The URL can be used to link to this page

Home My WebLink About17827 81ST DR NE_BLD20110200_2026 BUILDING INSPECTION REPORT G1�Y OA. Permit No. Address: 9� Contractor:Ct N G`t�� Owner: Date: / l7_ /Z APPROVAL PARTIAL APPROVAL EP VIOLATION ® CORRECTION REQUEST Corrections listed below MUST BE MADE before work can be approved Please contact inspector Was not able to perform inspection Call 360-435-0674 FOR RE-INSPECTION by 5:00 pm the day before We Inspector: Date: /7 L /V_a I t ® Under-floor ® Framing ® Gas Piping ® Footing Drywall, nailing ® Consultation ® Foundation ®Shear Nailing ® Groundwork ® Mechanical ®Grid ® Struct. Slab ® Wood Stove ® Rough-in ® Final ® Masonry ® Drainage ® Insulation ® Other: 1� BUILDING INSPECTION REPORT Permit No. _ b a(AD Address: � t Contractor: EA Cz� �rrtrNGto Owner: En Co ct, Date: �- APPROVAL ® PARTIAL APPROVAL VIOLATION CORRECTION REQUEST Corrections listed below MUST BE MADE before work can be approved Please contact inspector Was not able to perform inspection Call 360-435-0674 FOR RE-INSPECTION by 5:00 pm the day before Inspector: Date: i /s i�- ® Under-floor ® Framing ® Gas Piping ® Footing ® Drywall, nailing ® Consultation ® Foundation ®Shear Nailing ® Groundwork ® Mechanical ® Grid ® Struct. Slab ® Wood Stove ® Rough-in ® Final ® Masonry ® Drainage )K Insulation ® Other: BUILDING INSPECTION REPORT G v o� Permit No. 11 - 02-00 Address: 1 .7,?Z7 FJ,0rM Contractor: �(i /�� Owner: Date: l f1ta APPROVAL ® PARTIAL APPROVAL VIOLATION CORRECTION REQUEST Corrections listed below MUST BE MADE before work can be approved Please contact inspector Was not able to perform inspection Call 360-435-0674 FOR RE-INSPECTION by 5:00 pm the day before Ins ector: 1 p c Date: I I Z ® Under-floor AFrarning ® Gas Piping ® Footing ® Drywall, nailing ® Consultation ® Foundation ®Shear Nailing ® Groundwork Mechanical ®Grid ® Struct. Slab ® Wood Stove Rough-in ® Final ® Masonry ®Drainage ® Insulation 0 Other: BUILDING INSPECTION REPORT �1T v o� Permit No. 1 V 0-1,d 1) Address: I T�� a' UY �.p 0 Contractor: n&Oy`- trNG� E Owner: &o (,o rc, Date: a g 1 1 AAPPROVAL E0 PARTIAL APPROVAL tj VIOLATION ffo CORRECTION REQUEST Corrections listed below MUST BE MADE before work can be approved Please contact inspector Was not able to perform inspection Call 360-435-0674 FOR RE-INSPECTION by 5:00 pm the day before Inspector: Date: ® Under-floor ® Framing ® Gas Piping ® Footing ® Drywall, nailing ® Consultation ® Foundation shear Nailing ® Groundwork ® Mechanical ®Grid ® Struct. Slab ® Wood Stove ® Rough-in ® Final ® Masonry ® Drainage ® Insulation ® Other: tiN BUILDING INSPECTION REPORT G�c Y �� Permit No. I i — d ';z U Address: �� oZ� �r�� r 7o Contractor: E►n cbre, Owner: C;U(e_., Date: �-_-A-0t I-�- APPROVAL Ep PARTIAL APPROVAL VIOLATION ffo CORRECTION REQUEST Corrections listed below MUST BE MADE before work can be approved Please contact inspector Was not able to perform inspection Call 360-435-0674 FOR RE-INSPECTION by 5:00 pm the day before Inspector: Date: 1?)&�a Under-floor ® Framing ® Gas Piping ® Footing ® Drywall, nailing ® Consultation ® Foundation ® Shear Nailing ® Groundwork ® Mechanical ® Grid ® Struct. Slab ® Wood Stove ® Rough-in ® Final ® Masonry ® Drainage ® Insulation ® Other: BUILDING INSPECTION REPORT GtTY o� Permit No. /,.�L,0�20I f Oy Address: _ / :U;2 7 K2 o� Contractor: fD �P L Owner: e AJC Date: ---- /02� 711 APPROVAL ® PARTIAL APPROVAL EV VIOLATION ® CORRECTION REQUEST Corrections listed below MUST BE MADE before work can be approved Please contact inspector Was not able to perform inspection Call 360-435-0674 FOR RE-INSPECTION by 5:00 pm the day 4efore Inspector: ` Date: 1 h/1 ® Under-floor ® Framing ® Gas Piping ® Footing ® Drywall, nailing ® Consultation ® Foundation ®Shear Nailing ® Groundwork ® Mechanical ®Grid ® Struct. Slab ® Wood Stove ® Rough-in ® Final ® Masonry: ® Drainage ® Insulation *Other: YODA CJ1' k'C\ r BUILDING INSPECTION REPORT V1T v �� Permit No. 2 Address: 17F2 7 P1,fp, Contractor: if/GD,e[� Owner: Date: 11 4TO111 APPROVAL PARTIAL APPROVAL ® VIOLATION ® CORRECTION REQUEST Corrections listed below MUST BE MADE before work can be approved Please contact inspector Was not able to perform inspection Call 360-435-0674 FOR RE-INSPECTION by 5:00 pm the day before Inspector: Date: ® Under-floor ® Framing ® Gas Piping ® Footing ® Drywall, nailing ® Consultation ,R'Foundation ®Shear Nailing ® Groundwork ® Mechanical ® Grid ® Struct. Slab ® Wood Stove a Rough-in ® Final ® Masonry ® Drainage ® Insulation ® Other: /4' "1 BUILDING INSPECTION REPORT `0 Y o1 Permit No. Address: 17927 `o Contractor: CiUC21e6 t 'N G`' v Owner: Z- eo/LP dde&f Date: -- - /� 03��/ APPROVAL PARTIAL APPROVAL Co VIOLATION ® CORRECTION REQUEST Corrections listed below MUST BE MADE before work can be approved Please contact inspector __was not able to perform inspection Call 360-435-0674 FOR RE-INSPECTION by 5:00 pm the day before o� 1 Z o� Inspector: Date: /,7_3/// ® Under-floor ® Framing ® Gas Piping XFooting ® Drywall, nailing ® Consultation 0 Foundation ® Shear Nailing ® Groundwork ® Mechanical ®Grid ® Struct. Slab ® Wood Stove ® Rough-in ® Final ® Masonry ® Drainage ® Insulation ® Other: r CITY OF ARLINGTON 238 N. OLYMPIC AVE.-ARLINGTON,WA. 98223 PHONE: (360)403-3421 BUILDING PERNHT Address: 17827 81ST DR NE,ARLINGTON Permit#:BLD20110200 Parcel#: 01047900005500 Valuation:$346,000.00 APPLICANT CONTRACTOR ENCORE HOMES INC ENCORE HOMES INC_ ENCORE HOMES INC DB JOHNSON KEITH HOYER DB JOHNSON 1801 GROVE ST UNIT B 1801 GROVE ST UNIT B 1801 GROVE ST UNIT B MARYSVILLE,WA 98271 MARYSVILLE,WA 98271 MARYSVILLE,WA 98271 Lie#:ENCORHI914NS Exp:8/30/2013 PLUMBING CONTRACTOR MECHANICAL CONTRACTOR SOUNDVIEW PLUMBING SOUNDVIEW PLUMBING 5917 195TH ST NE#3 ARLINGTON,WA 98223 Lie#:SOUNDVP033NF Exp: Lie#: Exp: JOB bf§C—i If'T`ION SINGLE FAMILY RESIDENCE PERMIT TYPE: Residential PERMIT GROUP: Single Family Residence New STORIES: 2 CONST TYPE: V-B DWELLING UNITS: 1 OCC GROUP: R-3 CODE: 2009 IRC OCC LOAD: N/A PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY,NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18:27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED.IBC 110/IRC110. SALES TAX NOTICE: Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City of Arlington#3101. evle�e ii X1l t ///`/Jk4 19 atu Pr #-Na Date I r Released EVy Dite ARCHIVE APPLICANT ASSESSOR OTHER BLD20110200 CONDITION'S THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY.ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. • None PERMIT FEES Date Description Fee Amount Paid Balance Due 11/7/2011 Plumbing Permit Fee $217.00 $0.00 $217.00 11/7/2011 Mechanical Permit Fee $75.00 $0.00 $75.00 11/10/2011 Building Permit Fee(QTY: 1) $2,985.84 $0.00 $2,985.84 11/10/2011 Building Plan Check Fee(QTY: 1) $1,940,80 $0.00 $1,940.80 11/10/2011 State Building Code Surcharge(QTY: 1) $4.50 $0.00 $4.50 Total Due: $5,223.14 $0.00 $5,223.14 CALL FOR INSPECTIONS BUILDING/ENGINEERING/PARKS/UTILITIES/FINAL(360)435-0674 FIRE(360)403-3607 When calling for an inspection please leave the following information: Permit Number,Job Site Address,Type of Inspection being requested,Contact Name and Phone Number,Date Prefereed,and whether you prefer morning or afternoon. • None ZQN20110053 (PT-LIVE) - PermitTrax by Bitco Software Page 1 of 1 DEVLPMNT REVIEW COMMITTEE PERMIT#: ZON20110053 OWNER: ENCORE HOMES INC-JOHNSON, DB STATUS:APPLIED � } ADDRESS: 17827 81ST DR NE,ARLINGTON BALANCE: $0.00 ISSUED: CREATED: 10/19/2011 l SCREENS: Select Screen... FUNCTIONS: Select Permit Function... REVIEWS---- PRINT ADD NEW SUMMARY REVI.. DESCRIPTION ASSIGNE... DUE DATE LAST (#) REIQ?DO... ASSIGN REMOVE 1002 P-Engineering I MHAYES 10/21/2011 0 Y N A-, ign Remove 1014 P-Public Works I LTAYLOR 10/21/2011 0 Y N Assign Remove 1026 P-Utilities Fees RSHEPA... 10/21/2011 0 Y N Assign Remove 2000 C-Building I CYOUNG 10/21/2011 0 Y N Assign Remove 2008 C-Community Development I BFECHT 10/21/2011 0 Y N Assign Remove 2012 C-Natural Resources BBLAKE 10/21/2011 0 Y N Assign Remove 2014 C-Planning I THALL 10/21/2011 0 Y N Assign Remove http://coaweb2.arlington.local/PermitTrax/Module_Permits/Permits Permit/Permit Revie... 10/19/2011 RESIDENTIAL SUBMITTAL REQUIREMENTS Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223• Phone(360)403 3551 • FAX(360)403 3418 ZONING VERIFICATION APPLICATION 72 hour turnaround Date: 9/26/11 '179�-7 V J > /�' : byl,? 600 ossb0 Address: "01 Grove B Plat: Magnolia Meadows Division 1,Phase 2 Owner/Applicant: Encore Homes, Inc. Signature: �J Verification of accuracy and agreement to follow the City of Arlington Municipal Code J Phone: (h) 360 659-1579 (C) (425)220-5223 1. Please check one: 0 a. Single-family dwelling a b.Duplex ✓ C.Addition Ej d.Accessory structure 2. Proposed Dimensions: W) L) H) `35' Total SF) 3. Allowed Lot Coverage: Total Lot Size &S( SF x 35% _ Z911,6 SF 4. Actual Lot Coverage: (SF of all structures) ��12 - 90" (lot size) = 21-`1 % (This square footage should include the footprint area of all structures on the property including: house, garages, sheds, covered patios, and decks permitted by the building code) 5. Septic Tank? If so please provide Snohomish County Health Department approval and indicate on site plan. 6. How many trees greater than 12"diameter to be removed? 0 If any please indicate on site plan. 7. Describe Proposal (include cross street): New single Family Residence OFFICIAL USE ONLY PROPERTY ZONED APPROVED _F-1 DENIED_F-1 DATE---RECEIVED- 0H l 4 2011 #%nA DI`RUIIT t't=11 WP �O Site Information: Imperviou_ surface: 17827 81st Dr. N.E. House w/O.H.: Sq. Ft. Arlington, WA Driveway/Walkway: Sq. Ft. Parcel #:01047900005500 Total: Sq. Ft. Unit Size: 8,056 S.F Legal: Magnolia Meadows, Div1, Phase 2 Lot 55 Notes: Job #: 1. Downspouts to plat system Plan: 2. Stockpile to be covered within 24 hours. 3. Entire site to be disturbed 4. Silt Fence as needed 5. Denuded soils to be straw covered. 6. Armored Construction Entrance. 7. Parking pad concrete / driveway gravel Setback Notes: N Front Setback 20' Driveway 22' o ft. 12 ft. 20 f. ao ft. Side / Rear.Setback 5' Ht. 35' No Overhangs in Easement Areas _Rebar Set 1' from actual Corner U.N.O (true corner closer to road) - - ------------------- - ------10' PDE -_--------- _- 2. , r Lot 56 Property Corner w LOT 55M � o s a- 81056 SQ. FT. do CP 2 G b do 2�8 cry d ' N N '. c9 .� C RECEIVED O C T 14 2011 COA PERMIT CENTER � onJ�o(� oa�3 Encore Homes, Inc 1801 Grove St. Unit B Marysville, WA 98270 (360) 659-1579 Contact: Keith Hoyer � -� i� _ "- t 7 1 BLID20110200 (PT-LIVE) - PermitTrax by Bitco Software Page 1 of 1 BUILDING PERMIT PERMIT#: BLD20110200 OWNER: ENCORE HOMES INC-JOHNSON, DB STATUS: APPLIED ADDRESS: 17827 81ST DR NE,ARLINGTON BALANCE: $0.00 ISSUED: CREATED: 10/20/2011 SCREENS: Select Screen... FUNCTIONS:'Select Permit Function... SINGLE FAMILY RESIDENCE NEW REVIEWS PRINT ADD NEW SUMMARY REVI.. DESCRIPTION ASSIGNE... DUE DATE LAST (#) REQ?DO... ASSIGN REMOVE 2000 C-Building I CYOUNG 10/28/2011 0 Y N Assign Remove 2008 C-Community Development I BFECHT 10/28/2011 0 Y N Assign Remove v � SSA http://coaweb2.arlington.local/PermitTrax/Module_Permits/Permits_Permit/Permit_Revie... 10/24/2011 `�' i • ' _ i 5� i i � ' 1 ti; RESIDENTIAL PERMIT r . SUBMITTAL Department of Community Development City of Arlington• 238 N Olympic Ave.•Arlington,WA 98223 • Phone(360)403 3551 • FAX(360)403 3418 THIS APPLICATION TO BE USED FOR ONE AND TWO DWELLING UNITS RESIDENTIAL STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2) SETS OF CONSTRUCTION DRAWINGS, TWO(2) ACCURATE, FULLY DIMENSIONED PLOT PLANS AND ONE(1) CROSS CONNECTION CONTROL SURVEY(if adding plumbing). TYPE OF PERMIT: ED Residential Addition ED Residential Alteration Also Including: Plumbing (0 Mechanical Project Address: � ' u�� Parcel I D#: 0104790000 5S 00 Lot#: S Subdivision. Magnolia Meadows Project Description New Single Family Residence Valuation: Owner: Encore Homes,Inc. Phone Number: (360)659-1579 Address: 1801 Grove st.unit B City: Marysville State: WA Zip Code: 98270 Contact Person:Keith Hoyer Phone Number: (360)659-1579 Cell Phone: (425)220-5223 Fax: (360)659-3394 E-mail: keith@encorehomesinc.com Address: same as owner City: State: Zip Code: Building Area(Sq Ft): 13t Floor: 1437 Zed Floor: 1635 3rd floor: Deck: Garage/Carport: 785 Basement: Project Valuation- Contractor: Encore Homes,Inc Phone Number: (360)659-1579 Address: 1801 Grove St.Unit B City: Marysville State: WA Zip Code: 98270 Contractor's License Number: ENCORHI914NS Expiration: 8/13 Plumbing Contractor-Soundview Plumbing Phone Number: (360)658-99005917 Address: 5917 195th St.N.E.3 City: Arlington State: WA Zip Code: 98223 Contractor's License Number: SoundVP033NF Expiration: Mechanical Contractor: Phone Number: Address: City: State: Zip Code: Contractor's License Number: Expiration: — I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above- described property will,be in accordance with the laws,rules and regulation of the State of Washington. Il X 9/26/11 Applicants Signature Date Keith Hoyer Print Applicants Name FOR STAFF USE ONLY Permit# Accepted By Amount Received Receipt# Date Received RESIDENTIAL PERMIT SUBMITTAL Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223 • Phone(360)403 3551 • FAX(360)403 3418 Number of Plumbing Fixtures (Including Rough Ins Plumbing Fixtures Accessory Main Unit#X Total Fixture Total Number Fixtures Dwelling Unit Residence Multiplier Units Bar Sink X 1.0 = Bathtub or Combination Bath/Shower 2 X 4.0 = 8 Clotheswasher 1 X 4.0 = 4 Dishwasher 1 X 1.5 = 1.5 Hose Bibb 2 X 2.5 = 5 Kitchen Sink 1 X 1.5 = 3 Laundry Sink X 1.5 = Lavatory(Bathroom Sink) 4 X 1.0 = 4 Shower(Stand Alone)Each Head 1 X 2.0 = 2 Water Closet(Toilet) 3 X 2.5 = 7.5 Whirlpool Bath or Combination X 4.0 = Bath/Shower Water Heater 1 Other Total Fixture 35 Units Traps(other than above items) Column Totals 16 Estimated Project Valuation Building Square Footage 2094 1" Floor 1437 2nd Floor 1635 3rd Floor Basement Deck Garage 785 Water Supply Piping A. Fixture Units: Number of Fixtures X Fixture Units=Total Fixture Units B. Distance from meter to most remote outlet: 80 feet. C. Difference in elevation between meter and highest fixture:, feet above meter or feet below meter. D. Pressure in street main: `. psi. (Measure with gauge or check with Water Department) I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above- described property will be in accordance with the laws, rules and regulation of the State of Washington. n'',/�7 9/26/11 ApplicP's Signature Date 8 i ; RESIDENTIAL PERMIT SUBMITTAL !� Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223 • Phone (360) 403 3551 • FAX(360)403 3418 The building permit does not include any mechanical, electrical or plumbing work. These permits are issued separately. These permits require a separate permit application. To ensure that you have the most current information, please contact the City of Arlington Permit Center at (360)403 3551 or by email to Permit Center. Applications delivered by courier or mail will not be accepted. Incomplete applications will not be accepted. I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. Signature: iz Date: 9/26/11 O r/Owner's Representative Company: Encore Homes, Inc. Phone: (360)659-1579 6 P RESIDENTIAL PERMIT SUBMITTAL 4 1 Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223 • Phone(360) 403 3551 • FAX(360)403 3418 CROSS CONNECTION SURVEY FORM Forward to Utilities Division for Review Type of Residence: ✓❑ Single-Family ❑ Duplex ❑ Other The Rules and Regulations of the State of Washington Department of Health require that certain premises install backflow prevention assemblies(WAC 246.290.490). Backflow prevention assemblies shall be installed at any premise where, in the judgment of the City of Arlington Cross Control Specialist,the nature of activities on the premises may pose a hazard to the public water system. Type of Permit: a New Residential ®Addition/Alteration Project Description:New Single Family Residence Project Address: I-1$2'I I �r, IV� Parcel 1D#: 0104790000 'S 00 Owner: Encore Homes, Inc. Phone Number: (360)659-1579 Address: 1801 Grove St. Unit B City: Marysville State: WA Zip Code: 98270 Contact Person: Keith Hoyer Phone Number: (360)659-1579 Cell Phone: (425)220-5223 Fax: (360)659-3394 E-mail: keith@encorehomesinc.com same as owner Address: City: State: Zip Code: Appliances permanently connected to water service may require Cross-Connection-Control (check all that apply) ❑ Fire Sprinkler System ❑ Medical Equipment ❑ Lawn Sprinkler System ❑ Livestock Drinking Tanks ❑ Decorative Pond/Fountain ❑ Private Well ❑ Hot Tub ❑ Re-circulating Heating System ❑ Swimming Pool ❑ Other Authorized Signature: / Date: 9/26/11 For Office Use Only Date Received: Survey Received By: Assembly Required: ❑ DCVA ❑ RPBA ❑ AVB ❑ Other RECEIVED Inspection Required: YES ❑ NO ❑ 1'� �s OCT 14 201 Site Information: Impervious surface: 17827 81-"'Dr. N.E. House w/O.H.: Sq. Ft. Arlington, WA Driveway/Walkway: Sq. Ft. Parcel #:01047900005500 Total: Sq. Ft. Unit Size: 8,056 S.F Legal: Magnolia Meadows, Div1, Phase 2 Lot 55 Notes: Job #: 1. Downspouts to plat system Plan: 2. Stockpile to be covered within 24 hours. 3. Entire site to be disturbed 4. Silt Fence as needed 5. Denuded soils to be straw covered. 6. Armored Construction Entrance. 7. Parking pad concrete / driveway gravel Setback Notes: N Front Setback 20' Driveway 22' Oft. 12 ft. 20 ft. ao ft. Side / Rear.Setback 5' Ht. 35' No Overhangs in Easement Areas Rebar Set 1' from actual Corner U.N.O - (true corner closer to road) 92. 0, Lot 56 Property Corner ; ; �-- CD 9 0 T Cn 8,056 SQ. FT. Cn f 0 3 52 N 21' ' o n (-Q o- o �J 0 Y) � d n -o �,^ w ; 'a �� US3' ' 0 ;= RECEIVED OCT 14 2011 \� = COA PERMIT CENTER _ &1) Z61 c 0 zo 0 t Encore Homes, Inc 1801 Grove St. Unit B Marysville, WA 98270 (360) 659-1579 Contact: Keith Hoyer MIN. 4" PERFORATED PIPE ROOF INFILTRATION TRENCH DRAIN �.------------------------ -------.� I I I YARD DRAIN PLAN VIEW SOLID PIPE ORR"T D SECTIONELBOW ROOF DRAIN GEOTEXTILE ON A TOP AND SIDES 4" PERFORATED PIPE 6" MIN 4" TEE x�. . . . . 2' MIN WASHED ROCK 1 MIN PLUG WITH 1/2" 1 MIN 3/4"_1 1/2" 1' MIN CENTERED HOLE ` FINE MESH YARD DRAIN OR CB f SCREEN SUMP W/SOLID LID 3' MIN MAX 100' 10' MIN A HIGH GROUNDWATER TABLE SECTION VIEW NOTES: GEOTEXTILE COMPACTED 1. TRENCHES SHALL BE A MINIMUM OF 10' FROM BACKFILL BUILDING, PROPERTY LINES, AND EASEMENTS. 2. THE FOLLOWING MINIMUM LENGTH (LINEAR FEET) 6" MIN PER 1,000 SQUARE FEET OF ROOF AREA BASED MIN. 4" ON SOIL TYPE MAY BE USED FOR SIZING PERFORATED DOWNSPOUT INFILTRATION TRENCHES. PIPE COURSE SAND & COBBLES 20 LF 2' MIN WASHED ROCK MEDIUM SAND 30 LF 1' MIN 3/4"-1 1/2" FINE SAND, LOAMY SAND 75 LF SANDY LOAM 125 LF LOAM 190 LF 3. MINIMUM SPACING BETWEEN ADJACENT TRENCH 2' WALLS MUST BE 6 FEET. 4. INFILTRATION TRENCHES SHALL NOT BE BUILT ON SECTION A A SLOPES GREATER THAN 25 PERCENT. 5. SLOPES GREATER THAN 25 PERCENT HAVE A MINIMUM SETBACK OF 50' FOR INFILTRATION TRENCHES. G1TY 0� AN400 1W L OM DEPARTIOM OF PUBLIC WOFM STANDARD DETAIL WE ayso/Mft STANDARD PLANS NUMBER luamrm RESIDENTIAL INFILTRATION TRENCH SD—14 _ � � i •Ir ,i ti 1 ,�1 I ~ ' RESIDENTIAL PERMIT SUBMITTAL Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223 • Phone(360)403 3551 • FAX(360)403 3418 A. FEES DUE AT TIME OF PERMIT APPLICATION The following non-refundable fees will be collected at the time of application for all residential projects. 1. Building Plan Check Fee B. CODES The City of Arlington currently enforces the following: International Codes 1. 2009 International Building Code (IBC) 2. 2009 International Residential Code (IRC) 3. 2009 International Mechanical Code (IMC) 4. 2009 International Fuel Gas Code (IFGC) 5. 2009 International Fire Code (IFC) 6. 2009 Uniform Plumbing Code (UPC) 7. 2009 International Property Maintenance Code (IPMC) a. 2003 Accessible & Usable Buildings and Facilities (ICC/ANSI 1417.1) Washington State Amendments 1. WAC 51-50 Washington State Building Code 2. WAC 51-51 Washington State Residential Code 3. WAC 51-52 Washington State Mechanical Code 4. WAC 51-54 Washington State Fire Code 5. WAC 51-56 & 51-57 Washington State Plumbing Code and Standards 6. WAC 51-11 Washington State Energy Code 7. WAC 51-13 Washington State Ventilation and Indoor Air Quality Code 8. WAC 296-46B Electrical Safety Standards, Administration, and Installation C. CITY OF ARLINGTON DESIGN REQUIREMENTS Design Wind Speed: 85 miles per hour(Exposure C) Ground Snow Load: 25 pounds per square foot Seismic Zone: D2 Rainfall: 2 inches per hour for roof drainage design. Frost Line Depth: 12 inches Soil Bearing Capacity: 1,500 psf unless a Geo-Technical Report is provided. D. PLANS AND DRAWINGS Submit two (2) complete sets of drawings and plans. Drawings and plans must be submitted on minimum 18" X 24", or maximum 30"X 42" paper. All sheets are to be the same size and sequentially labeled. Plans are required to be clearly legible, with scaled dimensions, in indelible ink, blue line, or other professional media. Plans will not be accepted that are marked preliminary or not for construction, that 2 � - i RESIDENTIAL PERMIT SUBMITTAL Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223 • Phone (360)403 3551 • FAX(360)403 3418 have red lines, cut and paste details or those that have been altered after the design professional has signed the plans. Please Note: A separate submittal of plans is required for each building or structure. DETAILED SUBMITTAL REQUIREMENTS Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents A. ❑✓ SITE PLAN — REQUIRED WITH ALL SUBMITTALS 1. Two (2) complete sets of plans on 8.5"X 11" paper which reflect all of the information noted in the Site Improvement and Drainage Plan Requirements for Residential Construction. B. ❑✓ FOUNDATION PLAN (Minimum '/41' Scale) 1. Show north direction 2. Indicate front street (and side street if corner lot). 3. show the location and dimension to all property lines. 4. Show the location for existing and/or proposed easements 5. Provide the scale for the drawing. 6. Show outline of foundation with section cuts and dimensions; include maximum wall heights and all connections. 7. Provide the location and size of all beams, posts, interior footings and thickened footings within slabs with their dimensions and connections. 8. Provide detail of step down foundation and footings with required reinforcing steel. 9. Show spacing of anchor bolts, location, and type of hold down fasteners to the foundation. 1o. Retaining walls. 11. Show the location and size of all crawl space vents and the crawl space access with size and location. 12. Show footing depth below grade and show the clearance between grade and sill plate. 13. Show the floor joist size, spacing, direction, support, connections and blocking. 14. Show all floor insulation. 15. Label any space within the foundation (i.e. basement, garage, storage room, etc.) Note! Arlington is in seismic design category D2 which requires that foundations with stem walls have a minimum#4 rebar at top and minimum#4 rebar at bottom of footing. C. FLOOR PLAN (Minimum '/41' Scale) 1. Indicate the dimensions of all areas and the use of each room. Include fixed cabinet, counter or island facilities. 2. Show all roof, floor or deck joist size, spacing, direction, support, connections. Blocking, etc. 3. Show the location of exhaust fans, smoke detectors, hot water heater, heating units, plumbing fixtures and any other mechanical equipment. 4. Show the location of the attic and/or crawl space access. 5. Include all exterior decks on your floor plan, with necessary structural details and attachment to the house. 3 �i RESIDENTIAL PERMIT SUBMITTAL Department of Community Development City of Arlington • 238 N Olympic Ave. •Arlington,WA 98223 • Phone(360)403 3551 • FAX(360)403 3418 Note! The 2009 International Residential Code requires smoke detectors at each level of the home and in all rooms that can be used for sleeping. All smoke alarms shall be listed and installed in accordance with the IRC and provisions of NFPA72. D. F71 ARCHITECTURAL CROSS SECTIONS & DETAILS (Minimum '/4" Scale) 1. Show a typical roof section with all materials labeled; indicate size and spacing of all members; include all dimensions, venting, insulation and connections 2. Show a typical foundation and floor section with all material labeled; indicate size and spacing of all members; include all dimensions, venting, insulation and connections. 3. Show a typical wall section with all materials labeled; indicate size and spacing of all members and insulation values. 4. Show all connection details, including post-beam, post-footing, collar tie, etc. 5. Provide the dimensions for all stairs, with details showing rise, run, headroom and handrails per Section R311 of 2006 International Residential Code. Guards require intermediate rails to be less than 4" apart; handrails are to be 34" to 38"from nose of the tread and to be returned. Show any fire blocking, landing sizes. Specify one-hour fire resistive construction for any usable space under the stairs. 6. Show a section detail for any fireplace, including the hearth and hearth extension. Include dimensions, materials, clearance from combustibles, height above roof, reinforcing, seismic anchorage and foundation details. E. ❑✓ STRUCTURAL NOTES 1. Specify all design load values, including dead, live snow, wind, lateral retaining wall pressures and soil bearing values. 2. Specify minimum design concrete strength, concrete sack mix and reinforcing bar grade. 3. Specify the grade and species of all framing lumber. 4. Specify the combination symbol (strength) of all GLU-LAM beams. 5. Specify all metal connectors, including joist hangers, clips, post caps, post bases, etc. 6. Provide details showing the complete load path transfer at roof perimeter, interior shear walls, cantilevered floors, off-set shear walls and ceiling diaphragm to shear walls (if used). 7. Provide a shear wall schedule noting nail spacing, blocking, bolts, top and bottom plat nailing. e. Locate all hold down straps on the drawings. F. ❑✓ STRUCTURAL CALCULATIONS 1. Provide two (2) sets of structural calculations if prepared by an engineer or architect registered with the State of Washington. (Not required if using Prescriptive Design Approach from the IRC/IBC.) G. ELEVATIONS 1. Show elevations views of each side of the structure; provide finished floor level for each floor. 2. Show existing and proposed grades. 3. Show the maximum building height. 4. Show the maximum site slope. 5. Show all roof overhangs and any chimney clearances from the roof. 4 - � I RESIDENTIAL PERMIT SUBMITTAL Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223 • Phone (360) 403 3551 • FAX(360)403 3418 6. Indicate the pitch of the roof. H. ❑✓ DOORS &WINDOWS 1. Show size and type of all doors. 2. Show the door size, type and closure device for doors between the garage and dwelling. 3. Show all window sizes and openable areas. 4. Show all sleeping room egress window locations, sill heights, methods of opening, dimension of openable area and clear open space. 5. Show size and type of all skylights. I. ❑✓ WASHINGTON STATE ENERGY CODE 1. Provide one (1) copy of the WSEC &VIAQ Residential Prescriptive Compliance Form. 2. Show the insulation R values on the floor plan drawings and glazing class of all windows and skylights. 5 RESIDENTIAL PERMIT SUBMITTAL Department of Community Development City of Arlington • 238 N Olympic Ave. •Arlington,WA 98223 • Phone(360) 403 3551 • FAX(360)403 3418 Please use this checklist to ensure that all necessary information is provided for review of your project. One (1) completed Single Family Residential Building Permits Application Two (2) accurate fully dimensioned plot plans �✓ Two (2) sets of construction drawings _Fv(] Two (2) sets of engineered drawings and calculations (If required) Health Department approval of septic system Verification of Water and Sewer Availability from City of Marysville (if applicable) APPLICATIONS ARE ONLY CONSIDERED COMPLETE IF ALL INFORMATION REQUESTED ON FORMS IS FILLED IN. 1 . . I c z cu N u N (3) z �D c p w ® r+ p O u W v v U) Z Ow z o w � u I.J Qw U C� x z W z z Q o14-4 � o 00 m a °, cu a� 00 O � x z o 0 r-� >,� o � zW00 D � _ �� _ DL testing Calculator (New t,,r'3struction) 7Z -,4 / 12- House address or lot #: Conditioned Floor Area: A)D Z)J- )Ve 70AI Duct tester location: j 7 Z �``S D/� Pressure tap location: !'Ld/W 6 Ring (if applicable): open 1 2 3 At Rough-in (Total Leakage) Test Method & Test2 Calculated Standard' CFM25 Air Handler Present Target <_ 6 CFM25 per 100 sf of CFA — - - .06 X. _CFA CFM25 Air Handler not Present S 4 CFM25 per 100 sf of CFA 04 X- CFA I�CFMLS Post Construction Test Method & Testz Calculated Standard' CFM25 Target Air Handler Present(Total Leakage) s 8 CFM25 per 100 sf of CFA .08 X_ CFA 5CFM25 Air Handler Present (Leakage to Exterior) <_ 6 CFM25 per 100 sf of CFA .06 X_ CFA < _CFM25 1. Test results must comply with one of the Standards options. 