continually observe all reinforcing steel in slabs during placement of concrete to check for proper location within the slab. Control Joints: Control joints should be provided in all concrete slabs -on -grade at a maximum spacing of 36 times the slab thickness (12 feet maximum on -center, each way) as recommended by American Concrete Institute (ACI) guidelines. All joints should form approximately square patterns to reduce the potential for randomly oriented, contraction cracks. Contraction joints in the slabs should be tooled at the time of the pour or saw cut ('/4 of slab depth) within 8 hours of concrete placement. Construction (cold) joints should consist of thickened butt joints with one- half inch dowels at 18 -inches on center or a thickened keyed joint to resist vertical deflection at the joint. All construction joints in exterior flatwork should be sealed to reduce the potential of moisture or foreign, material intrusion. These procedures will reduce the potential for randomly oriented cracks, but may not prevent them from occurring. EARTH SYSTEMS SOUTHWEST March 17, 2003 -14- File No.: 09028-01 03-03-743 Curing and Quality Control: The contractor should take precautions to reduce the potential of curling of slabs in this and desert region using proper batching, placement, and curing methods. Curing is highly effected by temperature, wind, and humidity. Quality control procedures may be used including trial batch mix designs, batch plant inspection, and on-site special inspection and testing. Typically, for this type of construction and using 2500 -psi concrete, many of these quality control procedures are not required. 5.6 Mitigation of Soil Corrosivity on Concrete Selected chemical analyses for corrosivity were conducted on soil samples from the project site as shown in Appendix B. The native soils were found to have low sulfate ion concentration (11 ppm) and 34 chloride ion concentration (96 ppm). Sulfate ions can attack the cementitious material in concrete, causing weakening of the cement matrix and eventual deterioration by raveling. Chloride ions can cause corrosion of reinforcing steel. The California (Uniform) Building Code does not require any special provisions for concrete for these low concentrations as tested. Normal concrete mixes'may be used. A minimum concrete cover of three (3) inches should be provided around steel reinforcing or embedded components exposed to native soil or landscape water. Additionally, the concrete should be thoroughly vibrated during placement. Electrical resistivity testing of the soil suggests that the site soils may present a moderate to severe potential for metal loss from electrochemical corrosion processes. Corrosion protection of steel can be achieved by using epoxy corrosion inhibitors, asphalt coatings, cathodic protection, or encapsulating•with densely consolidated concrete. Earth Systems does not practice corrosion engineering. We recommend that a qualified corrosion engineer evaluate the corrosion potential on metal construction materials and concrete at the site to provide mitigation of corrosive effects. EARTH SYSTEMS SOUTHWEST March 17, 2003 -15- File No.: 09028-01 03-03-743 Section 6 LIMITATIONS AND ADDITIONAL SERVICES ' 6.1 Uniformity of Conditions and Limitations ' Our findings and recommendations in this report are based on selected points of field exploration, laboratory testing, and our understanding of the proposed project. Furthermore, our findings and recommendations are based on the assumption that soil conditions do not vary ' significantly from those found at specific exploratory locations. Variations in soil or groundwater conditions could exist between and beyond the exploration points. The nature and extent of these variations may not become evident until construction. Variations