2. Test CFM25 must be equal to or less than the calculated target. Air Leakage testing Calculator (Blower Door Test) Standard Tested CFMso Calculated Test Result ((L 6 CFM50 X 0.055) - (. ��CFA X 144J= SLA0.00030 SLAHdivided by �42-354 SLAC�9� Glossary Rough-In: After installation of the complete air distribution system but before installation of insulation and sheet rock. Allows for access to all duct seams and connections for re-evaluation of seal integrity if standard is not met in intitial test, Post Construction: At or near final inspection. The home must be complete enough to pressurize the home to 25 pa. Total Leakage: Aggregation of the entire systems duct leakage in a duct test. Leakage to Exterior: Aggregation of all duct system leaks to the exterior of the CFA in a duct test. CFA: Conditioned floor area CFM25: Cubic feet per minute of air leakage at 25 pascals of pressure CFM50: Cubic feet per minute of air leakage at 50 pascals of pressure Pascal(pa): Unit of pressure SLA: Specific leakage area 1 �1 t � I . . • � � ti' �� i l .� 1 ri �i .4 1 Christopher Young From: Jay Lemke Sent: Friday, March 02, 2012 9:59 AM To: Christopher Young ` 7d� 7 f fJ f Subject: RE: Lot 55 Chris, here are my comments about Lot 55 4" C/O under concrete, letter required to release COA from liability 6" C/O Ok Thank you, Jay Lemke Lead Collections System Specialist City of Arlington DESK: 360-403-3552 FAX: 360-403-3514 E-MAIL:jlemke(aD-arlingtonwa.gov From: Christopher Young Sent: Friday, March 02, 2012 8:55 AM To: Marc Hayes; Earl Anderson; Jay Lemke Subject: Lot 55 Guys—I will be out there today to do a final on Lot 55, Please let me know if there are any issues. Thanks—Happy Friday Christopher Young Building Official City of Arlington 360-403-3432 cyoungParlingtonwa.gov "The importance of a strong building code is most evident after a disaster." I REED & ASSOCIATES, PS Civil & Structural Engineering 8311-212th St SW Edmonds, WA 98026 3 Office(425)778-2793 Fax(425)775-2073 STRUCTURAL CALCULATIONS FOR; Encore Homes Inc Plan 3072 by Robert Petermeyer Structural Design of a (2)-story "SFR" Mount Vernon, Skagit County 2009 IBC NOT VALID WITHOUT A WET SIGNATURE JOB # 11-'i fit Date Eng # Desc. 5/10/2011 Qing 2 Original Calculatlon �pE WAS R� / 0 z L E EXPIRES 5-27-/Z WENDELL E. REED, PE;1Y1 Cmf% C EII� 6R�L� E�1 u�>,7--? oZql TNTER �ti[ 01 d C0Ai117 CENTER Lateral Analysis !BC 2009 R&A Job#: 11-162 Description: Plan 3072 Engineer: Qing Governing Code: 2009 International Building Code all references in right margin are 2009 IBC unless specifically noted otherwise, [page numbers] 1603.1 General Design Criteria [3041 Roof Walls Floors Snow n1lionsLive Load (psm 25 40 25 Dead Load(psf 15 10 10 0 1603.1.4 Wind Design Criteria [3041 1. Basic Wind Speed 85 mph F 1609[320] 2. Wind Importance Factor lw 1.00 ASCF 7 T 6-1[77] 3. Nind Exposure Category "B" 1609.4 j325) 4. Internal Pressure Coefficient +l-55 ASCF 7 F 6-5[47] 5. Components and Cladding design pressure +/-10 psf ASCE 7 6.4.2.1.1(24) 1603.1.5 Earthquake Design Data [3051 1. Seismic Importance Factor IE 1.00 ASCF 7 T 11.5-1[116] 2. Short Period Acceleration Ss 1.25 F1613.5(1)[348) 2. I Second Accelieration SI 0.4 F1613.5(2)[350] 3. Site Class D T1613.5.2[341] 4. Spectral response coefficient Sos 0.63 EQ 16-36/38(340-2] 4. Spectral response coefficient SDI 0.43 EQ 16-37139[340-2] 5. Seismic Design Category D T1613.5.6(1)and(2)(343J 6. Seis. Force Resisting System_ A.13. ASCF 7 T 12.2-1[120] 7. Desigri Base Shear 10613 Ibs 8. Seismic Response Coefficient CS 0.13 A SCE 7EQ 12.8-2(129] 9. Response Modification Factor R 6.5 ASCF 7 T 12.2-1[120] 10. Analysis Procedure used Simplified ASCF 712.14[135] Table of Contents 0.0 General Lateral Design Criteria 1.0 Determination of Wind Forces 2.0 Determination of Seismic Forces 3.0 Allowable Stress Design Loads 4.0 Shear walls in the Front to Rear Direction 5.0 Shear walls in the Side to Side Direction 6.0 Shear flow calculations 7.0 Appendix Version 7.0 Pg 0.1 � 1 Wind Design (Method 1) !BC 2009 Simplified Wind Load Method ASCE 7 6.4(2X Basic Wind Speed 85 mph 1609.3[319), F1609(320J Wind Exposure Category B 1609.4[325) Wind Importance Factor 1.00 ASCE 7 T 1-1[3)& T 6-1 j77J Height&Exposure Adjustment = 1.00 ASCE 7 F 6-2[401 Topographic Factor Kzt= 1.00 ASCE 7 6.5.7.2[26), F 6-4 j45) Wind Pressures ASCE 7 6 4 2 1 f241 N=X Kt(ps3o ASCE 7 EQ 6-1[24) Minimum pressures shall not be less than assuming the pressures for ASCE 7 6.4.Z1.1124) zones A, B, C, & D all equal 10 psf,while zones E, F, G, & H all equal zero. Roof Pitch 6 :12 or 26.565 degrees Ridge Elevation 29 ft Eave Height 17.5 ft Mean Roof Height, h 23.25 ft ASCE 7 6.2[22] Zone Pressures. (A)(I )(ps3o)ASCE 7 F 6-2 Q81 85 Horizontal Pressures Vertical Pressures Overhan s 0 A B C D E F G H tOH GoH 'I 13.93 4.33 10.34 3.84 -4.08 1 -8.42 -3.07 -6.91 -9.58 1 -8,57 2 4.04 2.75 3.19 2.19 -0.08 -4.45 0.87 1 -2.94 -1.41 -1.63 Horizontal Zones Areas & Forces, FxASCE 7 F 6-2 071 End zone distance, 2a, where"a"equals the smaller of 10 percent of least horizontal dimension(I.h.d.)or 0.4h, but not less than either 4 percent of lhd or 3 feet. D F x= E (p sx'X). x= A Diaphragm (x= 2) Front to Rear Side to Side I.h.d. (ft) = 45 A B C D A B C D a (ft) = 4.5 Areas 122 0 343 0 72 163 136 368 2a(ft) = 9 Forces Fx= 5245 Fxmin= 4650 Fx= 4528 F,,,n= 7390 Diaphragm (x = 1) Front to Rear Side to Side Lh.d. (ft) = 45 A B C D A B C D a (ft) = 4.5 Areas 162 0 243 0 162 1 46 306 0 2a (ft) = 9 Forces Fx= 4769 Fxmin= 4050 Fx= 5619 1 Fxmin= 5140 Version 7.0 Pg 1.1 i Seismic Design IBC 2009 "Site Clasification. Criterla Selection & Minimum Design lateral Force Occupancy Category II ASCE 7 T 1-1[3] Seismic Importance Factor le 1.00 ASCE 7 T 11.5-1(1161 Seismic Design Category D T1613.5.6(1)and(2)[343) Site Class D T1613.5.2[341) Short Period Acceleration Ss 1.25 F1613.5(1)[348] 1-Second Acceleration S, 0.4 F1613.5(2)[350] Seis. Force Resisting System A.13. ASCE 7 T 12.2-1[120] Response Modification Factor R 6.5 ASCE 7 T 12.2-1[120] Design Spectral Response Acceleration Parameters Site Coeffiecient, Fa 1.0 T1613.5.3(1)[341] Site Coeffiecient, Fv 1.6 T1613.5.3(2)(34i] Substitute equations 16-36& 16-37 into 16-38& 16-39 respectively, 2 S D5 w 3•F a'S s SDs= 0.83 EQ 16 36138(340-2] 2 S D1 13.F V'S 1 SDI= 0.43 EQ 16-37139[340-2] Simplified analysis, Seismic base shear ASCE 7 12.14.8 L141 V= (F SDs/R)W Where: F=1.1 for(2)-story ASCE 7 EQ 12.14-11[141) Vertical Distribution Forces at each level ASCE 7 1214 8(141) Fx=(wx/W)V Fx= 0.141 x% ASCE 7 EQ 12.14-12[141) Effective seismic weight& Forces Ibs at Level x Diaphragm(x=2) roof area(ft� floor area(e) story height(ft) waii length(ft) 2368 0 8.1 171 wx Fx= 5986 weight(Ibs) 35520 0 6926 42446 Diaphragm(x=1) roof area(@) floor area�tz) story height(ft) wall iongm(tt) 474 1719 8.1 182 wx Fx= 5443 weight(Ibs) 7110 17190 7371 38597 Version 7.0 Pg 2.1 Allowable Stress Design Loads For Wood IBC 2009 Design shall be in accordance with Sections 2304-2306. 2301.2.1(451] Structures using wood shear walls and diaphragms to resist 2305.1[466] wind, seismic and other lateral loads shall be designed and constructed in accordance with AF&PA SDPWS and provisions of Sections 2305, 2306 and 2307. Design per Alternative Basic Load Combinations 1605 3 2[3091 For worse case effect with wind load, L&S shall be zero. 1605.1 I308) Equations 16-17, 16-18, & 16-19 become, D +(0W Where w equals 1,3, W equals Fx of the respective diaphragm, and 1605.3.2[309] D shall be multiplied by two-thirds. For worse case effect with seismic load, L&S shall be zero. 1605.1[3081 Equation 16-21 controls, 0.9 D+ E/1.4 , substitute ASCE 7 EQ 12.4-1 for E (pQE - 0.2SpSD) 0.9 D + , simplify&arrange variables 1.4 (0.9 -0.14SDS) D + P QE 1.4 Where QE equals F„of the respective diaphragm. Principle of Mechanics Sum the forces in the horizontal direction,diaphragms and shearwalls shall resist, Wind Design Loads, 1.3 Fx For Kzt= 1.00 Front to Rear Side to Side Diaphragm Force(Ibs) Force(Ibs) x=2 6819 9607 x= 1 6199 6682 Seismic Design Loads, (p/1.4) F, p= 1.3 ASCE 712.3.4.2[126] Diaphragm Force(lbs) x=2 5558 x= 1 5054 Version 7.0 Pg 3.1 .* I Allowable Stress Design Loads For Wood -cont Sum the moments about the base of a shearwall, overturning shall resist, (v-w)-h - 3 �D--w 2 + P-w for wind (v•w)•h - (0.9 -0.14 S DS) D-2 + P-w for seismic Where, v =shear per linear foot of shearwall w =width of shearwall h = height of shearwall D = resisting dead load centered over shearwall P = resisting dead load at end of shearwall Free Body Diagram of a ShearWall P D (VxW) h sum YomEM I -AM COMO w Version 7.0 Pg 3.2 �1 ti 1 1 Wall Line Level o� Segment Tributary loads Wind Seismic x �o� ( ) O�� Width Height wr wra wf wfa T(x) T(x+1) T(x) T(x+1) max 1 1 2 F-R Wind Seis Vb(x+1)[Ibs] 50% =. 50L/r, 7.50 8.1 2 2 77 -139 VD(x)[Ibs] 3409.41 2779.17 7.00 8.1 2 2 96 -118 VT(x)[Ibs] 3409.41 2779.17 4.00 8.1 2 2 208 12 67 L 42.00 42.00 23.50 8.1 2 2 -518 -832 V 81 66 IBC 2306 max 67 TMAx(x)[Ibs] 208 12 2 2 F-R Wind Seis VD(x+1)[Ibs] VD(x)Ube] VT(x)[Ibs] L V IBC 2305 max TMAx(x)Dbs] F4 3 2 F-R Wind Seis VD(x+1)[Ibs] % 50°'0`,` " 50% 5.80 8.1 2 2 305 68 VD(x)[Ibs] 3409.41 2779.17 3.80 8.1 2 2 379 155 88 VT(x)[Ibs] 3409.41 2779.17 24.00 8.1 2 2 -372 -720 L 33.60 33.60 5w-I V 101 83 IBC 2306 max 88 TMAx(x)[Ibs] 379 155 4 2 F-R Wind Solis VD(x+1)[Ibs] VD(x)[Ibs] VT(x)[Ibs] L V IBC 2305 max TMAx(X)jibs] Version 7.0 Pg 4.1 r: i Wall Line Level oc Segment Tributary loads Wind Seismic oo� (x) Seis O`t Width Height wr wra wf wfa T(x) T(x+1) T(x) T(x+1) max 1 1 F-R Wind Seis VD(x+1)[Ibs] 3409,41 2779,17 % 26% 20%q. 7.50 8.1 869 208 338 12 VD(x)[Ibs] 1611.83 1010.86 7.00 8.1 882 208 354 12 VT(x)[Ibs] 5021.24 3790.03 23.00 8.1 1 1 344 208 -273 12 L 37.50 37.50 S -! V 134 101 IBC 2306 max TMAX(x)[Ibs] 882 354 2 11 1 F-R Wind Sets VD(x+i)[Ibs] % 50%- 7.50 8.1 1 1 89 -94 VD(x)[Ibs] 3099.67 2527.15 13.00 8.1 1 1 -;79 -289 VT(x)[Ibs] 3099.67 2527.15 24.00 8.1 1 1 -414 -679 L 44.50 44.50 V 70 57 IBC 2305 max TMAx(X)[Ibs] 89 3 1 1 I F-R Wind Seis VD(x+1)[Ibs]- 3409.41 2779.17 % `24 30% . 48.00 8.1 1 1 -504 379 -1111 165 VD(x)pbs] 1487.84 1516.29 VT(x)jibs] 4897.25 4295.46 L 48.00 48.00 V 102 89 IBC 2306 max TMAX(X)[Ibs] 4 1 F-R Wind Sells VD(x)[Ibs] VT(x)[Ibs] L V IBC 2305 max TMAx(X)[Ibs] Version 7.0 Pg 4.2 Level \oP Segment Tributary loads Wind Seismic Wall Linee (x) �o'� O�� Width Height wr wra wf wfa T(x) T(x+1) T(x) T(x+1) Seis max A 2 S-S Wind Seis VD(x+1)jibs] 4.50 8.1 2 2 245 -133 % 2 2%` 72%0 4.50 8.1 2 2 245 -133 VD(x)[Ibs] 2113.54 1222.83 3.00 8.1 2 2 301 -68 69 VT(x)[Ibs] 2113.54 1222.83 3.00 8.1 2 2 301 -68 69 L 24.00 24.00 3.00 8.1 2 2 1 301 -68 69 r� V 88 51 3.00 8.1 2 2 301 -68 69 IBC 2305 max 69 3.00 8.1 2 2 301 -68 69 TMAX(X)[Ibs] 301 B 2 S-S Wind Se[s VD(x+1)[Ibs] % 50"/of' 5010' 7.80 8.1 2 2 861 152 VD(x)[Ibs] 4803.5 2779.17 8.00 8.1 2 2 853 143 VT(X)[Ibs] 4803.5 2779.17 11.00 8.1 2 2 742 13 L 26.80 26.80 Ur V 179 104 IBC 2305 max TMAx(x)[Ibs] 861 152 C 2 S-S Wind Seis VD(x+1)[Ibs] % 28°��#.%-28'/f9; 7.00 8.1 2 2 103 -269 VD(x)[Ibs] 2689.96 1556.34 7.00 8.1 2 2 103 -269 VT(x)[Ibs] 2689.96 1556.34 12.80 8.1 2 2 -113 -520 L 32.80 32.80 6.00 B.1 2 2 140 -226 V 82 47 IBC 2306 max TMAX(x)[Ibs] 140 D 2 M Wind Seis VD(x+1)[Ibs] VD(x)[Ibs] VT(X)[Ibs] L V IBC 2305 max TAm(x)[Ibs] Version TO Page5.1 i AA Wall Line Level o� Segment Tributary loads Wind Seismic �o'�` (x) O�� Width Height wr wra wf wfa T(x) T(x+1) T(x) T(x+1) Seis max A S-s Wind Sells VD(x+1)[Ibs] 2113.54 1222.83 % "237-/ 32% ' 4.00 8.1 6 1 1604 301 846 169 VD(x)fibs] 1536.86 1617.38 4.00 8.1 6 1 1604 301 846 169 VT(x)[bs] 3650.4 2840.21 3.00 8.1 6 1 1651 301 901 226 L 17.00 17.00 3.00 8.1 2 2 1627 301 873 226 V 215 167 3.00 8.1 2 2 1627 301 873 226 IBC 2305 max 226 T.. TMAx(x)fibs] 1651 901 B I 1 I SS Wind Sells VD(x+1)fibs] 4803.5 2779.17 % 50% '50% 10.00 8.1 1 1 3527 861 1606 152 VD(x)[bs] 3341 2527.15 10.50 8.1 1 1 3512 861 1588 152 VT(x)[bs] 8144.5 5306.32 L 20.50 20.50 S W-z V 397 259 IBC 2305 max `r-Z. TmAx(x)fibs] 3527 1606 C 1 1 S-S Wind Sets VD(x+1)[Ibs] 2689.96 1556:34 % -]27%'ma's Iv 180/. 7.00 8.1 1247 140 355 VD(x)fibs] 1804.14 909.775 7.00 8.1 1247 140 355 VT(x)[Ibs] 4494.1 2466.11 3.50 8.1 1 1 1303 140 421 119 L 24.00 24.00. 6.50 8.1 1 1 1212 140 314 V 187 103 IBC 2306 max 119 -rrl TMax(x)[bs] 1303 421 D 1 S�S Wind Sels VD(x+1)[Ibs] t. VD(x)Jibs] VT(x)[Ibs] L V IBC 2305 max TMAx(x)fibs] Version 7.0 Page5.2 i I T Shear wall Summary Sheetin Rec m'ts Shear Transfer O verturning Values Wind Sels Max Wind Seismic d Seismic 1 -2nd 58 67 1 i 1 81 66 2-2nd 3-2nd 72 88 1 ' 1 101 83 4-2nd A-2nd 63 69 1 1 88 51 B-2nd 128 104 1 ( 2 179 104 C-2nd 59 Er� 1 1 82 47 D-2nd 1 - 1st 96 101 1 1 134 101 2- 1st 50 57 1 I 1 70 57 3- 1st 73 89 1 j 1 102 89 4- 1st l A- 1st 153 226 1 2 215 167 1651 B-1st 284 259 2 i 6 397 259 3527 1606 C -1st 134 119 1 2 187 103 1303 D- 1st t SWA SW-2 SW-3 SW-4 SW-5 SW-6 Sheathing '?'f'226r1 t397t 1-i��' '* (plf) Shear Flow = ;�226 `r 3 397 tee 1 1,Lin (plf) Shear Transfer Connectors - CD = 1.6, Hem-Fir Connector Z(ibs) 16d Nails 195.2 Ibs 2005NDS T1 IN[97] 10.4 5.9 0.0 0.0 0.0 10.0 16d Slant Nails (v<150plf) 162 Ibs 2005NDS T11N[97] 8.6 4.9 ).0 0.0 .0.0 1 0..0 Simpson A35 Clip 510 Ibs Simpson C-2009[162] 27.1 1 5.4 0.0 0.0 0.0 0.0 Simpson H1 Truss Connector 415 Ibs Simpson C-2009[156] 22.0 12.5 0.0 0.0 1 0.0 6.0 Simpson DTC Clip 125 lbs Simpson C-2009[136] 6.6 3.8 0.0 0.0 0.0 1 0.0 1/2" Diameter Anchor Bolts (2x) 944 Ibs 2005NDS T11E[85] 50.1 1 28.5 0.0 0.0 0.0 0.0 5/8" Diameter Anchor Bolts (2x) 1376 Ibs 2005NDS T11E[85] j 73.1 1 41.6 0.0 0.0 0.0 0.0 5/8" Diameter Anchor Bolts (3x) 1712 Ibs 2005NDS T11E(85] 90.9 51.7 0.0 0.0 0.0 0.0 Page6.1 �� a, I I 'D1=SiCs� L�rr�--DS= WALL via D 15 I¢sr- fa Ea p r l O I-SP 0 r=''S F- L;Jg zz25 PSF P. =A-vliosr- L 2no� Gr,2A,t-�I i SIG-� u! c n c., FLuA- PE `c' � 25 1J �o TO ISO I;i g' rS 25 S3'�45' Lf i P,T, La+•D ® Ills Zos:S d-+5' U� F z1v 3Gc 60o Fw I Q, L= 12DuF 24' Lao Fwcn. nU PPr5�ie FLoOvP- F$CA-M t t-1 tm WALL ffi I' 131 Gawc. aD, L=«' VJ AL L- 4' 4-0 F;AAA- r-I.,moye b' '60 240 11 ?5' 75 300 I ,4 rq' Lz 5' r2voF �' '' '�a� �an0 a'-Pa,(o's 454 N'LnoYG D?' 1 2f3 'Gt.