in soil or ' groundwater may require additional , studies, consultation, and . possible revisions to our recommendations. ' Findings of this report are valid as of the issued date of the report. However, changes in conditions of a property can occur with passage of time whether they are from natural processes or works of man on this or adjoining properties. In addition, changes in applicable standards ' occur whether they result from legislation or broadening of knowledge. Accordingly, findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this ' report is subject to review and should not be relied upon after a period of one year. In the event that any changes in the nature, design, or location of structures are planned, the conclusions and recommendations contained in this reportshall not be considered valid unless the changes are reviewed and conclusions of this report are modified or verified in writing. This report is issued with the understanding that the owner, or the owner's representative, has the ' responsibility to bring the information and recommendations contained herein to the attention of the architect and engineers for the project so that they are incorporated into the plans and ' specifications for the project. The owner, or the owner's representative, also has the responsibility to verify that the general contractor and all subcontractors follow such recommendations. It is further understood that the owner or the owner's representative is responsible for submittal of this report to the appropriate governing agencies. As the Geotechnical Engineer of Record for this .project, Earth Systems Southwest (ESSW) has striven to provide our services in accordance with generally accepted geotechnical engineering practices in this locality at this time. No warranty or guarantee is express or implied. This report was prepared for the exclusive use of the Client and the Client's authorized agents. ■ ESSW should be provided the opportunity for a general review of final design and specifications in order that earthwork and foundation recommendations may be properly interpreted and ' implemented in the design and specifications. If ESSW is not accorded the privilege of making this recommended review, we can assume no responsibility for misinterpretation of our recommendations. Although available through ESSW, the current scope of our services does not include an environmental assessment, or investigation for the presence or absence of wetlands, hazardous -or ' EARTH SYSTEMS SOUTHWEST March 17, 2003 -16- File No.: 09028-01 03-03-743 toxic materials in the soil, surface water, groundwater or air on, below, or adjacent to the subject property. 6.2 Additional Services This report. is based on the assumption that an adequate program of client consultation, construction monitoring, and testing will be performed during the final design and construction phases to check compliance with these recommendations. Maintaining ESSW as the geotechnical consultant from beginning to end of the project will provide continuity of services. The geotechnical engineering firm providing tests and observations shall assume the responsibility of Geotechnical Engineer of Record. Construction monitoring and testing would be additional services provided by our firm. The costs of these services are not included in our present fee arrangements, but can be obtained from our office. The recommended review, tests, and observations include, but are not necessarily limited to the following: • Consultation during the final design stages of the project. • Review of the building and grading plans to observe that recommendations of our report have been properly implemented into the design. • Observation and testing during site preparation, grading and placement of engineered