�u... r°is Lo 72� c2co 42,%d.' 4r5' I � �1 V/,f At-L- 5/15 n: c c rC�U� z' 30 So c Lu C rLDOF 210 WALL ? l!:1 1 15 25 44!—P 46' I Z1,5 U!1 f C' YaOOF VI IZV i 5' T5 12.6 J�k7'-r�lZ,�' I�tl7=*Zf,S` WALL �31I 81 Fu t,t FLwave Hi'5 350 ,E Low►Qea 3' 4S "7 S � LCA-Z 2015 ® em 1135 (2 IsZJ 1(s /5.5 e,Z%7'i 4+7', 7s 44.7' Q0 ISO dP—12,7'$.L4s'7' 53 IZ L Pt&AA. � , L=rl' vavor- ®, f_= L' #E009 VJA-L �cII �I Ftn.r V k"we. A&5' M, L=�I I I000-F Z` r-Loov - '1' 10 0 �� ►ecop s.' 1 .j i } GoNT. UPP��2 FL_r,70t� �2.�tniti�lG-r -T.Zis' 77.S � ,L R $O 320 7 Zp z&o z._ r ®r L= 1Dr C � C Ct C c- w t1.4i rl T=t.,<J.�vL Ft,24M irk G� L- 4' _ eve. u� 43(6 w- %r UlALL. FLe" �' 60 Ftw+.. 9-Lov12. mo iko o ?9MT , L. 12,S f � f I � r�� 1 -- a l2t�D Lf)A-D: VV,e= t 1.S +2.5) ros F x 24' 960 PUF T c c LCltiv = t o Ps F x C A I' -P A# �'�f6� pbf: 1 �C C c Vfr- _ C 1 o 4 4-0 v, `: STEtvt �,VA�L L-QA-D- h•� Gl All ^ 14.r1OC'F x c /2I'x L��z)' - tzq P(,F uj Ui Wir = 14-S P(.1=x i 'ToT.a-L LoA-D RGo -fi 16 z -t-3 o c -f-l 2`1 21 c l6F3o1ov4-- I 11�1 �dTl�.t!r s a-E = a�t34 — to USE. lL"xa Prior w/ lr(lA6L L 1�Cl.,�r � �otos�F x G 8�!'+i�,l'.) �Ib� iPVF• wr_: = C 10 4-¢O�i IDS F-,K C!2,5'-II' 11) P(,F 16 Z -+-9'7 S -t-25)Y� 1D9.5 rq,l !J ! "x. (0, rTGr, vet/ t-4 T. LvA-n =16z P4P: " -(.c9,ryL L,o A-D r.. c c: 1;c1 f= f 10 -1- 0 fs-T�-- (��'3't© ,, n F:�;zaTi1-46r LDr4-uVV Dp7llJL l Sly s c u. Y 1,C1�-rc _ Y _ ro9r 4tF:. _ oks5' C? WES I-Zx e Fr& w/ Cy N t!1 fir= 4-7-rr. 1ar,, iC` = 4- 2soo I°Sr x4x X2,'75" f3Tc 7d�ol�r7 I I i I Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description: Scope Ro- 58000A --- - - Uaer:KW-0003603.VW5.8.0.1•Dec-2003 General Timber Beam Page 1 (e)i983.2003 ENERCALC Englneering 9allware d1.e wCalcu'nrons Description 1 (RXN) General Information A Section Name 3.125x10.5 Center Span 12.00ft .....Lu 0.00 ft Beam Width 3.125 in Left Cantilever ft .,...Lu 0.00 ft Beam Depth 10.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Glul-am Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Dur.Factor 1.150 Fv Allow 240.0 psi Beam End Fixity Pin-Pin Fe Allow 650.0 psi E 1,800.0 ksi Full Length Uniform Loads T Center DL 202.50#Ift LL 337.50 #Ift Left Cantilever DL #Ift LL #Ift Right Cantilever DL #Ift LL #Ift Summary Beam Design OK Span=12.0O11,Beam Width=3.125in x Depth-10.51n,Ends are Pin-Pin Max Stress Ratio 0.736 : 1 Maximum Moment 9.7 Vt Maximum Shear*1.5 4.2 k Allowable 13.2 k-t Allowable 9.1 k Max.Positive Moment 9.72 k-ft at 6.000 ft Shear: @ Left 3.24.k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 3.24 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.261 in Max.M allow 13,21 Reactions... @ Right 0.000 in fb 2,031.2E psi fv 126.79 psi Left DL 1.21 k Max 3.24 k Fb 2,760.00 psi Fv 276.00 psi Right DL 1.21 k Max 3.24 k Deflections - - - - -- Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.174 in -0.464 in Deflection 0.000 In 0.000 In ...Location 6,000ft 6.000ft ...Length/Deft 0.0 0.0 ...Length/Deft 827.1 310.16 Right Cantilever... Camber(using 1.5"D.L.DO)... Deflection 0.000 In 0.000 In @ Center 0.261 In ..,Length/Defl 0.0 0.0 @ Left 0.000 In @ Right O.D00 in --------------- Stress Calcs Banding Analysis Ck 20-711 Le 0.000 ft Sxx 57.422 1n3 Area 32.813 i62 Cv 1.000 Rb 0.000 Cl 3239.999 Max Moment IsmReq'd Allowable fb @ Center 9.72 k-ft 42.26 in3 2,750.00 psi @ Left Support 0.00 k-ft 0.00 in3 2,780.00 psi @ Right Support 0.00 k-ft 0.00 In3 2,760.00 psi Shear Analysis @ Left Support @ Right Support Deslgn Shear 4.16 k 4.16 k Area Required 16.073 in2 15.073 in2 Fv:Allowable 276.00 psi 276.00 psi Bearing @ Supports Max.Left Reaction 3.24 k Bearing Length Req'd 1.595 in Max.Right Reaction 3.24 k Bearing Length Req'd 1.595 In � 1� 1 I� 1 Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope Ror. " 00C4 UnrM-0603B03,Vor5.0.0,1-Dec•2003 General Timber Beam Page 1 (c)19B3-2003 ENERCALC Ergirteonng So"ra 11-102.ecw:Calcula11ona ¢r , Description 2 (RXN) General Information I Section Name 3.125x12 Center Span 17.00 ft Lu 0.00 ft Beam Width 3.125 in Left Cantilever ft Lu 0,00 ft Beam Depth 12.000 in Right Cantilever ft Lu 0.00 ft Member Type GluLam Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Dur.Factor 1,150 Fv Allow 240.0 psi Beam End Fixity Pin-Pin Fe Allow 650,Opsl E 1,800.0 ksi LTrapezoidal Loads J #1 DL @ Left 90.00 W11 LL Left 150.00 #1ft Start Loa 0.000 ft DL @ Right #!ft LL Q Right #/ft End Loc 17.000 ft #2 DL @ Left 9000 #/ft LL @ Left 150.00 #/ft Start Loc 0,000 ft DL @ Right #1ft LL Q Right #!ft End Loc 17.000 ft Summary Beam Design OK Span=17.00ft,Beam Width=3.125in x Depth=12.1n,Ends are PinPIn Max Stress Ratio 0.516 : 1 Maximum Moment 8.9 k-ft Maximum Shear" 1.5 3.4 k Allowable 17.2 k-ft Allowable 10.4 k Max.Positive Moment 8.90 k-ft at 7.208 ft Shear. @ Left 2.72 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.36 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.314 in Max.M allow 17.25 Reactions,.. @ Right 0.000 In fb 1,423.82 psi fv 91.03 psi Left DL 1.02 k Max 2.72k Fb 2,760.00 psi Fv 276.00 psi Right DL 0.51 k Max 1.36 k Deflections Center Span... Qead Load Tota Load Left Cantilever... Dead Load Total Laad Deflection -0.209 in -0.558 in Deflection 0.000 in 0.000 in ,..Location 8.160 ft 8,160 ft ,..Length/Deft 0.0 0.0 ...Length/Deft 975.3 365.72 Right Cantilever... Camber(using 1.5*D.L.Deft).- Deflection 0.000 In 0.000 In @ Center 0.314 in ...Length/Defl 0.0 0.0 ®Left 0.000 in @ Right 0.000 In Stress Calcs Bending Analysis Ck 20.711 Le 0.000 ft Sxx 75.000In3 Area 37.500 in2 Cv 1.000 Rb 0,000 Cl 2719.999 Max Moment Sxx Read Allowable L� @ Center 8.90 k-ft 38.69 In3 2,750.00 psi @ Left Support 0.00 k-ft 0.00 1n3 2,760.00 psi @ Right Support 0.00 k-f. 0.00 In3 2,760.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.41 k 2.02 k Area Required 12.369 in2 7.322 in2 Fv:Allowable 276.00 psi 276.00 psi Bearing @ Supports Max.Left Reaction 2.72 k Bearing Length Req'd 1.339 in Max.Right Reaction 1.36 k Bearing Length Req'd 0.670 in � r _ - � Title: Job# Dsgar: Date:12:14PM, 10 MAY 11 Description: Scope Raw 580004 Ussr..KW-0B03603.Ver5.8.0,1•Doo-2003 General Timber Beam Page 1 (0983.2003 ENERCALC Engineenng Software 11462.ecwCalwlslions Description 3 (RXN) General Information Section Name 6.125x37.5 Center Span 45.00 ft . ....Lu 0.00 ft Beam Width 5.125In Left Cantilever ft . . . ..Lu 0.00 ft Beam Depth 37.500 in Right Cantilever ft ... .Lu 0.00 ft Member Type GluLam Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Dur.Factor 1.150 Fv Allow 240.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi E 1,800.0 ksi Full Length Uniform Loads i k Center DL 15.00#Ift LL 25.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads #1 DL @ Left 15.00 #/ft LL Left 25.00 #/ft Start Loc 0.000 ft DL @ Right 16.00 #/ft LL a Right 25.00 #/ft End Loc 24.500 ft #2 DL @ Left 90.00 #/ft LL @ Left 150.00 #/ft Start Loc 24.500 ft DL @ Right 90.00 #/ft LL @ Right 150.00 #M End Loc 33.000 ft 03 DL @ Left 15.00 #/ft LL @ Left 25.00 #/ft Start Loc 33.000 ft DL @ Right 15.00 #/ft LL @ Right 25.00 #/ft End Loc 45.000 ft Point Loads Dead Load 1,215.0lbs 1,020.0lbs Ibs Ibs s Ibs Ibs Live Load 2,025.0Ibs 1,700.0lbs Ibs Ibs Ibs Ibs Ibs ...distance 24.500 ft 33.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary Beam Design'OK Span=45.0A Beam Width=5.125in x Depth=37.51n,Ends are Pin-Pin Max Stress Ratio 0.390 : 1 Maximum Moment 89.0 k-ft Maximum Shear"1.5 9.6 k Allowable 228.4 k-ft Allowable 53.0 k Max.Positive Moment 89.01 k-ft at 24.480 ft Shear: @ Left 4.62 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 6.64 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.407In Max.M allow 228.43 Reactions... @ Right 0.000ln fb 889.23 pal fv 49.95 psi Left DL 1.73 k Max 4.62 k Fb 21282.05 psi Fv 276.00 psi Right DL 2.49 k Max 6.64 k Deflections Center Span... Dead Load Total Loa Left Cantilever... Dead Load eta Load Deflection -0.271 In -0.724 in Deflection 0.000 in 0.000 in ...Location 23.580 It 23.580 ft ...Length/befl 0.0 0.0 ...Length/Deft 1,989.2 745.96 Right Cantilever... Camber(using 1.5°D.L.Defl)... Deflection 0.000 In 0.000 In @ Center 0.407In ...Length/Defl 0'0 0.0 @ Left 0.000 In @ Right 0.000 in �'. /l i 1 Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope Rev: 0 user.KW-WO3eo3.ver5.s.o.l-0ec-20W General Timber Beam Page 2 (c)i 983-2003 ENERCALC Englneering SoUare 11-lMecw:Calculationa Description 3 (RXN) Stress Calcs N Bending Analysis Ck 20.711 Le 0.000 ft Sxx 1,201.172 in3 Area 192.188 In2 Cv 0.827 Rb 0.000 CI 4615.221 M,sx Momen Sxx Reg'd Allowable fo @ Center 89.01 k-ft 468.05 in3 2,282.05 psi @ Left Support 0.00 k-ft 0.00 in3 2,282.05 psi @ Right Support 0.00 k-ft 0,00 Ina 2,282.05 psi Shear Analysis @ Left Support @ Right Support Design Shear 6.56 k 9,60 k Area Required 23.752 in2 34.782 in2 Fv:Allowable 276.00 psi 276.00 psi Bearing @ Supports Max.Left Reaction 4.62 k Bearing Length Req'd 1.385 in Max.Right Reaction 6.64 k Bearing Length Req'd 1.995 in Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope �Qev. 560004 - --- - -- User KN-0603603.Ver6.B.0,1.aec.2oo3 General Timber Beam Page 1 0)1963.2003 ENERCN.0 En ineerfng So.'tware � 11-162.ecw,Calw18 t1one Description 4 General information Section Name 4x10 Center Span 6.00 ft .....Lu 0.00 ft Beam Width 3.500In Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 875.0 psi Load bur.Factor 1.150 Fv Allow 170.0psi Beam End Fixity Pin-Pin FcAllow 625.0psi E 1,300.0 ksl Full Length Uniform Loads Center DL 360.00#/ft LL 600.00 #M Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=6.00ft,Beam Width=3.5001n x Depth=9.251n,Ends are Pin-Pln Max Stress Ratio 0.860 ; 1 Maximum Moment 4.3 k-ft Maximum Shear" 1.5 3.2 k Allowable 5.0 k-ft Allowable 6.3 k Max.Positive Moment 4.32 k-ft at 3,000 ft Shear Q Left 2.88 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 2.88 k Max @ Left Support 0.00 k-ft Camber. Q Left 0.000 in Max @ Right Support 0.00 k-ft Q Center 0.052In Max.M allow 5.02 Reactions.., @ Right 0.000 in fb 1,038.64 psi fv 99.28 psi Left DL 1.08 k Max 2.88 k Fb 1,207.50 psi Fv 195.50 psi Right DL 1.08 k Max 2.88 k Deflections Center Span... Dead Load Total Load I-oft Cantilever... Dead Load Total.Load Deflection -0.035In -0.093 in Deflection 0.000 in 0.000 In ...Location 3.000 ft 3.000 ft ..Length/Defl 0.0 0.0 ...Length/Defl 2,058.3 771.86 Right Cantilever... Camber(using 1.6 D.L.Defl)... Deflection 0.000 in 0.000 In @ Center 0.062 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in [Stress Caics Bending Analysis Ck 29.150 Le 0,000 ft Sxx 49.911 In3 Area 32.375 In2 Cf 1.200 Rb 0.000 CI 2879.999 Max Moment Sxx Req'd Allowab:e fb Q Center 4.32 k-ft 42.93 in3 1,207.50 psi @ Left Support 0.00 k-ft 0.00 In3 1,207.50 psi @ Right Support 0.00 k-ft 0.00 In3 1,207.60 psi Shear Analysis @ Left Support Q Right Support Design Shear 3.21 k 3.21 k Area Required 16.440 In2 16,440 In2 Fv:Allowable 195,50 psi 195.50 psi Bearing @ Supports Max.Left Reaction 2,88 k Bearing Length Req'd 1.317 in Max.Right Reaction 2.88 k Bearing Length Req'd 1.317 in Title: Job# Dsgnr: Date, 12:14PM, 10 MAY 11 Description: Scope: Rev. Sam User.K*W03603,Vef56o.1-Dec•2003 General Timber Beam Page 1 (0)1983.2DD3 ENERCALC Engineering Software 11-182.eew.Calmlatlons �_Rrrr�r-�rtxr�unt.�rutru�a:��-a,'ran�r�ct'rc. � - Description 4A General information a�ucr rr> Section Name 4x8 Center Span 4.00 ft .,Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 7.250 in Right Cantilever It Lu 0.00 ft Member Type Sawn Douglas Fir-Larch, No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1 A 50 Fv Allow 170.0 psl Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,300.0 ksi Full Length Uniform Loads N r» Center DL 360.00#Jft LL 600.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=4.00ft,Beam Width=3.500in x Depth=7.251n,Ends are Pin-Pin Max Stress Ratio 0.574 : 1 Maximum Moment 1.9 k-ft Maximum Shear* 1.5 2.0 k Allowable 3.3 k-ft Allowable 5.0 k Max.PoslWe Moment 1.92 k-ft at 2.000 ft Shear: @ Left 1.92 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.92 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.022 in Max.M allow 3.34 Reactions... @ Right 0.0001n ib 751.43 psi fv 79.90 psi Left DL 0.72 k Max 1.92 k Fb 11308.13 psi Fv 195.50 psi Right DL 0.72 k Max 1.92 k Deflections R Center Span... Dead Load i a_aI Load Left Cantilever... Dead Load To?al Load Deflectlon -0.014 in -0,038 in Deflection 0.000 in 0.000 In ,..Location 2.000ft 2,000 ft ...Length/Deft 0.0 0.0 ...Length/Deft 3,344.8 1,254.30 Right Cantilever... Comber(using 1.6*D.L.DO)... Deflection 0.000 In 0.000 In @ Center 0.022 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0,000 in Stress Cales Banding Analysis Ck 29.150 Le 0.000 It Sxx 30.661 In3 Area 26.375 In2 Cf 1.300 Rb 0.000 Cl 1919.999 Max Moment Sxx Reg'd Allowable fb @ Center 1.92 k-ft 17.61 In3 1,308.13 psi @ Left Support 0.00 k-ft 0.00 In3 1,308.13 psi @ Right Support 0.00 k-ft 0.00 in3 1,308,13 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.03 k 2.03 k Area Required 10.371 in2 10.371 in2 Fv,Allowable 195.50 psi 195.50 psi Bearing @ Supports Max.Left Reaction 1.92 k Bearing Length Req'd 0.878 In Max,Right Reaction 1.92 k Bearing Length Req'd 0.878 in Title: Job# Dagnr: Date: 12:14PM, 10 MAY 11 Description Scope: .Rev: 5WD04 c1108320033ENNER Ver CALCE.o��2 ire General Timber Beam Page 1 ( '�9� 9 11-182.acwCalwfal.orts Description 5 General Information Section Name 5.125x13.5 Center Span 16.00 ft . ....Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft ....Lu 0.00 ft Beam Depth 13.500 in Right Cantilever ft .....Lu 0.00 it Member Typa GluLam Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Dur.Factor 1.000 Fv Akw 240,0 psi Beam End Fixity Pin-Pin Fc Mow 650.0 psi E 1,800.0 ksl Full Length Uniform Loads Center DL 151.00#/ft LL 280.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL Wit LL #/ft Summary Beam Design OK Span=16.00ft,Beam Width=5.125In x Depth=13.51n,Ends are Pin-Pin Max Stress Ratio 0.443 : 1 Maximum Moment 13.8 k-ft Maximum Shear"1.5 4.5 k Allowable 31.1 k-ft Allowable 16.6 k Max.Positive Moment 13.79 k-ft at 8.000 ft Shear: @ Left 3.45 k Max.Negative Moment 0.00k-ft at 16,000 ft @ Right 3.45k Max @ Left Support 0.00 k-ft Camber. @ Left 0.0001n Max @ Right Support 0.00 k-ft @ Center 0.177 in Max.M allow 31.13 Reactions... @ Right 0.000in fb 1,063,16 psi fv 64.59 psi Left DL 1.21 k Max 3.45 k Fb 2,400.00 psi Fv 240.00 psi _ Right DL 1.21 k Max 3.45 k Deflections Center Span... Dead Load Total Load eft Cantilever... DeadLoad To Load Deflectlon -0.11S In -0.336 In Deflection 0.000 In 0.000 in ...Location 8.000 ft 8.000 It ...Length/Defl 0.0 0.0 ...Length/Defl 1,631.0 571.42 Right Cantilever... Camber(using 1.5 D.L.Deft)... Deflection 0.000 in 0.000 In @ Center 0.177 in ...Length/Defl 0.0 0.0 @ Left 0.000 In @ Right 0.000 in Stress Calcs Bending Analysis Ck 22.210 Le 0.000 ft Sxx 155.6721n3 Area 69.188 1n2 Cv 1,000 Rb 0.000 Cl 3447.999 Max Moment Sxx Rea'd Allowable fb @ Center 13.79 k-ft 68.98 In3 2,400.00 psi @ Left Support 0.00 k-ft 0.00 In3 2,400.00 psi @ Right Support 0.00 k-ft 0,00 In3 2,400.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.47 k 4.47 k Area Required 18.619 In2 18.619 in2 Fv:Allowable 240.00 psi 240.00 psi Bearing @ Supports Max.Left Reaction 3.45 k Bearing Length Req'd 1.035 in Max.Right Reaction 3.45 k Bearing Length Req'd 1.035 in • rt r Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Raw. 680004 - -- � User,fCW.0803803 VerS•8.0,1-Dae-2003 General Timber Beam Page 1 (C)t983-2003 E '&CALC Engineering Software 11-162 eC..CA,C1MtjUn, Description 6 General Information Section Name 5.125x13.5 Center Span 19.00 ft . ..Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft . ..LL 0.00 It Beam Depth 13.500 in Right Cantilever ft .....Lu 0.00 ft Member Type GiuLam Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Dur.Factor 1.000 Fv Allow 240.0 psi Beam End Fixity Pln-Pin Fc Allow 660.0 psi E 1,800.0 ksl Full Length Uniform Loads Center DL 40.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads #1 DL @ Left 60.00 #/ft LL @ Left 240,00 #/ft Start Lac 0.000 ft DL @ Right 60.00 #/ft LL @ Right 240.00 Wft End Lac 11.000 ft #2 DL @ Left 75.00 #/ft LL @ Left 300.00 #/ft Start Lac 11.000 ft DL @ Right 75.00 #/ft LL @ Right 300.00 #/ft End Lac 19.000 ft Summary Beam Design OK Span=19.00ft,Beam Width=5,125in x Depth=13.51n,Ends are Pln-Pin Max Stress Ratio 0.533 : 1 Maximum Moment 16.6 k-ft Maximum Shear*1.5 4.9 k Allowable 31.1 k-ft Allowable 16.6 k Max.Positive Moment 16.57 k-ft at 9.680 ft Shear. @ Left 3.36 k Max.Negative Moment -0.00k-ft --at-_19.000 ft @ Right •-31Gk Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 In Max @ Right Support 0.00 k-ft @ Center 0.246 in Max M allow 31.08 Reactions... @ Right 0.0001n fb 1,276.99 psi fv 70.72 psi Left DL 0.98 k Max 3.36 k Fla 2.395.76 psi Fv 240.00 psi Right DL 1.04 k Max 3.70 k Deflections Center Span... Dead Load Total Load left Cantilever... Dead Load Total Load Deflection -0.1641n -0.5711n Deflection 0.000 In 0.000 In ...Location 9.576 ft 9.576 ft ...LengthlDefl 0.0 0.0 .,.Length/Deft 1,392.3 399.48 Right Cantilever... Camber(using 1.6"D.L.DO)... Deflection 0.000 In 0.000 in @ Center 0.246 in ...Length/Deft 0.0 0.0 @ Left 0,000 In @ Right 0.000 in i :� Tithe: Job# Dsgnr: Date: 12:14PM, 10 MAY 1 i Description Scope: Rov: 680004 User.KW.0603603 Ver6.0.0,1-Dec•20Cx3 General Timber Beam Page 2 (c)1903-2003 ENEACALC EnglneedngSo+hvero 11>M.ecw:Celculetlons �� ='�racss�r+e'�gaarrsi+ean�r�az�ayl�ee - Description 6 Stress Calcs Bending Analysis Ck 22.210 Le 0.000 ft Sxx 165.672ln3 Area 69.188 in2 Cv 0.998 Rb 0.000 CI 3356.314 mumomont Sxx Road I;o abler @ Center 16.57 k-ft 82.98 In3 2,395.75 psi •Left Support 0.00 k-ft 0.00 in3 2,395.76 psi @ Right Support 0.00 k-ft 0.00 1n3 2,395.76 psi Shear Analysis @ Left Support Right Support Design Shear 4,49 k 4,89 k Area Required 18.716 in2 20.388 ln2 Fv:Allowable 240.00 psi 240.00 psi Bearing @ Supports Max.Left Reaction 3.36 k Bearing Length Req'd 1.008 In Max Right Reaction 3.70 k Bearing Length Rsq'd 1.112 in Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: P Rev. 5800(M Il User KW-0603803,Vor5,00.1-Dec-2003 General Timber Beam Page 1 003 ic)1993-2 ENERCALC EnOincoring So'Iwwa 1 t-162.ocwCala lmbns Description 7 General Information - Section Name 4x10 Center Span 5.00 ft Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft ... ..Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 170.0 psi Beam End Fixity Pin-Pln Fe Allow 625.0 psi E 1,300.0 ksl Full Length Uniform Loads - Center DL 88.00#/ft LL 28.00 #tft Left Cantilever DL #/ft LL Wft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads - --- --- -- --- --- --- - #1 DL @ Left 360.00 Wit LL @ Left 600.00 #/ft Start Loc 0.000 It DL @ Right 360.00 #/ft LL @ Right 600.00 #/ft End Loc 0.600 ft #2 DL @ Left 360.00 #/ft LL @ Left 600.00 #/ft Start Loc 4.500 ft DL@ Right 360.00 #/ft LL @ Right 600.00 #/ft End Loc 6.000 ft Point Loads Dead Load 720.0lbs 720.0lbs Ibs Ibs Ibs Ibs Ibs Live Load 1,200.0lbs 1,200.0lbs Ibs lbs Ibs Ibs Ibs ...distance 0.600 ft 4.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary Beam Design OK Spate 5.00ft,Beam Width=3.500In x Depth=9.251n,Ends are Pin-Pin Max Stress Ratio "0.361 : 1 Maximum Moment 1.6 k-ft Maxlmum Shear* 1.5 0.4 k Allowable 4.4 k-ft Allowable 5.5 k Max.Positive Moment 1.511 k-ft at 2.080 ft Shear: @ Left 2,141 Max.Negative Moment 0.00 k-ft at 5.000 It @ Right 2.74 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000In Max @ Right Support 0.00 k-ft @ Center 0.018 in Max.M allow 4.37 Reactions... @ Right 0.000 In fb 378.73 psi iv 11.62 psi Left DL 1.14 k Max 2.74 k Fb 1,050.00 psi Fv 170.00 psi Right DL 1.14 k Max 2.74 k Deflections Center Span... DQad Load Total Load Left Cantliever... Dead Load Total Load Defledlon -0.012 In -0.027 in Deflection 0.000 in 0.000 In ...Location 2.480 ft 2.480 ft ...Length/Deft 0.0 0.0 ...Length/Defl 4,953.7 2,243.91 Right Cantiiever... Camber(using 1.5"D.L.DO)... Deflection 0.000 in 0.000 in @ Center 0.018 In ...Length/Deft 0.0 0.0 @ Left 0.000 In @ Right 0.000 in �' r I I Title: Job 0 Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Rev. 580004 User:KWL�i03803,Ver5,8.0,1•Doo-2003 Page 2 (e)1083-2003 ENERCALC Engineering Software General Timber Beam 19-182,ecw.Ca1cu1atlone of WNW Description 7 Stress Calcs Bending Analysis Ck 31.260 Le 0.000 ft Sxx 49.911 in3 Area 32.375 in2 Cf 1.200 Rb 0.000 CI 2737.040 Max Moment Sxx Reg'd Allowable fo Center 1.58 k-ft 18.00 in3 1,050.00 psi Left Support 0.00 k-ft 0.00 In3 1,050.00 psi @ Right Support 0.00 k-ft 0.00 In3 1,050.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.23 k 0.36 k Area Required 1.349 in2 2.213 in2 Fv:Allowable 170.00 psi 170.00 psi Bearing @ Supports Max.Left Reaction 2.74 k Bearing Length Req'd 1.251 in Max.Right Reaction 2.74 k Beadng Length Req'd 1.252 In s: Title: Job# Dagnr: Date: 12:14PM, 10 MAY 11 Description: Scope: Rev: 680004 - - -- User.KW-08036M,Ver5,&0,1-Dec-2003 General Timber Beam Page 1 (01a83-2003 ENERCALC Enonsering SofNmre 11-182.ecw:Calculellans s��rasssatr,. Description 8 General Information Section Name 3.125x10.6 Center Span 11.50 ft Lu 0.00 ft Beam Width 3.125 in Left Cantilever ft Lu 0.00 ft Beam Depth 10.500 in Right Cantilever it Lu 0.00 ft Member Type GluLam Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Dur.Factor 1.000 Fv Allow 240.0 psi Beam End Fixity Pin-Pln Fc Allow 650.0 psi E 1,800.0 ksi Full Length Uniform Loads ^ g Center DL 175.50#/ft LL 378.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary :3 Beam Design OK Span=11.50ft,Beam Width=3.1251n x Depth=10.51n,Ends are Pin-Pin Max Stress Ratio 0.797 : 1 Maximum Moment 9.2 k-ft Maximum Shear* 1.5 4.0 k Allowable 11.5 k-ft Allowable 7.9 k Max.Positive Moment 9.15 k-ft at 5.750 ft Shear: @ Left 3.18 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 3.18 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000 In Max @ Right Support 0.00 k-ft @ Center 0,191 in Max.M allow 11.48 Reactions... @ Right 0.000 In fb 1,912.17 psi fv 123,38 psi Left DL 1.01 k Max 3,18k Flo 2,400.00 psi Fv 240.00 psi Right DL 1.01 k Max 3.18 k Deflections Center Span... Dead Load Tota: L 71 _ Left Cantilever... Dead Load Total Load Deflection -0.127 in -0.401 In Deflection 0.000 in 0.000 in .,.Location 5.750 ft 5.750 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,084.3 343.80 Right Cantilever... Camber(using 1.6"D.L.Deft)... Deflection 0.000 in 0.000 in @ Center 0.191 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Caics �ro Bending Analysis Ck 22.210 Le 0.000 ft Sxx 57.422 10 Area 32.813 In2 Cv 1,000 Rb 0.000 Cl 3182,624 Max Moment Sxx a 'd Allowable fb @ Center 9.15 k-ft 45.75 in3 2,400.00 psi @ Left Support 0.00 k-ft 0.00 Ina 2,400.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,400.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.05 k 4.05 k Area Required 16.868 In2 16,868 In2 Fv:Allowable 240.00 psi 240.00 psi Bearing @Supports Max.Left Reaction 3.18 k Bearing Length Req'd 1.567 in Max.Right Reaction 3.18 k Bearing Length Req'd 1.567 in i Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: 680004 Pe rKW-NO3ao3.Vor5.8.0,,-oeG2oo3 General Timber Beam Page 1 (c)1963-2003 ENERCALC Eminearing Softwero 11.162.ecw,Calculations NNW Description 9 General Information Section Name 4x10 Center Span 8.30ft .... .Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.250 In Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 875.0 psi Load Dur,Factor 1.000 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,300.0 ksl Full Length Uniform Loads Center DL 171.00#/ft LL 290.00 4/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=8.30ft,Beam Width=3.5001n x Depth=9,251n,Ends are Pin-Pin Max Stress Ratio 0.909 : 1 Maximum Moment 4.0 k-ft Maximum Shear* 1.5 2.3 k Allowable 4A k-ft Allowable 6.5 k Max.Positive Moment 3.97 k-ft at 4.150 ft Shear: @ Left 1.91 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1,91 k Max @ Left Support 0.00 k-ft Camber: a@ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.091 In Max.M allow 4.37 Reactions... @ Right O.000 in ib 954.44 psi fv 72.33 psi Left DL 0.71 k Max 1.91 k Fb 1,050.00 psi Fv 170.00 psi Right DL 0.71 k Max 1.91 k Deflections Center Span... pead Load Tota Load Left Cantilever... Dea Load Total Load Deflection -0.061 in -OA64 in Deflection 0.000 in 0.000 In ...Location 4.150 ft 4.150 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,636.9 607.20 Right Cantilever... Camber(using 1.5"D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.091 In ...Length/Deft 0.0 0.0 @ Left 0.000 In @ Right 0.000 in stress Calcs Bending Analysis Ck 31.260 Le 0,000 ft Sxx 49.911 in3 Area 32.375 in2 Cf 1.200 Rb O.00o CI 1913.149 Max morrent Sxx Rec'd Allowable fb @ Center 3.97 k-ft 45.37 in3 1,050.00 psi @ Left Support 0.00 k-ft 0.00 10 1,050.00 psi @ Right Support 0.00 k-ft 0.001n3 1,050.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.34 k 2.34 k Area Required 13.775 in2 13.775 In2 Fv:Allowable 170.00 psi 170.00 psi Bearing @ Supports Max,Left Reaction 1.91 k Bearing Length Req'd 0.875 In Max.Right Reaction 1.91 k Bearing Length Req'd 0.875 In i i 1 Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Rev; 58=4 Lim.KW-oso3803,Ver5.8.0,I-Deo•2003 General Timber Beam Page RC 1 (a)1883-2003 FNEALC Eng;nsering SoRwarr, 11-182ecwCafculella a '�Ls�,'+i7tc,�a-�9WS+s[ trr. .�I::4.TtZ�T�imt,�Gf�pll�1 Description 10 General Information Section Name 2-2x10 Center Span 6.00ft .....Lu 0.00 ft Beam Width 3.000in Left Cantilever ft . .. . .Lu 0.00 ft Beam Depth 9.2501n Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 900.0 psi Load Dur.Factor 1.000 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 626.0 psl E 1,600.0 ksi Full Length Uniform Loads Center DL 15.00#/ft LL 25.00 #Jft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #Ift Trapezoidal Loads 01 DL @ Left 298.00 #Ift LL @ Left 378,00 #/ft Start Loc 0.000 ft DL @ Right 298.00 #Ift LL @ Right 378.00 #/ft End Lac 4.400 ft #2 DL @ Left 15.00 #Ift LL @ Left 25.00 #Ift Start Loc 4,400 ft DL @ Right 15.00 #Ift LL@ Right 25.00 #Ift End Loc 6.000 ft Summary Beam Design OK Span=6.Wft,Beam Width=3.000in x Depth=9.251n,Ends are Pin-Pin Max Stress Ratio 0.801 : 1 Maximum Moment 2.8 Ot Maximum Shear* 1.5 2.2 k Allowable 3.5 k-ft Allowable 6.0 k Max.Positive Moment 2.83 k-ft at Z808 ft Shear. @ Left 2.01 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right - -1.27 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.0001n Max @ Right Support 0.00 k-ft @ Center 0.0371n Max.M allow 3.53 Reactions... @ Right 0,000in ft) 793.19 psi fv 79.05 psi Left DL 0.88 k Max 2.01 k Fb 990.00 psi Fv 180.00 psi Right DL 0.55 k Max 1.27 k Deflections Center Soan... Dead Load Tota:Load Left Cantilever... De141_Load Iota'.Load Deflerti:;n -0.0251n -0.056 in Deflection 0.000 in 0.000 in ...Location 2.928ft 2,928 ft ...Length/Deft 0.0 0.0 ...Length/Defl 2,926.3 1,275.38 Right Cantilever... Camber(using'1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.037 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 In y Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope •Rae 680004 User.KW-0603803 VerSAO,1-Dec-2003 General Timber Beam Page 2 (a)1983.2003 ENEACALC Engineerng Software 11.162.ecw:Calculadone Description 10 Stress Calcs - - - - -- - Bending Analysis Ck 34.195 Le 0.000 ft Sxx 42.781 In3 Area 27,750 In2 Cf 1.10D Rb 0.000 CI 2012.319 Max P ment -Sxx Reg'd A'lowable`b @ Center 2.83 k-ft 34.28 In3 990.00 psi @ Left Support 0.00 k-ft 0.00 In3 990.00 psi @ Right Support 0.00 k-ft 0.00 In3 990.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.19 k 1.81 k Area Required 12.187 in2 10.039 in2 Fv:Allowable 180.00 psi 180.00 psi Bearing @ Supports Max.Left Reaction 2.01 k Bearing Length Req'd 1.073 In Max.Right Reaction 1.27 k Bearing Length Req'd' 0.675 In �'i i Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope Rev. 580004 --- User:KWZP03,VW 5.8.0,1-No-2003 Page 1 (c)I93-2003E06 CALCEngineeringsoflwete r General Timber Beam i62-ecvcCa'c:,iri,;ns Description 11 �� Generallnformation Section Name 5.125x22.5 Center Span 21 50ft . . . . .Lu 0.00 ft Beam Width 5.125In Left Cantilever ft . .. ..Lu 0.00 ft Beam Depth 22.600 in Right Cantilever It . .. ..Lu 0.00 ft Member Type Glul-am Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Dur.Factor 1.000 Fv Allow 240.0 psi Beam End Fixity Pin-Pln Fc Allow 650.0 psi E 1,800.0 ksi Full Length Uniform Loads Center DL 213.50#/ft LL 425.