fill as required by CBC (UBC) Sections 1701 and 3317 or local grading ordinances. • Consultation as needed during construction. Appendices as cited are attached and complete this report. EARTH SYSTEMS SOUTHWEST ' March 17, 2003 17- File No.: 09028-01 03-03-743 ' REFERENCES ' Abrahamson, N., and Shedlock, K., editors, 1997, Ground motion attenuation relationships: Seismological Research Letters, v. 68, no. 1, January 1997 special issue, 256 p. American Concrete Institute (ACI), 1996, ACI Manual of Concrete Practice, Parts 1 through 5. California Department of Conservation, Division of Mines and Geology (CDMG); 1997, ' Guidelines for Evaluating and Mitigating Seismic Hazards in California, Special Publication 117. California Department of Water Resources, 1964, Coachella Valley Investigation, Bulletin No. 108, ' 146 pp. Ellsworth, W.L., 1990, "Earthquake History; 1769-1989" in: The San Andreas Fault System, ' California: U.S. Geological Survey Professional Paper 1515, 283 p. Hart, E.W., 1997, Fault -Rupture Hazard Zones in California: California Division of Mines and ' Geology Special Publication 42. International Conference of Building Officials, 2002, California Building Code, 2001 Edition. ' Jennings, C.W, 1994, Fault Activity 'Map of California and Adjacent Areas: California Division of Mines and Geology, Geological Data Map No. 6, scale 1:750,000. ' Petersen, M.D., Bryant, W.A., Cramer, C.H., Cao, T., Reichle, M.S., Frankel, A.D., Leinkaemper, J.J., McCrory, P.A., and Schwarz, D.P., 1996, Probabilistic Seismic Hazard Assessment for the State of California: California Division of Mines and Geology Open -File Report 96-08. ' Reichard E.G. and Mead J.K. 1991 Evaluation of a Groundwater Flow and Transport Model of the Upper Coachella Valley, California, U.S,G.S. Open -File Report 91-4142. ' Riverside County Planning Department, 1984, Seismic Safety Element of the Riverside County General Plan. tRogers, T.H., 1966, Geologic Map of California - Santa Ana Sheet, California Division of Mines and Geology Regional Map Series, scale 1:250,000. Structural Engineers Association of California (SEAOC), 1996, Recommended Lateral Force Requirements and Commentary. Tokimatsu, K, and Seed, H.B., 1987, Evaluation of Settlements in Sands Due To Earthquake Shaking, ASCE, Journal of Geotechnical Engineering, Vol. 113, No. 8, August 1987. ' Working Group on California Earthquake Probabilities, 1995, Seismic Hazards in Southern California: Probable Earthquakes, 1994-2024: Bulletin of the Seismological Society of ' America, Vol. 85, No. 2, pp. 379-439. Wallace, R. E., 1990, The San Andreas Fault System, California: U.S. Geological Survey Professional Paper 1515, 283 p. ' EARTH SYSTEMS SOUTHWEST ` CA LE Figure I - Site Location 77-270 Loma Vista -NOT TO SCALE La Quinta, California Project Nqr�ber: 09028-01 Earth Systems Southwest B-4 B-1' Loma Vista Figure 2 - Boring Locations LEGEND 77-270 Loma Vista La Quinta, California Approximate Boring Location Project No.: 09028-01 Earth Systems '�� Southwest 77-27, 0 Loma Vista Table 1 Fault Parameters & .0 Tlotarminictir Rctimatae of Moon P -L, C.., -A A.....,1......a..c. /D!" A♦ 09028-01 Fault Name or Seismic Zone Distance from Site (mi) (km) Fault Type UBC Maximum Magnitude Mmax (Mw) Avg Slip Rate (mm/yr) Avg Return Period (yrs) Fault Length (km) Date of Last Rupture (year) Largest Historic Event >5.5M (year) Mean Site PGA, g (g) Reference Notes: 1 (2) (3 4 2 2 2 (5) (6 San Andreas - Mission Crk. Branch 7.6 12.2 SS A -7.1 25 • 220 95 6.5 1948 0.32 San Andreas - Southern 7.6 12.3 SS A 7.4 24 220 203 c. 1690 0.36 San Andreas - Banning Branch 7.6 12.3 SS A 7.1 10 220 98 6.2 1986 0.32 San Jacinto (Hot Spgs - Buck Ridge) 15.3 24.6 SS C 6.5 2 354 70 6.3 , 1937 0.13 Blue Cut, 15.3 24.7 SS C 6.8 1 °760 30 -- 0.15 Burnt Mtn. 17.8 28.6 SS B 6.4 • 0.6' 5000 20 = 1992 6.1 1992 0.10 Eureka Peak 19.0 30.5 SS B 6.4 0.6 5000 19 1992' 6.1 1992 0.10 San Jacinto-Anza 19.6 31.5 SS A 7.2 12 250 91 5.5 1928 "0.15 San Jacinto -Coyote Creek 19.7 31.7 SS B 6.8 4 175 - 41 1968 6.5 1968 0.12 Morongo 28.4 45.7 SS C 6.5 0.6 1170 23. 