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads #1 DL @ Left 112.50 #/ft LL @ Left 187.50 #/ft Start Loc 1.200 ft DL @ Right 112.60 #/ft LL @ Right 187.60 #/ft End Loc 2.700 ft 92 DL @ Left 112.50 #/ft LL @ Left 187.50 #/ft Start Loc 4.700 ft DL @ Right 112.50 #/ft LL @ Right 187.50 #/ft End Loc 7.700 ft #3 DL @ Left 112.50 #/ft LL @ Left 187.50 #/ft Start Loc 9.700 ft DL @ Right 112.60 #/ft LL @ Right 187.50 #/ft End Loc 12,700 ft #4 DL @ Left 75.00 #Ift LL @ Left 125.00 #/ft Start Loc 14.700 ft DL @ Right 75.00 #/ft LL @ Right 125.00 #/ft End Loc 21.500 ft Point Loads Dead Load 27094.0 I s 113.0 lbs 113.0 lbs 113.0Ibs 1 .O lbs 143.0 lbs 143.0lbs Live Load 3,158.0 lbs 188.0lbs 188.0lbs 188.0lbs 188.0 lbs 238.0 lbs 238.Olbs ...disi:ance 1,200 ft 7,700 ft 2.700 ft 4.700 ft 9.700 ft 12.700 ft 14.700ft Summary Beam Design OK Span=21.50ft,Beam Width=5,125in x Depth=22.51n,Ends are Pin-Pin Max Stress Ratio 0.701 : 1 Maximum Moment 56.8 k-ft Maximum Shear'`1.5 12.6 k Allowable 81.0 k-ft Allowable 27.7 k Max.Positive Moment 56.82 k-ft at 10.406 ft Shear. @ Left 14.65 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 9.90 k Max @ Left Support 0.00 k-ft Camber: @ Left O.0001n Max @ Right Support 0.00 k-ft @ Center 0.2851n Max M allow 81.02 Reactions... @ RIght 0.000 in fb 1,576.74 psi fv 109.13 psi Left DL 5.33 k Max 14.65 k Fb 2,248.48 psi Fv 240.00 psi Right DL 3.44 k Max 9.90 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Totai Load Deflection -0.190 in -0.543 in Deflectlon 0.000 In 0.000 in ...Location 10.578 ft 10.664 ft ...Length/Deft 0.0 0.0 ...Length/Defl 1,355.6 474.98 Right Cantilever... Camber(using 1.5"D.L.Defl)... Deflection 0,000 in 0.000 In @ Center 0.285 In ...Length/Deft 0.0 0.0 @ Left 0.000 In @ Right 0.000 In �� r I Title: Job# Dsgnr: Date:12:14PM, 10 MAY 11 Description Scope: Rev: SW',04 user.KWCF3803 Ver&8,0,1-occ,2003 General Timber Beam (c)19312003 ENEr�CALC Engineering SoUnrn '.t-vS2ucrcCatci:'ations ...n sGT.tk5ZtR1t-AfSS1�{StS:.Z?�:x,.. , Description 11 Stress Calcs Bending Analysis Ck 22,210 Le 0.000 ft Sxx 432.422 In3 Area 116.313 in2 Cv 0,937 Rb 0.000 Cl ####.#aY# Max o ,ent Sx<Rama Allowah!e fly (�Center 56.82 k-ft 303.23 in3 2,248.48 psi @ Left Support 0.00 k-ft 0,00 in3 2,248.48 psi @ Right Support 0.00 k-ft 0.00 In3 2,248.46 psi Shear Analysis @ Left Support @ Right Support Design Shear 12.10 k 12.58 k Area Required 60.406 in2 52.435 ln2 Fv:Allowable 240,00 psi 240.00 psi Bearing @ Supports Max.Left Reaction 14.65 k Bearing Length Req'd 4.398 in Max.Right Reaction 9.90 k Bearing Length Req'd 2.973 In � ,�� I Title; Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: --- uaecxw0603803vor8.&0,1•Cec•2co3 General Timber Beam Description 12 Page 1 (e)1983.2003 ENERCALC Engineering Software 11-162.5cw.Celculnflone sm General Information - L Section Name 3.125x12 Center Span 16.00 ft ... ..Lu 0.00 ft Beam Width 3.125 in Left Cantilever ft .. ,Lu 0.00 ft Beam Depth 12.000 in Right Cantilever ft ....Lu 0.00 ft Member Type GluLam Douglas Flr,24F-V4 Fb Base Allow 2,400.0 psi Load Dur.Factor 1.150 Fv Allow 240.0psi Beam End Fixity Pin-Pln Fc Allow 650.0 psi E 1,800.0 ksl Full Length Uniform Loads Center DL 112.50#/ft LL 187,50 #/ft Left Cantilever DL #/ft LL #!ft Right Cantilever DL #/ft LL #!ft Summary Beam Design OK 1 Span=16.00ft,Beam Width=3.125in x Depth-12.1n,Ends are Pin-Pin Max Stress Ratio 0,557 : 1 Maximum Moment 9.6 k-ft Maximum Shear"1.5 3.2 k Allowable 17.2 k-ft Allowable 10.4 k Max.Positive Moment 9.60 k-ft at 8.000 ft Shear. @ Left 2.40 k Max,Negative Moment 0.00 k-ft at 0.000 ft @ Right 2.40 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Rlght Support 0.00 k-ft @ Center 0.3071n Max.M allow 17.25 Reactions... @ Right 0.000 in lb 1,536.00 psi fv 84.48 psi Left DL 0.90 k Max 2.40 k Fb 2,760.00 psi Fv 276.00 psi Right DL 0.90 k Max 2,40 k Deflections - Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.205 in -0.546 In Deflection 0.000 In 0.000 In ...Location 8.000 ft 8.000 ft ...Length/Deft 0.0 0.0 ...Length/Defl 937.5 351.57 Right Cantilever... Camber(using 1.5"D.L.Deft)... Deflection 0;000 In 0.000 In @ Center 0.307 In ...Length/Deft 0,0 0.0 Q Left 0.000 In @ Right 0.000 in Stress Calcs Bending Analysts Ck 20.711 Le 0.000 ft Sxx 76,000In3 Area 37.500 in2 Cv 1.000 Rb 0.000 CI 2399.999 Max Moment Sxx 'd Allows le fb @ Center 9.60 k-ft 41.74 In3 2,760,00 psl @ Left Support 0.00 k-ft 0.00 In3 2,760,00 psl @ Right Support 0.00 k-ft 0.00 In3 2,760.00 psi Shear Analysls @ Left Support @ Right Support Design Shear 3.17 k 3.17 k Area Required 11.478 in2 11.478 in2 Fv:Allowable 276,00 psi 276.00 psi Bearing @ Supports Max.Left Reaction 2.40 k Bearing Length Req'd 1.182 In Max.Right Reaction 2.40 k Bearing Length Req'd 1.182 in i Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Rov: 580004 - - - - User.KW-0603503,Ver 5.8.0.1-0ec-2003 Page 1 (c)1983-2003ENERCALCEnglneerfr"flware General Timber Beam 11-162ecvc Celc.aatlon� -- - - l��li�l0'�fl' QSS-[4�Af1Z'Lf�3iT.�taattF�2C�Sai��iC7f.7.C3a?�T„� Description 13 General Information Section Name 4x10 Center Span 17.00ft .....Lu 0.00 ft Beam Width 3,500In Left Cantilever It .....Lu 0.00 ft Beam Depth 9.250In Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.1 Fb Base Allow 1,350.0 psi Load Dur.Factor 1.150 Fv Allow 170.0 psi Beam End Fixity Pin-Pln Fc Allow 625.0 psi E 1,600.0 ksl Full Length Uniform Loads Center DL 45.00#/ft LL 75.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #Ift Summary I Beam Design OK Span=17.00ft,Beam Width=3.500in x Depth=9.251n,Ends are Pin-Pin Max Stress Ratio 0.559 : 1 Maximum Moment 4.3 k-ft Maximum Shear" 1.5 1.4 k Allowable 7.7 k-ft Allowable 6.3 k Max.Positive Moment 4.33 k-ft at 8.500 ft Shear: @ Left 1.02 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.02 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000 In Max @ Right Support 0.00 k-ft @ Center 0,3431n Max.M allow 7.75 Reactions,,. @ Right 0.000 in fb 1,042.25 psi fv, 43.10 psi Left DL 0.38 k Max 1.02 k Fb 1,863.00 psi Fv 195.50 psi Right DL 0.38 k Max 1.02 k Deflections `- Center Span... Dead Load o Lo p Load LeftCantilever... Dead Load Total Deflection -0.229 in -0.611 In Deflection 0.000 In 0.000 in ...Location 8.500 ft 8.500 It ...Length/Defl 0.0 0.0 ...Length/Deft 891.0 334.13 Right Cantilever... Camber(using 1.8 D.L.Defl)... Deflection 0.000 in 0.000 in Center 0.343 in ...Length/Deft 0.0 0.0 Left 0.000 in ®Right 0.000 in Stress Gales Bending Analysis Ck 26.035 Le 0.000 ft Sxx 49.911 In3 Area 32.376 in2 Cf 1.200 Rb 0.000 Cl 1020.000 Max momels Sxx Regg Allowable fb @ Center 4.33 k-ft 27.92 In3 1,863.00 psi ®Left Support 0.00 k-ft 0,00 In3 1,863.00 psi Right Support 0.00 k-ft 0.00 In3 1,863.00 psi Shear Analysis ®Left Support @ Right Support Design Shear 1.40 k 1.40 k Area Required 7.137 in2 7.137 In2 Fv:Allowable 195.50 psi 195.50 psi Bearing @ Supports Max.Left Reaction 1.02 k Bearing Length Req'd 0.466 in Max. Right Reaction 1.02 k Bearing Length Req'd 0.466 in Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope Rev: 680004 Uss.�<w-o603=,VotSAO,,-0oc-2003 General Timber Beam Page 1 (c)1983.2003 ENERCN C Enpinoerirg Sollwere I I-t 7_cav,:at.Jatom Description 14 General Information rssnrr.�4i Section Name 4x10 Center Span 6.00 ft .....Lu 0.00 ft Beam Width 3,5001n Left Cantilever ft . . . ..Lu 0.00 ft Beam Depth 9,250In Right Cantilever ft . ....Lu 0.00 It Member Type Sawn Douglas Fir-Larch, No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 FvAllow 170.0psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,300.0 ksl [Full Length Uniform Loads Center DL 176.00#/ft LL 310.00 #/ft Left Cantilever DL #/ft LL #(ft Right Cantilever DL #/ft LL #tft Summary I Beam Design OK Span 6.00ft,Beam Width=3.500in x Depth=9.251n,Ends are Pin-Pin Max Stress Ratio 0.501 : 1 Maximum Moment 2.2 k-ft Maximum Shear* 1.6 1.6 k Allowable 4.4 k-ft Allowable 5.5 k Max.Positive Moment 2.19 k-ft at 3.000 ft Shear: @ Left 1.46 k Max.Negative Moment 0.00 k-ft at 6.000 ft @ Right 1.46 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000 in Max @ RIght Support 0.00 k-ft @ Center 0.026 in Max.M allow 4.37 Reactions... @ Right 0.000in fb 525.81 psi fv 50.26 psi Left DL 0.53 k Max 1.46 k Fb 1,050.00 psi Fv 170.00 psi Right DL 0.53 k Max 1.46 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection •0.017 in -0.047 in Deflection 0.000 In 0.000 In ...Location 3,000 ft 3.000 ft ...Length/Deft 0.0 0.0 .,.Length/Deft 4,210.2 1,524.67 Right Cantilever... Camber f using 1.5 D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.026 In ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 In Stress Calcs --- - -- � ------ - Bending Analysis Ck 31.260 Le 0.000 ft Sxx 49.911 in3 Area 32.375 In2 Cf 1.200 Rb 0.000 Cl 1457.999 Max Moment Sxx Rend Allowable fb @ Center 2.19 k-ft 24.99 In3 1,050.00 PSI @ Left Support 0.00 k-ft 0.00 In3 1,050.00 psi @ Right Support 0.00 k-ft 0.00 In3 1,050.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.63 k 1.63 k Area Required 9.571 In2 9.571 in2 Fv:Allowable 170.00 psi 170.00 psi Bearing @ Supports Max.Left Reaction 1.46 k Bearing Length Req'd 0.667 in Max.Right Reaction 1.46 k Bearing Length Req'd 0.667 In Tltle; Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope Q:1r�tlxxw Paga 1 KW-0 MD3.Ver5.8.0.1•DeC•2003 General Timber Beam 1983-2003 ENERCALC E22kwuring Software 11-t82.ecv:Calcu etlona "1715F1i¢titC`7!lI 'wll�➢J�1 Description 15 General Information Section Name 4x8 Center Span 3,00ft Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 7.2501n Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fib Base Allow 875.0psi Load Dur.Factor 1.000 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,300.0 kst Full Length Uniform Loads -� Center DL 19&00 Ot LL 355.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK I Span=3.00ft,Beam Width=3.500in x Depth=7.251n,Ends are Pin-Pin Max Stress Ratio 0.213 : 1 Maximum Moment 0.6 k-ft Maximum Shear 1.5 0.7 k Allowable 2.9 k-ft Allowable 4.3 k Max.Posttive Moment 0.62 k-ft at 1.500 ft Shear. @ Left 0.83 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.83 k Max @ Left Support 0.00 k ft Camber @ Left 0.000in Max @ Right Support 0.00 k ft @ Center 0.0041n Max.M allow 2.91 Reactions... @ Right 0.000 in fb 242.60 psi fv 29.31 psi Left DL 0.29 k Max 0.83 k Fb 1,137.50 psi Fv 170.00 psi. Right DL 049 ic_. Max 0.83 k Deflections Center Span... Qead Load Total Load Left Cantilever... Dead Load 'Total Loa Deflection -0.002 in -0.007 in Deflection 0,000 In 0.000 In ...Location 1.500 ft 1.500 ft ,..Length/Deft 0.0 0.0 ..,Length/Defl 14,562.4 5,180.11 Right Cantilever... Camber(using 1.6•D.L.Defl)... Deflection 0.000 In 0.000 in @ Center 0.004 in ..,Length/Deg 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs -- - Bending Analysis Ck 31.260 Le 0.000 ft Sxx 30,661 in3 Area 25.375 in2 Cf 1.300 Rb 0.000 Cl 826.500 Max Moment Sxx Read Allowable`b @ Center 0.62 k-ft 6.54 in3 1,137.50 psi @ Left Support 0.00 k-ft 0.00 in3 1,137.50 psi @ Right Support 0.00 k-ft 0.00 in3 1,137,60 pal Shear Analysis @ Left Support @ Right Support Design Shear 0.74 k 0.74 k Area Required 4.376 In2 4.376 in2 Fv:Allowable 170.00 pal 170.00 psi Bearing @ Supports Max.Left Reaction 0.83 k Bearing Length Req'd 0.378 in Max.Right Reaction 0.83 k Bearing Length Req'd 0.378 in Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Rev: U0004 _ Use; U3 ver5.5.0,1-Dec W3 General Timber Beam Page 1 (C)2003 ENEI�CALC EnglnaerlrgSoftwaro15-1©7..ece:CelculelbI Description 16 General Information Section Name Prllm:3.5x9.25 Center Span 8.50ft .....Lu y 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft .,.Lu 0.00 ft Member Type Manuf/So,Plne Truss Joist-MacMillan,Parallam 2.0E Fb Base Allow 2,900.0 pal Load Our.Factor 1.000 Fv Allow 290.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi E 2,000.0 ksi Full Length Uniform Loads Center DL 77.60#Ift LL 310.00 #/it Left Cantilever DL #/ft LL #Jft Right Cantilever DL #•Ift LL #Ift Trapezoidal Loads #1 DL @ Left 80.00 #Ift LL @ Left 320.00 #•/ft Start Loa 0.000 ft DL C Right 80.00 #/ft LL @ Right 320.00 #Ift End Loa 3.000 ft #2 DL @ Left 70A0 #Ift LL @ Left 280.00 #Ift Start Loc 3.000 ft OL @ Right 70.00 #Ift LL @ Right 280.00 #Ift End Loc 8.500 ft Summary Beam Design OK Span=8.50ft,Beam Width=3.500in x Depth o 9.25in,Ends are Pln-Pin Max Stress Ratio 0.562 ; 1 Maximum Moment 6.8 k-ft Maximum Shear* 1.5 4.0 k Allowable 12.1 k-ft Allowable 9.4 k Max.Positive Moment 6.77 k-ft at 4.216 ft Shear: @ Left 3.26 k Max.Negative-Moment 0.00 k-ft at 0.000 ft @ Right 3.16k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support 0,00 k-ft @ Center 0.0571n Max.M allow 12.06 Reactions.,. @ Right 0,000in fb 1,628.53 psi iv 123.65 psi Left DL 0.65 k Max 3.26 k Flo 2,900.00 psi Fv 290.00 psi Right DL 0.63 k Max 3.16 k Deflections Center Span... Dead Load o I Loa Left Cantilever.,. Dead Load ota Load Deflection -0,038 in -0.191 in Deflection 0.000 in 0.000 in .,.Location 4.250 ft 4.250 ft ...Length/Deft 0.0 0.0 ...Length/Defl 2,668.7 533.75 Right Cantilever... Camber(using 1.5"D.L.Defl)... Deflection 0.000 in 0.000 In @ Center 0.057 In ...Length/Defl 0.0 0.0 @ Left 0.000 In @ Right 0.000 in �. �� a I Title; Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Rev. 580004 UmKW-08 Ver ),W1i83-2003 ENEACALC EnpInWng So Rne General Timber Beam Page e 2 11.762.ocwCaiculot7ons Description 16 '��" Stress Calcs Bending Analysis °�1q Ck 21.298 Le 0.000 ft Sxx 49.911 in3 Area 32.375 in2 Cf 1.000 Rb 0.000 Cl 3257.903 Max Mor~en Sxx Read Allowable fb @ Center 6.77 k4t 28.03 in3 2,900.00 psi @ Left Support 0.00 k4t 0.00 in3 2,900.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,900.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.00 k 3.91 k Area Required 13.804 1n2 13.496 In2 Fv:Allowable 290.00 psi 290.00 psi Bearing @ Supports Max.Left Reaction 3.26 k Bearing Length Req'd 1.432 In Max,Right Reaction 3.16 k Bearing Length Req'd 1.389 In it 'q� Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope 58000A - --- - - -- uoer Icuvos° Rev: X03,v°r6,3.0,1-o°a2003 Gl Timberr Beam(c)1983--2003 ENERCALC Enpfn°er ng SoTve n General Page 1 11-162.eav:Calcu°Vona Asa tac��a.�e :�rn ' Description 17 General Information , Section Name 4x10 Center Span 10.00 ft .... .Lu 0.00 ft Beam Width 3.5g0 in Left Cantilever ft Lu 0.00 It Beam Depth 9.250 In Right Cantilever ft Lu 0.00 It Member Type Sawn Douglas Fir-Larch,No,2 Fb Base Allow 875.0 psi Load Dur.Factor 1.150 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,300.0 ksi Full Length Uniform Loads Center DL 115.50#/ft LL "92.50 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary - -- Beam Design OK Span=10,00ft,Beam Width=3.500in x Depth=9.251n,Ends are Pin-Pin Max Stress Ratio 0.767 : 1 Maximum Moment 3.8 k-ft Maximum Shear* 1.5 2.0 k Allowable 5.0 k-ft Allowable 6.3 k Max.Positive Moment 3.85 k-ft at 5.000 It Shear. @ Left 1.54 k Max.Negative Moment 0.00 k-ft at 10.000 ft @ Right 1.54 k Max @ Left Support 0.00 k-ft Camber. @ Left 0,000In Max @ Right Support 0.00 k-ft @ Center 0.130 in Max,M allow 6.02 Reactions... C11 Right 0.000 in fb 925.64 psi fv 60.51 psi Left DL 0.58 k Max 1.54 k Fb 1,207.50 psi Fv 195.50 psi Right DL 0.58 k Max 1.64 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0,087In -0.231 in Deflection 0.000 In 0.000 In ...Location 5.000 It 5.000 ft ...Length/Defl 0.0 0.0 ...Length/Deft 1,385.7 519.65 Right Cantilever... Camber(using 1.5"D.L.Defl)... Deflection 0.000 In 0.000 In @ Center 0.130 In ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 29.150 Le 0.000 ft Sxx 49.911 in3 Area 32.375 in2 Cf 1.200 Rb 0.000 Cl 1539.999 Max Moment Sxx Reid Allowable fb @ Center 3.85 k-ft 38.26 1n3 1,207.50 psi @ Left Support 0.00 k-ft 0.00 in3 1,207.50 psi @ Right Support 0.00 k-ft 0,00 In3 1,207.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.96 k 1.96 k Area Required 10.020 In2 10.020 In2 Fv:Allowable 196.50 psi 195.50 psi Bearing @ Supports Max,Left Reaction 1.54 k Bearing Length Req'd 0.704 In Max.Right Reaction 1.54 k Bearing Length Req'd 0.704 In '� i11: Title: Job# Degnr: Date: 12:14PM, 10 MAY 11 Description Scope 1 Rw. OM04 -- -- -- -- - -- Lrur KW-0603603.Ver6.60,I-Deca2003 General Timber Beam Page {c)1883 2003 ENFRCALC Enp{ wjng Sonware 1-182.ec raic c ns mw�ccr [ aareec.0 Description 18 General Information Section Name 4x6 Center Span 5.00 ft .. . . .Lu 0.00 ft Beam Width 3.500 In Left Cantilever ft . ..Lu 0,00 ft Beam Depth 5.500 in Right Cantilever ft Lu 0.00 ft MemberType Sawn Douglas Fir-Larch,No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.150 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fa Allow 625.0 psi E 1,300.0 ksi Full Length Uniform Loads V Center DL 94.60#/ft LL 157.50 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary _ Beam Design OK Span=5.00ft,Beam Width=3.500in x Depth=5.5in,Ends are Pin-Pin Max Stress Ratio 0.409 : 1 Maximum Moment 0.8 k-ft Maximum Shear* 1.5 0.8 k Allowable 1.9 k-ft Allowable 3.8 k Max.Positive Moment 0.79 k-ft at 2.500 ft Shear: @ Left 0.63 k Max.Negative Moment 0.00 k-ft at 5.000 ft @ Right 0.63k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.0321n Max.M allow 1,92 Reactions.,, @ Right 0.000in fb 535.54 psi tv 40.45 psi Left DL 0.24 k Max 0.63 k Fb 1,308.13 psi Fv 195.50 psi Right DL 0_.2.4 k Max 0.63 k Deflections _ Center Span... Dead Load T to L a Left Cantilever... Dead Load 'Total Load Deflection -0,021 In -0.056 in Deflection 0.000 In 0.000 in ...Location 2.500 ft 2.500 ft ...Length/Deft 0.0 0.0 ..,LengthlDefl 2,848.3 1,068.11 Right Cantilever... Camber(using 1.6"D.L.Defl)... Deflection 0.000 In 0.000 In @ Center 0.032 in .,,Length/Deft 0.0 0.0 @ Left 0.000 in @ Rigid 0.000 in Stress Calcs - - Bending Analysis Ck 29.150 Le 0.000 ft Sxx 17.646 in3 Area 19.250 In2 Cf 1,300 Rb 0.000 Cl 630.000 Max Moment Sxx Redd Allowable fb @ Center 0.79 k-ft 7.22 in3 1,308.13 psi @ Left Support 0.00 k-ft 0.00 In3 1,308.13 psi @ Right Support 0.00 k-ft 0.00 in3 1,308.13 PSI ShearAnalgs)s @ Left Support @ Right Support Design Shear 0.78 k 0.78 k Area Required 3.983 1n2 3.983 In2 Fv:Allowable 195.50 psi 195.50 psi Bearing @Supports Max.Left Reaction 0.63 k Bearing Length Req'd 0.288 In Max.Righl Reaction 0.63 k Bearing Length Req'd 0.288 In :n i Ji I Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Re004 uaw:v: M80Kw-06o36o3.ver6.8.0.1-Doc-2003 General Timber Beam Page 1 (c)103.2003 ENERCALC Englneedng Software 11-182.ecw:Celculatlons Description 19 General Information Section Name 4x10 Center Span 4.00 ft Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,300.0 ksi Full Length Uniform Loads Center DL 100.00#/ft LL 400.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=4.00ft,Beam Width=3.500in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0.229 : 1 Maximum Moment 1.0 k-ft Maximum Shear* 1.5 0.9 k Allowable 4.4 k-ft Allowable 5.5 k Max.Positive Moment 1.00 k-ft at 2.000 ft Shear @ Left 1.00 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.00 k Max @ Left Support 0.00 k-ft Camber: @ Left 0,000in Max @ Right Support 0.00 k-ft @ Center 0.003 in Max.M allow 4.37 Reactions.., @ Right 0.000 In fb 240.43 psi fv 28.54 psi Left DL 0.20 k Max 1,00k Fb 1,050.00 psi Fv 170.00 psi Right DL 0.20 k Max 1.00 k Deflections Center Span... Dead Lgad Total Load Left Cantilever... Daad Load Total Load Deflection -0.002 In -0.010 in Deflection 0.000 In 0.000 in ...Location 2.000 ft 2.000 ft ...Length/Deft 0.0 0.0 ...Length/Defl 26,008.4 5,001.67 Right Cantilever... Camber(using 1.5"D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.003 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0,000 in Stress Calcs Bending Analysis Ck 31,260 Le 0.000-ft Sxx 49.911 in3 Area 32.376 in2 Cf 1.200 Rb 0.000 CI 1000.000 Max Moment S>:x Reg'd Allowable fb @ Center 1.00 k-ft 11.43 in3 1'050.00 psi @ Left Support -0.00 k-ft 0.00 in3 1,050.00 psi @ Right Support 0.00 k-ft 0,00 in3 1,050.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.92 k 0.92 k Area Required 5.435 in2 5.435 in2 Fv:Allowable 170.00 psi 170.00 psi Bearing @ Supports Max,Left Reaction 1.00 k Bearing Length Req'd 0.457 in Max.Right Reaction 1.00 k Bearing Length Req'd 0,457 In r: 1 I Title: Job# Dsgnr: Date: 12;14PM, 10 MAY 11 Description. Scope Rev: 560004 -- -- - -- user..row-oso36w3,vnrs.e.o.I-Dec-2oo3 General Timber Beam Page 1 (c11983.2003 ENERCALC Engineering Saftware t'-162.ocw:Calcu{aHons a�aenras�s ax��a2�'�ers�t�cx�s<. .. Description 20 General Information Section Name 4x1O Center Span 4.00ft ..Lu 0.00 it Beam Width 3.500 in Left Cantilever ft ... . .Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft ..Lu b.00 it Member Type Sawn Douglas Flr-Larch,No.2 Fb Base Allow 875.Opsi Load Dur.Factor 1.000 Fv Allow 170.Opsi Beam End Fixity Pin-Pln FcAllow 625.Ops1 E 1,300.0 ksi Full Length Uniform Loads Center DL 149 00#/ft LL 436.00 #Nt Left Qantilever DL #/ft LL Nit Right Cantilever DL #1ft LL #dR Summary - Beam Design OK Span=4.00ft,Beam Width=3.500in x Depth=9.251n,Ends are Pin-Pin Max Stress Ratio 0,268 : 1 Maximum Moment 1.2 k-ft Maximum Shear* 1.5 1.1 k Allowable 4.4 k-ft Allowable 5.5 k Max.Positive Moment 1.17k-ft at 2.000 ft Shear: @ Left 1.17k Max.Negative Moment 0.00 k-ft at 0,000 ft @ Right 1.17k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.004in Max.M allow 4.37 Reactions... @ Right 0.ODOIn fb 281.30 psi tv 33.39 psi Left DL 0.30 k Max 1.17k Fb 1,050.00 psi Fv 170.00 psl Right DL 0.30 k Max 1.17k Deflections --- - --- - -_- Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.003 in -0.011 In Deflection 0.000 In 0.000 in ...Location 2.000 ft 2.000 ft ...Length/Deft 0.0 0.0 ...Length/Deft 16,784.1 4,274.94 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 In @ Center 0.004 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in LStress Cales Bending Analysis Ck 31.260 Le 0.000 ft Sxx 49.911 In3 Area -32.375 in2 Cf 1.200 Rb 0.000 Cl 1170.000 Max Moment Sxx Read Allowable fb @ Center 1.17 k-ft 13.37 in3 1,050.00 psi @ Left Support 0.00 k-ft O.OD in3 1,050.00 psi @ Right Support 0.00 k-ft 0.00 In3 1,050.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.08 k 1.08 k Area Required 6.359 in2 6.359 In2 Fv:Allowable 170.00 psi 170.00 psi Bearing @ Supports Max.Left Reactlon 1.17 k Bearing Length Req'd 0.535 in Max.Right Reaction 1.17 k Bearing Length Req'd 0.535 in �� :. I I Title; Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description: Scope uwrKW-oso3r�03, fs.s.o.inoringS3 General Timber Beam Page CALC(cp983Q003 ENERCA Enpinesrirtg Software 11-162.owCeJcii aticns 7ivi�t�Ritt�Rrc3v�ca•r�¢�rotrd>�,..� Fc Description 21 General Information ---� Section Name 4x10 Center Span 4.00 ft Lu 0.00 ft Beam Width 3,500In Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 170.0 psi Beam End Fixity PinAn Fc Allow 625,0 psi E 1,300.0 ksi LFull Length Uniform Loads Center DL 322.00#Ift LL 640,00 0/ft Left Cantilever DL #Ift LL Wit Right Cantilever DL #Ift LL #/ft Summary i Beam Design OK Span=4.00ft,Beam Width=3,500in x Depth v 9.251n,Ends are Pin-Pin Max Stress Ratio 0.441 : 1 Maximum Moment 1.9 k-ft Maximum Shear"` 1.5 1.8 k Allowable 4.4 k-ft Allowable 5.5 k Max.Positive Moment 1.92 k-ft at 2.000 ft Shear. @ Left 1.92 k Max.Negative Moment 0.00 k-ft at 0.000 It @ Right 1.92 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000 in Max @ Right Support 0.00 k-ft ®Center 0.0091n Max.M allow 4.37 Reactions... @ Right 0.000in ft) 462.58 psi fv 54.91 psi Left DL 0.64 k Max 1.92 k Fb 1,050.00 psi Fv 170.00 psi Right DL 0.64 k Max 1.92 k Deflections T Center Span... Dead load T al oa Left Cantilever... Dead Loao Total Load Deflection -0.006 In -0.018 in Deflection 0,000 In 0.000 In ...Location 2.000 ft 2.000 ft ...Length/Defi 0.0 0.0 ...Length/Deft 7,766.6 2,599.62 Right Cantilever... Camber(using 1.6"D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.009 In ...Length/Deft 0.0 0.0 @ Left 0.000 In @ Right 0.000 in St1+eSS C81CS Bending Analysis Ck 31.260 Le 0.000 ft Sxx 49.911 in3 Area 32.375 in2 Cf 1.200 Rb 0.000 Cl 1923.999 Max Moment Sxx Req'd Allowacle`b @ Center 1.92 k-ft 21.99 Ina 1,060.00 psi @ Left Support 0.00 k-ft 0.00 in3 1,050.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,050.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.78 k 1.78 k Area Required 10.458 in2 10.458 In2 Fv;Allowable 170.00 psi 170.00 psi Bearing @ Supports Max.Left Reaction 1.92 k Bearing Length Req'd 0.880 in Max.Right Reaction 1.92 k Bearing Length Req'd 0.880 in Title: Job# Dsgnr: Date: 12:15PM, 10 MAY 11 Description Scope. Rev. 0=4 -- - User KW-06038o3,ver5.0.gt-Dec-2o33 General Timber Beare Page 1 (o)10e3.2003 ENERCALC Engineering Software 11.182.ecvcCelu,laUons Description Floor Joist Above(2)-Car Garage General Information Section Name 2.2xl0 Center Span 17.50 ft ....Lu 0100 ft Beam Width 3.000 in Left Cantilever ft .. ..Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft .. ..Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.1 Fb Base Allow 1,000.0 psi Load Dur.Factor 1.000 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi Repetitive Member E 1,700.0 ksi Full Length Uniform Loads Center DL 13.50#A LL 53 50 #Ift Left Cantilever DL #/ft LL #/ft Right Cantilever DL #Ift LL #/ft Summary - Beam Design OK Span=17.50ft,Beam Width=3.000in x Depth=9.25in,Ends are Pin-Pln Max Stress Ratio 0.569 : 1 Maximum Moment 2.6 k-ft Maximum Shear"` 1.5 0.8 k Allowable 4.6.k-ft Allowable 6.0 k Max.Positive Moment 2.56 k-ft at 8.750 ft Shear. @ Left 0.59 k Max.Negative Moment 0.00 k-ft at 0.000 ft @Right 0,59k Max @ Left Support 0.00 k-ft Camber: @ Left 0.0001n Max @ Right Support 0.00 k-ft @ Center 0.1271n Max.M allow 4.51 Reactions... @ Right 0.00oln fb 719.43 psi fv 28.90 psi Left DL 0.12 k Max 0.59 k Fb 1,265.00 osl Fv 180.00 psi Right DL 0.12 k Max 0.59 k Deflections Center Span... Dead Load Total Load Left Cantilever... Deaqo Total Load Deflection -0.0851n -0.420 in Deflection 0.000 in 0.000 In ...Location 8.750 ft 8.750 ft ...Length/Deft 0.0 0.0 .,.Length/Deft 2,479.6 499.61 Right Cantilever... Camber(using 1.5•D.L.Defl)... Deflection 0.000 In 0,000 In l0 Center 0.127 In ...Length/Defl 0.0 0.0 @ Left 0.000 in ®Right 0.000 In 1 Stress Ca[cs ------- -- --� ---'---� Bending Analysis Ck 33.438 Le 0.000 ft Sxx 42.781 In3 Area 27.750 in2 Cf 1.100 Rb 0.000 Cl 586.250 Max Moment Sxx Req'd Allowable fb @ Center 2.56 k-ft 24.33 In3 1,265.00 psi @ Left Support 0.00 k-ft 0.00 In3 1,265.00 psi @ Right Support 0.00 k-ft 0.00 In3 1,265.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.80 k 0.80 k Area Required 4.455 in2 4.466 In2 Fv:Allowable 180.00 psi 180.00 psi Bearing @ Supports Max.Left Reaction 0.59 k Bearing Length Req'd 0.313 in Max.Right Reaction 0.59 k Bearing Length Req'd 0.313 in I Title: Job# Dsgnr: Date: 12:15PM, 10 MAY-11 Description: Scope: Roe 580OC4 -- -- --- - Usec K-2003 E ERCA 6.8A,t-Cec-2�� General Timber Beam Page(c)18e3.2003 EN!RCALC Elfglnoerinq 501twera 1 -152.eay.Caiwlallnl3 Description Main Floor Joist General Information -- Section Name 2x10 Center Span 12.50 ft . .. . .Lu 0.00 ft g� Beam Width 1.500 in Left Cantilever ft Lu 0.00 it Beam Depth 9.250 in Right Cantilever ft Lu 0.00 It Member Type Sawn Hem Fir,No.2 Fb Base Allow 850.0 psi Load Dur.Factor 1.000 Fv Allow 150.0ps1 Beam End Fixity Pln-Pin Fe Allow 405.0 psi Repetitive Member E 1,300.0 ksi Full Length Uniform Loads - Center DL 13.50#/ft LL 53.50 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #lft Summary Beam Design OK Span=12.50ft,Beam Width 1.500in x Depth=9.251n,Ends are Pin-Pin Max Stress Ratio 0.683 : 1 Maximum Moment 1.3 k-ft Maximum Shear* 1.5 0.6 k Allowable 1.9 k-ft Allowable 2.1 k Max.Positive Moment 1.31 k-ft at 6.250 ft Shear. @ Left 0.42 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Rig t 0.42 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.086in Max.M allow 1.92 Reactions... @ Right 0.000 in fb 734.11 psi fv 39.84 psi Left DL 0.08 k Max 0.42k Fb 1,075.26 psi Fv 150.00 psi Right DL 0.08 k Max 0.42 k Deflections Center Span... Dead Load Total Load Lcft Cantilever... Dead Loaq To a Load Deflection -0.058 in -0.286 in Deflection 0.000 In 0.000 in ...Location 6.250 ft 6.250 ft ...Length/Defl 0.0 0.0 ...Length/Defl 2,601.5 524.18 Right Cantilever... Camber(using 1.5"D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.086 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 In Stress Calcs - Bending Analysis Ck 31.716 Le 0.000 ft Sxx 21.391 10 Area 13.875 In2 Cf 1.100 Rb 0.000 CI 418,750 Max Momer; Sxx Read Allowable fb @ Center 1.31 k-ft 14.60 in3 11,075.25 psi @ Left Support 0.00 k-ft 0.00 in3 1,076.25 psi Q Right Support 0.00 k-ft 0.00 in3 1,075.25 psi Shear Analysts @ Left Support @ Right Support Design Shear 0.55 k 0.55 It Area Required 3.685 in2 3.685 in2 Fv:Allowable 150.00 psi 160.00 psi Bearing @ Supports Max.Left Reaction 0.42 k Bearing Length Req'd 0.669 in Max.Right Reaction 0.42 k Bearing Length Req'd 0.689 in n I i ID 5 Baca 13 io `� � _ 2 ;a xS rL9 w p act m r N%m G7 ro ° w O m k In 7' O v' a\' 7 a W t7 0 q 00 r v � a ° 0oxro 3ro Go p 17o C T �7�1 1� ro N O 0 �' c w 's y 41 O fw0 �_ (D C z 2 k> Z -n r m w cn p °« t� = a C a j ro o w Or cn ` O fn 2 r Q .