5.5 1947 0.07 Pinto Mountain 30.1 48.4 SS B 7.0 2.5 499 73 0.09 Landers 33.0 53.1 SS B 7.3 0.6 5000 83 1992 7.3 1992 0.10 Emerson So. - Copper Mtn. 33.0 53.1 SS B 6.9 0.6 5000 54 0.08 San Jacinto -San Jacinto Valley 34.7 55.8 SS B 6.9 . - 12 83 43 6.8 19.18 0.07 San Jacinto - Borrego 34.8 55.9 SS B 6.6 4 175 29 6.5 1942 0.06 Pisgah -Bullion Mtn. -Mesquite Lk 35.6 57.2 SS B 7.1 0.6 5000 88 1999 7.1 1999 0.08 Earthquake Valley 38.5 61.9 SS B 6.5 2 351 20 0.05 North Frontal Fault Zone (East) 38.7 62.3 DS B 6.7 0.5 1727 27 0.07 Elsinore -Julian 42.2 67.9 SS A 7.1 5 340 76 0.07 Brawley Seismic Zone 42.4 68.3 SS B 6.4 25 24 42 5.9 1981 0.04 Johnson Valley (Northern) 43.8 .70.5 SS B 6.7 . 0.6 .5000 36 1992 7.3 1.992 0.05 Elsinore -Temecula 45.7 73.5 SS B 6.8 5 240 43 0.05 Calico - Hidalgo 46.0 74.1 SS B 7.1 0.6 5000 95 0.06 Lenwood-Lockhart-Old Woman Sprgs 49.1 79.1 SS B 7.3 0.6 5000 145 0.06 Elsinore -Coyote Mountain 50.3 81.0 SS B 6.8 A 625 39 0.04 North Frontal Fault Zone (West) 50.4 81.2 DS B 7.0 1 1314 50 0.06 Elmore Ranch 50.5 81.2 SS B 6.6 1 225 29 1987 5.9 1987 0.04 Superstition Mtn. (San Jacinto) 53.4 86.0 SS B 6.6 5 500 24 c. 1440 -- 0.04 Superstition Hills (San Jacinto) 54.4 87.6 SS B 6.6 4 250 23 1987 6.5 1987 0.04 Helendale - S. Lockhardt 56.5 91.0 SS B 7.1 0.6 5000 97 0.05 San Jacinto -San Bernardino 57.4 92.3 SS B 6.7 12 100 36 6.7 1899 0.04 Elsinore -'Glen Ivy 59.4 95.6 SS B 6.8 5 340 36 6.0 1910 0.04 III UL05. 1. Jennings (1994) and CDMG (1996) 2. CDMG & USGS (1996), SS = Strike -Slip, DS = Dip Slip 3. ICBO (1997), where Type A faults: Mmax > 7 and slip rate >5 mm/yr &Type C faults: Mmax <6.5 and slip rate < 2 mm/yr 4. CDMG (1996) based on Wells & Coppersmith (1994), Mw = moment magnitude 5. Modified from Ellsworth Catalog (1990) in USGS Professional Paper 1515 6. The estimates of the mean Site PGA are based on the following attenuation relationships: Average of: (1) 1997 Boore, Joyner & Fumal; (2) 1997 Sadigh et al; (3) 1997;Campbell (mean plus sigma values are about 1.6 times higher) Based on Site Coordinates: 33.693 N Latitude, 116.316 W Longtude'and Site Soil Type D EARTH SYSTEMS SOUTHWEST Earth Systems ~� Southwest 79-811B Country Club Drive, Bermuda Dunes, CA 92201 -5 -10 -15 -20 - 25 - 30 - 35 -40 - 45 Phone (760) 345-1588 FAX (760) 345-7315. Boring No. B-1 SM Drilling Date: February 10, 2003 'ProjectName: 77-270 Loma Vista - Lot 19 @ Enclave Mountain Estates Drilling Method: -'6-in. Hollow Stem Auger File Number: 09028-01 Drill Type: CME 45 Boring Location: See Boring Location Plan fine grained, medium dense to dense, moist, minor Logged By: Clifford W. Batten .. Sample Type Penetration 12,25,27 P' Description of Units Page 1 of 1 cResistance E • V) q n •o Note: The stratification lines shown represent the ,, Q Y . ❑ (Blows/6") E, � Q q v e approximate boundary between soil and/or rock types Graphic Trend � 0 97 16 Cj and the transition may be gradational. Blow Count Dry Density r 6,9,10 84 13 -5 -10 -15 -20 - 25 - 30 - 35 -40 - 45 SM SILTY SAND: brown to dark brown, very fine to fine grained, medium dense to dense, moist, minor 12,25,27 111 8 clay nodules 12,20,27 105 15 minor laminations. 12,15,16 97 16 medium to coarse grained . 6,9,10 84 13 6 9 1o' . 7'11'21 114 11 ML SANDY SILT: olive brown, very fine to medium grained sand, moist, medium dense, very sandy, sample bottomed in decomposed granite Total Depth: 16.5 feet No groundwater or bedrock encountered Earth Systems �i Southwest I■ I� 79-811 B Country Club Drive, Bermuda Dunes, CA 92201 Phone (760) 345-1588 FAX (760) 345-7315 sm BoringNo: B-2 SILTY SAND: brown to dark brown, very fine to Drilling Date: February 10, 2003 Project ame: 77-270 Loma Vista - Lot`19 @ Enclave Mountain Estates Drilling Method: 6 -in. Hollow Stem Auger File Number: 09028-01 • fine grained, medium dense to dense, moist, minor . Drill Type: CME 45 Boring Location: See Boring Location Plan 113 Logged By: Clifford W. Batten clay nodules `. Sample Type,.; Penetration _ Cn � °' - Description of Units Pae 1 of 1 g 108 n a Resistance O E N � A c v. a.+ •o Note: The stratification lines shown represent the A (Blows/6") �, to A o approximate boundary between soil and/or rock types Graphic Trend 6,9,11 A V and the transition may be gradational. Blow Count Dry Density -5 -10 - 15 -20 - 25 - 30 - 35 - 40 - 45 sm SILTY SAND: brown to dark brown, very fine to fine grained, medium dense to dense, moist, minor 9,20,23 113 5 clay nodules 10,20,37 108 115 4,8,10 80` 17 6,9,11 Total Depth: 16.5 feet No groundwater or bedrock encountered Earth Systems WSouthwest 5 10 15 20 25 30 35 — 40 — 45 79-811 B Country Club Drive, Bermuda Dunes, CA 92201 Phone (760) 345-1588 FAX (760) 345-7315 Boring No: B-3 SM Drilling Date: February 10, 2003 ProjectName: 77-270 Loma Vista - Lot 19 @ Enclave Mountain Estates Drilling Method: 6 -in. Hollow Stem Auger File Number: '09028-01 5,5,7 Drill Type: CME 45 'Boring Location: See Boring Location Plan fine grained, medium dense to dense, moist, minor Logged By: Clifford W. Batten W. Sample Type,, Penetration _ 7' Description Of Units Page 1 of 1 o Resistance °' Q a C o a� Note: The stratification lines shown represent the C) 12 (Blows/6") �, q " ., a U approximate boundary between soil and/or rock types Graphic Trend 15,25,33 106 12 and the transition may be gradational. Blow Count Dry Density 5 10 15 20 25 30 35 — 40 — 45 SM SILTY SAND: brown to dark brown, very fine to 5,5,7 105 6 fine grained, medium dense to dense, moist, minor clay nodules 5,6,7 99 12 15,25,33 106 12 5,6,7 ML SANDY SILT: brown, fine to medium grained, loose, moist, minor silty sand with small clay nodules o 5,7,10 86 35 CL SILTY CLAY: gray brown, stiff to firm, moist, 3,5,7 84 35 medium to high plasticity 6,8,8 9,12,18 Total Depth: 31.5 feet No groundwater or bedrock encountered. Earth Systems 1� Southwest 79-811B Country Club Drive, Bermuda Dunes, CA 92201 rnone(iou)s43-1355 rAx(iau)s45-i315 Boring No: B-4 Drilling Date: February 10, 2003 ProjectName: 77-270 Loma Vista - Lot 19 @ Enclave Mountain Estates Drilling Method: 6 -in. Hollow Stem Auger File Number: 09028-01 Drill Type: CME 45 Boring Location: See Boring Location Plan Logged By: Clifford W. Batten -5 - 10 - 15 -20 - 25 - 30 - 35 - 40 - 45 Sample Type Penetration SM '� °_'' DBSCPIpti011 Of Units Page 1 of 1 D a 3 Resistance _ cn U r c, q a •o Note: The stratification lines shown represent the medium grained, medium dense to dense, moist, q a o (Blows/6") �, � q O " .0 a approximate boundary between soil and/or rock types Graphic Trend minor clay nodules , ' m 16,37,43 U and the transition may be gradational. Y g Blow Count Dry Density -5 - 10 - 15 -20 - 25 - 30 - 35 - 40 - 45 SM SILTY SAND: brown to dark brown, very fine to medium grained, medium dense to dense, moist, 16,26,32 J.110 13 minor clay nodules , ' 1 ` 16,37,43 113 12 4,6,8 88 18 6,9,9 Total Depth: 16.5 feet No groundwater or bedrock encountered File No.: 09028-01 March 3, 2003 ' UNIT DENSITIES AND MOISTURE CONTENT ASTM D2937 & D2216 ' Job Name: Lot 19 - Loma Vista. 1 B1 2 111 Unit Moisture USCS Sample Depth Dry Content Group Location (feet) Density (pcf) (%) Symbol B1 2 111 8 SM BI - 4 105 15 SM B1 6 97 16 SM 'BI 8 84 13 SM B1 15 114 11 ML B2 2 113 5 SM ' B2 5 108 15 SM . °.B2 10 80 17 SM ' B3 1 105 6 • SM B3 3 99 12 SM '93 5 106 12 SM B3, 15 86 35 ML ' B3 20 84 35 CL B4 2 110 13 SM B4 5 113 12 SM ' B4 - 10 88 18 SM ' - EARTH SYSTEMS SOUTHWEST File No.: 09028-01 March 3, 2003 Job Name: Lot 19 - Loma Vista AMOUNT PASSING NO. 200 SIEVE ASTM D 1140 I Fines USCS Sample Depth Content Group Location (feet) N Symbol I 1 . File No.: 09028-01 March 3, 2003 PARTICLE SIZE ANALYSIS, • ASTM D-422' Job Name: Lot 19 - Loma Vista Sample ID: B1 @ 0 -5' Feet Description: Silty Sand: F to C (SM) Sieve Percent Size Passing 1-1/2" 100 100 3/4" 100, 1/2" 100 3/8" 100 #4 100 97 1#8 #16 94 % Gravel:' 0 #30 86 % Sand: 78 #50 63 % Silt: 17 #100 36 % Clay (3 micron): 5,- #200 22 (Clay content by short hydrometer method) 100 90 80 70 '60 1 50 1 a 40 30 20 10 1 -_ 0 100 10 1 0.1 Particle Size (Mm) EARTH SYSTEMS SOUTHWEST 0.01 0.001 File No.: 09028-Ol M . arc . h 3, 2003 CONSOLIDATION TEST ASTM D 2435 Lot 19 - Loma Vista Initial Dry Density: 109.1 pcf BI @ 15' Feet Initial Moisture, %: 11.2% Sandy Silt (ML) Specific Gravity (assumed): 2.67 Ring Sample Initial Void Ratio: 0.528 % Change in Heighty's Normal Presssure Diagram, 2 1 0 -1 -2 -3 -4 ao CQ -5 U o -6 -7 -8 -9 -'10 -12 8. Before Saturation Swell M After Saturation Rebound 0.1 1.0 Vertical Effective Stress, ksf EARTH SYSTEMS SOUTHWEST 10.0 File No.: 09028-01 March 3, 2003 CONSOLIDATION TEST ASTM D 2435 & D 5333 Lot 19 - Loma Vista Initial Dry Density: 85.1 pcf' 133 @ 15' Feet Initial Moisture, %: 35.0% Sandy Silt (ML) Specific Gravity (assumed): 2.67 Ring Sample Initial Void Ratio: 0.959 Hydrocollapse: 0.5% @ 2.0 ksf % Change in Height vs Normal Press'sure Diagram 2 1 0 8 Before Saturation —114-4-"Hydrocollapse 0 After Saturation Rebound 0.1 1.0 Vertical Effective Stress, ksf EARTH SYSTEMS SOUTHWEST 10.0. -2 mon -3 -4 -5 -6 -7 -8 '_9 -10 -11 -12 8 Before Saturation —114-4-"Hydrocollapse 0 After Saturation Rebound 0.1 1.0 Vertical Effective Stress, ksf EARTH SYSTEMS SOUTHWEST 10.0. tFile No.: 09028-01 March 3 2003 1 , CONSOLIDATION TEST ASTM D 2435 Lot 19 - Loma Vista Initial Dry Density: 84.4 pcf ' B3 @ 20' Feet Initial Moisture, %: 35.3% Silty Clay (CL) Specific Gravity (assumed): 2.67 Ring Sample Initial Void Ratio: 0.976 % Change in Height vs Normal Presssure Diagram , 0.1 1.0 10.0 Vertical Effective Stress, ksf ` ' EARTH SYSTEMS SOUTHWEST -3 1 -4 -5 -6 -7 � 0 ' o _ U U -9 n ' -10 d a -12 ' -13 -14 ' -15 0.1 1.0 10.0 Vertical Effective Stress, ksf ` ' EARTH SYSTEMS SOUTHWEST . File No.: 09028-01 March 3 2003 MAXIMUM DENSITY / OPTIMUM MOISTURE ASTM D 1557-91 (Modified) Job Name: Lot 19 Loma Vista Procedure Used: A Sample ID: B 1 @ 0-5' Feet Preparation Method: Moist Location: Native . Rammer Type: Mechanical Description: Brown: Silty Sand, F to C (SM) Sieve Size /o Retained Maximum Density: 118.5 pcf 3/4" 0.0 ' Optimum Moisture: 9.5% 3/8" -0.0 #4 0.4 ' 140 ' I 1 I 135 I i 1 i I 1 I I I ' 1 � i I 130 i i I i I I I i <_____ Zero Air Voids Lines, 125 sg =2.65, 2,70, 2,75 _i" i . t 120 I i 1 I I i 1 1 1 Oil ' A 115 I I i I I I I I I i i I I i � i i I �~I 110 i � + 105 i I I i I 1 ,l I ( 1 I XX 100 1— ' 0 5 10 15 20 25 Moisture Content, percent ' EARTH SYSTEMS SOUTHWEST File No.: 09028-01 March 3, 2003 SOIL CHEMICAL ANALYSES Job Name: Lot 19 - Loma Vista Job No.: 09028-01 Sample ID: BI Sample Depth, feet:_ 0-5' pH: 8.6 Resistivity (ohm -cm): 2,550 (saturated soil ) Chloride (Cl), ppm: 34 Sulfate (SOA ppm: 11 " Note: Tests performed by Subcontract Laboratory: Surabian Ag Laboratory and Consultants, Inc. ., 79-607 Country Club Drive. Bermuda Dunes, CA 92201 Tel: (760) 772-7.995 General- Guidelines for Soil Corrosivitv Chemical Agent Amount in Soil Degree of Corrosivity Soluble 0 -1000 ppm • Low Sulfates 1000-2000 ppm Moderate 2000-5000 ppm Severe > 5000 ppm Very Severe Resistivity 1-1000 ohm -cm Very Severe - 1000-2000 ohm -cm Severe 2000-10,000 ohm -cm Moderate 10,000+ ohm -cm Low