� c o r y .� 4 n z ro 0 p' Q rn oo z r ro ro = y o y 98 O � o O a and G) cn � 0 3 u, ° °'' � m n°�iazs0, Cl) 0 O D D �' m z cr a � o � � op � � ° — � � o � z to ao C� o n vN O ° nh Ww m� ro b Chw z Zi v om 9 ro � °' omm � wye� N ° gym cn .`.° ° 0 y C m rn _ � � � ° 0 � �• ° � � � N � � ° y � � a \ t� y o w7 o, � ro °c C M m 0 Y ro N = ro w x s a - N O ro z �, a) en 'A > ro 0 = o a O y a Q O � U Cl) w rn o M co ao z c a � �'o w �' � o .� � a 7 = a a o z a; = !�. c o p w n .* r T m CD 0 0 0 W W 4 ro O O 7 G7 G7 r N ° O o :E a ? a ¢1 a i� N N O W a' N C* O. 3 m N N WWj GGz) R$ �j po G p- HID a Ny N m O a a m C Y C� nP a o o Z A to (- o � o rA � Z V/ o ci 0 -n m R. 00 N � 0 w c am -„ w co � D a nP [A�- 0 ° am cvi� rn '0 -U a U1 z xl a a m -u V7 0 7 ro A o 7- 0 (xp `" � tn H o .. u+ �" Z m +� p G =C 0a � s to ? 00 oNpm 0 o x co D X> o ui (d X P Z Q m rr o Cl) O *k N 5NnaI y m O O X a m0 n W cn � ;o 0 wk z o 03 0 rn N � � i REED & ASSOCIATES, PS ' Civil&Structural Eng ieer,ig 8311 212th St.SW,Edmonds,WA 98026 'r Office(425)778-2793 Fax(425)775-2073 General Structural Notes—Unless Noted Otherwise- GENERA L ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE(IBC), 2009 EDITION,OR OTHER GOVERNING CODE,AS REQUIRED BY LOCAL JURISDICTION. DESIGN LOADS ROOF: DEAD=15 PSF FLOOR: DEAD= 10 PSF WALL: DEAD=10 PSF SNOW=25 PSF LIVE=25 PSF LIVE=40 PSF INSPECTIONS NO SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY BUILDING DEPARTMENT FOR INSPECTIONS REQUIRED BY LOCAL JURISDICTION. FOUNDATIONS EXTEND FOOTING TO UNDISTURBED SOIL OF 2000 PSF BEARING CAPACITY. BOTTOM OF EXTERIOR FOOTING SHALL BE 1'-6"MINIMUM BELOW OUTSIDE FINISHED GRADE. COMPACTED FILL SHOULD CONSIST OF PREDOMINATELY WELL-GRADED,GRANULAR SOIL, FREE OF ORGANIC MATERIAL AND DEBRIS. FILL SHOULD BE PLACED IN MAXIMUM 8"LOOSE LIFTS AND COMPACTED TO A MINIMUM OF 95 PERCENT OF THE MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT DETERMINED BY ASTM D-1557 TEST PROCEDURES. CONCRETE fc=2500 PSI MINIMUM 5-1/2 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF 6.0 GALLONS OF WATER PER 94 LB SACK OF CEMENT. MAXIMUM SLUMP IS 4". SEGREGATION OF MATERIALS TO BE PREVENTED. REINFORCING STEEL #5 BARS AND LARGER SHALL BE GRADE 60 DEFORMED BARS,AND#3 AND#4 BARS SHALL BE GRADE40, IN ACCORDANCE WITH ASTM A-616. LAP SPLICES 32 BAR;DIAMETERS. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185 AND SHALL BE 6X6—W1.4 X W1.4. LAP ONE FULL MESH AT SPLICES. TIMBER FRAMING SHALL MEET THE FOLLOWING MINIMUM STANDARDS: BEAMS AND POSTS(4x_AND GREATER): DF-L#2 JOISTS/STUDS(2x_): HF#2/STUD GLUE LAMINATED BEAMS(GLB) 24F-V4(24F-V8 AT CANTILEVERS) 2x_TIMBER SHALL BE KILN DRIED. GRADES SHALL CONFORM TO"WWPA GRADING RULES FOR WESTERN LUMBER", LATEST EDITION. ROOF TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE T.P.I.AND THE IBC. ALL CONNECTIONS PER IBC TABLE 2304.9.1. ROOF DIAPHRAGM INSTALL MINIMUM 1/2"CDX PLYWOOD(32/16)OR 7/16"OSB SHEATHING. NAIL ALL SUPPORTED EDGES AND BOUNDARIES WITH 8d AT 6"O.C,AND INTERIOR SUPPORTS WITH 8d AT 12"O.C.;BLOCKING NOT REQUIRED. FLOOR DIAPHRAGM INSTALL MINIMUM 23/32"T&G STUDD-I-FLOOR(24oc)SHEATHING. GLUE AND NAIL ALL SUPPORTED EDGES AND BOUNDARIES WITH 10d AT 6"O.C.;AND INTERIOR SUPPORTS WITH 10d AT 12"O.C., BLOCKING NOT REQUIRED. MISCELLANEOUS THE CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT JOB SITE. THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIFFENINGS HAVE BEEN INSTALLED. DO NOT SCALE DRAWINGS. PRE-FABRICATED ITEMS TO BE HANDLED AND INSTALLED PER MANUFACTURER'S RECOMMENDATIONS, WIND DESIGN CRITERIA : BASIC WIND SPEED—85 MPH IMPORTANCE, lw= 1.0 WIND EXPOSURE, B SEISIMIC DESIGN CRITERIA: IMPORTANCE, IE= 1.0 SS= 1.25 Site Class, D SI = 0.40 SEISMIC DESIGN CAT., D SOS= 0.83 SETS. FORCE RES. SYS, A.13. SDI =0.43 DESIGN BASE SHEAR= 10613 Ibs Cs= 0.13 SIMPLIFIED METHOD R=6.5 . � I :---SHEARWAL,L PER PLAN TIGHT FIT SOLID BLK'G BOUNDARY NAILS PER PLAN ROOF SHEATHING PER PLAN ROOF FRAMING PER PLAN 2x LEDGER (❑R ROOF TRUSS) W/ (2)-16d EA, STUD TRUSSES OR RAFTERS PARALLEL TO WALL SHEARWALL PER PLAN SHEARWALL PER PLAN TIGHT FIT S❑LID BLK'G TIGHT FIT SOLID BLK'G BOUNDARY NAILS PER PLAN BOUNDARY NAILS PER PLAN ROOF SHEATHING PER PLAN �ROOF SHEATHING PER PLAN TRUSS (MONO) PER PLAN ROOF FRAMING PER PLAN 2x LEDGER W/ 2x CONTINUOUS (3)-16ol EA, STUD SOLID D BLK'G W/ (3)-16d EA. STUD RAFTERS PERPENDICULAR TO WALL TRUSSES PERPENDICULAR TO WALL 1 LOW ROOF SHEAR TRANSFER, TYPICAL SCALEt NTS SECTI❑N VIEW i .. BOUNDARY NAILS PER PLAN SHEATHING PER PLAN MANUFACTURED TRUSS PER PLAN VA A35 PER SW SCHEDULE TOP PLATE 166 PER SW SCHEDULE CONNECTION BASE PLATE CONN. 16ol PER SW SCHEDULE BASE PLATE CONN, 2x .AS REQ'D (2x12 MAX) SHEAR WALL PER PLAN 2 ROOF- DIAPHRAGM TO INTERIOR SHEARWALL SCALEi NTS SECTION VIEW a. r I I SW, PER SCHED, -T- 16d BASE PLATE 8d PER SW, SCHED. NAILING PER SW. SCHED, EDGE NAILING FLR, SHEATHING (3)--10d @ J❑IST PER PLAN & DIAPHRAGM 2x JOIST DOUBLE JOIST 2x BL❑CKING PER PLAN NAILED w/16d @ SHEAR WALL @ 12"❑,C, STAG'D @ 24"❑,C, NOTE: FOR FLOOR DIAPHRAGM NAILING_ SEE STRUCTURAL NOTES 3 SHEARWALL PARALLEL W/EL❑❑R JOIST SCALEi NTS SECTION VIEW I SW. PER SCHED,T 16d BASE PLATE 8d PER SW, SCHED, NAILING PER SW. SCHED, EDGE NAILING FLR, SHEATHING 2x BLK'G w/(3)-16d PER PLANAtn INTO JOIST 1 1 1 2x JOIST BLK'G PER PLAN @ SHEARWALL NOTES FOR FLOOR DIAPHRAGM NAILING SEE STRUCTURAL NOTES r4- SHEARWALL PERPENDICULAR W/FLOOR JOIST SCALES NTS SECTION VIEW FLR, SHEATHING PER PLAN FLR, DIAPHRAGM 2x SOLID BLK'G EDGE NAILING @ SHEAR WALL @ 24"O,C, (3)-10cd @ JOIST & DIAPHRAGM A3S PER SW SCHED, 8d PER SW, SCHED, EDGE NAILING 2x JOIST PER PLAN SHEARWALL PER PLAN NOTE: FOR FLOOR DIAPHRAGM NAILING SEE STRUCTURAL NOTES S SHEARWALL PARALLEL W/FLOOR JOIST SCALES NTS SECTION VIEW kl. 1 i i EMBED(HEATED AREA5 ONLY) X-Xl0"A.B. PER PLAtq 7' 611 MIN (1 --' ' #4 BAR HOOKED V�r: #4 BAR CONT. \`.-~� R-21 INSUL, 2X6 STUDS 16"O/G 1/2"6N5 1/2"&�^45 FLOOR SHEATHING 4"GONG.SLAB GLUED& NAILED COMPACT JST, PER PLAN FILL/SAND Wo xxw"A.B, PER PLAN R-3t0 EMBED 7"ud5"x3"xl/4" SOR.YVA5HEZ5 Lu INSULATION (1)#4 BAR,GONT.HORIZ.v ii I b,. MIL VAPOR z 5"FROM TOP OF V ALL T I i BARRISR ' #4 BAR HOOKED VERT.@ 43"0.6 (1)#4 BAR CONT. TYP. 6" FDN HOUSE TD �a�R�G� R-21 INSUL. 112"GINS FLOOR SHEATHING 2*5TUDS 16"01G GLUED& NAILED 7116"055 SHEAR JOIST PER PLAN SIDING PER ELY.--� WO X'Xl0"A.B. PER PLAN EMBED 7"W[-9'x3"x 1 J4" R-3Q 50R.YNA5HER5 INSULATION FINAL GRADE------ (1)#t4 BAR, GONT.t-ORIZ. I_ .-- : 6„ x 5"FROM TOP OF YNALL 'I 6 MIL z II VAPOR -- "-,' BARRIER #t4 BAR HOOKED PERT.@ 46"O.G (1)#4 BAR CONT. � -rYP. �our��,-r�o►� ro �x��oR JOI T5 PER PLAN BLOCKING A5 REQ, FLOOR 5H1~ATHING R- 4 INSUL.—7 GLUED R NAILED 8d R.S. IX4 GU5SET5 uw! —BEAM PER PLAN (4)8d):A,END or 2X4 OU55&5 0 (4) 10d EA.END. 4X414X6 HF2 z STAGGER NAILS Cg7SPLIG): cr � r LMA 4z 9C#ROOFING or A35 orEPS4Z (2)#4 BAR CONT. 6 MIL VAPOR BARRIER 6" �� TYF. STRIP FOOTING I O _sW_t SIN i __ 1 � OPEN BELOW I i W.I.G. M?�3TER BDRM � i 3 f� Rall,wall or halFwall b •J c S 'H� o i f 26" IM160 _ 2060 r _ DRY R � SAT a IIKp` Rail wall or half umll * $• > s _ I 3, •4 FCD RM 9 w i I BED RM 2 u sW..1 T 3 �2 .rq rl I -- i 6z. � �i t Tw, — PORCH sw-dbw 1 SW-1 5V-t fnrvnu,-- I _OFWMAL I I I 1 r ITI T-t I • I cvr— 44.4; = I I t 1 i t t I uiw,nnm,dco ma lam N To d ARCH ® Dlning l§ T-2 2 � 13 LP r IF'n' i. OFFICE f /l 1 r ' Eprsee7 _ Y ' w_ ■ i i 1 s{4_1 ��V:■ T—� X —� f6ma — _ r� I roiFCFi I✓,�� -- ———— fii Tw� w .L- MAi%t,A F-I newe IPLAQ Z 3 �, I S '!: 4X DF*z HrR rnu.sej i�t'y,F 4z8 or w A K`\J 1tie 6 L rnTRVS e524'y4 a� Lt(ZJO Ct{Sry Q Q �y} r" ti a� (Z)-zx 6 if x Y�F �VL•�4 Nc��cT ke*A t l _ iloz u p ------ ---- Q� w o� 21�3y� .,� OPEN 79. aV. 41z1u � O M i ALL FLOOR JOIST 2xioDP#t\ 3-1 6 6 © ss 4 s Xn La sxtoeu�oc•lC).�') ZX Q � l�D•�O�L. n 10�26iLr 4b I.r fl T 911 �— Li Z 13 p5L. a,w. --�__ / ur c ev, � � R 4X(O DF#Z N y sb �7� Se 3Y8 X[Z Lr \ y TR JSS 54'q� 10-DFO 1 o� opi Pell 0 � t�1.caTES= VI PEW- R-oav?. 4hrt it,4Gr S. B.w. -M tSs449ikww W&L tl-Ibz 2. Lurto 44"cvava Rs�e SWCV-E Snr s r .Z• L"s zto.-z H4i-4E4e F'nvz DAIL. -TeariT 1' �i 1 XLY --- ---------- I i' I•- ------------11 ri _ Np1 I.I I lnl_I ! III [9 " Q� I I I ! I�.I �XtOD ;-- I`I I � Q."�`� IR � 1•I I�I IIr�tIL3J E.11�•iuItl-b -------------A I �• � f� - p�b 18�18iIu�"•F'i'�T 1 � 4. �; I I;'I on .J WALL I� SW 2. a �' _.I•.I�o�r...i lil '�"� PoN`g I' _.»,r-�.r — 4KlyJ 0 Il♦•2� _I:I I�1 I•I .- ! ; ; ; ; � i$Ri��'Xs2" � � I � _ ._ ..__.. ......- ICI I � r��•,-SIX' I •I � I 'I INlLT+�}-ail�-H-uV, _ I ICI---- -- �,•-;'—_--- --�.„—�l;l M I,I orw 11 3�0"xSG"xt2" -r- 1 -I ! i,l'f 1...� - I s----------- I I L--�-- ------- �r R i- I;;I e ALL AT Many% FLaa� F;CA-MDAtn -n4.'S 1Ft.morrz. SH%k...Lct die 2xto i4F*z JSXISxtz" FrCn WlcZ1,#� E,�w �P .I • I .I T- ----- ----------- .I i::I ' 14 I• I ,� o I. - II -- I I if la -0. �-0, � mI I•I I I 11.1 ,Y,• [m)-44 cog-411e, I- --- -- -- - ---- I------ -------j i i I I t---- III - 1I ,� m Ir-- •I I L I (o" STEM I?I2. rr& 14- -- ---a` � Kll f3)- E.v� ��- •I x -------- I�I F-rGa' �" n nn 8 r ul�cx�F4-�>r� vl ��{'I I r I « jIII _ 6' b 1r, -j-L _ -------------1 I I rLC7h.1 S"rl�L4G^� I' � Svc"$► 'I Q u�'�-I-:I` •��i I�I " 12�rintxt8''F'TC_r I Ito I 11 I I I I(I I'1. ;� •a "I`I I I 3a K36"Xl2° FTG? - Z.Tir _-- _ -_-I =a - -- - -- --_ _ M _-��'I T•1•T- Lj 1 I- _ - _-.-.-...=---__= 11'r-•1 t f I"I - lul S �l f2)— - �t•I i. 1:�Vra."DAT401—J PLCtIn 7 r M . Ml s � U3 -Q > LJP, F. VNI �, 7G w m tTi i {� Tit \ '� l7 ' m O a 13 x Qp Ll t11 o ' ❑ - �' o ' ® n HH HH � E m � E R O Sl cam+ €� ri o > Inr \ 3 - ----- ------ - --- - - --- r I - 'ra AMt i 1 H 1 FH _ m �� L4 co § t. # HH O jE-, QL Q f � H E3�H H"HH'H-afv 3 rd H rn rn �E H rn v ., if Z 7a v _ A rnA71 11 3 O � C N t m N rrn rn x cn < �tT rnC7 Q < rn > � till � z O �_' z z ram- z ; o u, < m rn _ ran rn ;o i j rn o 3 = A Tti 20 11 o rn J 2 rn i-- o M oo { h cr > N �� n -� o x z o o F2 rn { FP J O� VS P Ul N ^ m � � NLS, C3 - rrn � D - �tr ac Dc�u • ,irn O � Arnc� � � z — T31n: 0Ti1 Z "� cr OC� Dr ` ,a0 -iA � w pCD700 = 70 � -0T Z> z ► -Np �' 3rn O � nz (s1 `ems ccs�I -� c� r � rncs irnO � n � 4� z rn rn' Z t 171 �p z �a ' © = -�irnrn � < � ti � F � arn � � 0 -,3zA � -ip (�' n NO -_O•�► rnrno rn rp3 t3 ,� wZ O D .A --j6om fur O tI� � AO < Gti „�K�flf ;X �i3nraw. z �� Orn � z . = = rnrn ts� � � OO � � OzYrn � � A0 � 0 � rnz� � Z -RW Cr !U rQNtrtn � D ►`� -i N CO z XI n N pr ;O Oa3 ' �rcntrD -irnN ;a � O % A > Zw o > c p - A -I � � iuz a,^<• -tS0 A �mE -� crn wc� - c Q = Nrn zrntnrr, --i nr Oz -� p Ica ow=o0 n0 -U }�r ' z0 rnOc� Oaa � ; rn rn -� Nam - av� . = � � D c� c� = � 'C >> = i _ � zd rrttC� rrnrnO Ornr4� z � xOz rn rn0 t�°' O -ice 20 Po2OO c�omm70 Z rp0 t11 A T go O: D � zQ3rn SJc WC �iC - L� ia A � � � rn 3 � -i � m . . ,� �i iTi _ o� � � ;a' � � cn D -iDc ccn_ O N pc - 3OOAT rn - zn -{ n 7tS 7U an � r„ Op = _ d c D A rn { O -� z trrn z az O nO rnrn � rno � � � -, c = r m � -� -� �p0 zNo �p -irn � D rnrn o -izp rnzmzrn -tn � n - rnN-irCO� Cti � Arn CI > co z o Q =" -irn � � O r DAOrn z ;a < = QNrN ttt t- -� 73 O cn � � Q -c z = t1 � z Q o < tt •M _ ( A < rn o iU00 c p cc � O d �' � pcp oU, � N � c3 � y AS, � -tcs' - Apc� rn , nrn� o � Cif �' 0 � rn0 zrn - �' t1r ,o cs� rnrnz0 - rn � -i - -i O O r- �, r -� D -i — � c tv � rn D -nw �, 1- - � n► � zdcA D � Ctl Vl O C Gp ce N ® cn z � r � nrn = rnr >ii zC� dClditircP rzCjaQ OOia � rz =� hoc Arn off' p - � n �, c < c� O - rn�. � t7c' - X ; m N rn � �I z W �-o �pzrn ;az;' � t7ob 5 :5: 0 t� N rcnan 00 =i Dz rn � rn t� = L� Pn z n � O G� rnrn rn zit QA- � �^ rnorn 0 o -Cr Dtr Azo m ;' m �4�t3 rn = Q w - rn0n < IX 0mA � o� p0 � z2 zi � zzQn n O - 0 > M o =Q� � m � 3rzi, � O � C� � m � Q trvt � a -iQr to cc� _ rnti S� t7 QI = J cn mica � 4 rnAw zoo = zooz < Aca� 3 rni� ZWrnrn A � tzo cs� 00 tr0 -no N mix ra - - --- � o zmm �' � z 3 2rnG�tr _� � F � cu, nDmU, �rn z 4zD � z � = � O -i � � w c � m0 -t ----� `I � 70 (Pz � Cf � Cr U) < T < � rnD N Q) U3 > m Q F- Arn -ice ZN- a o e _� citt� � rnc 3rnc � . z m To -i � r3zr � a rrQ O90 U :t m - N - rn , w -i rn -i at -i rn _ rn �f rn p C� w z� O = -An - C, < r D pro rn zz3 , 0 z rnz o NOrn z D rnz cnrnm z ;BQz r ;a < rn z N o � � pn rn Nzgmirn T -i > zrn O = crn3rn ,�� Azn r Lpd cQyOtn �zz onoNp -A► rnrnrn %o -=i Oc3 (' -iQ -D_t < z0 u, � zAt' cu_ A O � � cTtWW N ; 3t7 Wr to rn -10cPzz O Qu' � = c u, Zt) o 'El Ell ° tU � � N lnJ � A� "rrn Cqz rn� M Z -iz Q --i " > z rnAp --OtO Qs N to cn j vrni �r -i � rn rn rn - � �' QCz ►- pc Crn ° o o O p z O t� O � M U3 0% rn p -d'c � rn Ill -Oi.Dtzn � ' D -0 rn rn O ! C Q r1, A n rn � rno rn zrnn z z (n r�,_i n a A '� c 1 y t 2 ! a __J 52-0" a 4'-6" 12'-8 3/4" 1'-!" 11'-$ 3/4" 10`O" 10'-5 1/2" u+ T7 m z , - - - -, - - - - - - - - - - - - - - - - - - -7;— i—' '- - - �j2— — - - — - — - - — — If I - J I : I = 1I II -n -a rn �� M:�a DBLa 5TI n II "0 v, I I �b I I 11 `' x10�a 1b"O.C. O ._ i IfI ( - h D$L '5T ts� ,_ 2X10 1 b"O.G. C1 1 b t O.G. I o ' � � - o � L-1I °° _- - - _ _ x_. ° M N -� M� I I C? n70 I .' I 'I I`tl '„ e A, ' ~ I I " I ^'-� I I = , cw rn s o r,, � 3 2'-0" 4'-3 rn _ y 5' rn � L?BL J5T f f( Q ! .F. 6 ,. _ _ E:t w,? °` M. ;, �rm I IDBI JET 1 .c. o U3 :I ® � i x u_ _ t j I I I~ E /I \ — — 17 - — — I I X I I y w I L_ —� I 41. t -- _ Z 7(3 I Er, r bl l_ __,, I I � m I C m �1 r A Q I : n � j : n n 6 2-0 2-�'J i CD a I � L qqq a. , 3 •, i A � -� LL J — —Ct 24'✓o I/2" I LI X .r. r Oil it 1 I � w � W 1 max° z it rn _ — C. J 2141 qzb 0 n C - C C)Z �- L a • s r : • . ► s • « r • « e•� • : • + r r •. r r e f • • • zoo � N c r A . � -n I cIN3 -ni., �rn n7a �" t- A �3 3cvtbAr.� -{ 4�30. rniU � ' -nr- -uzXtON"5z rn37o- �A�c�D�z�� - 3 n;tf (�rt rn -o -o -a -� O -oz � -� NO Ar ! = crr- -�rn � Ox � -tAAw 'crnOOrnz -�z-cA � = rnArnxrnO�N cs � �zca a p nzEi c Ac„A Oz O"�►.�tiw- r'z-i r rr -oio AAA �IVA �IOrr rnOz=� -� rnrnN c - ct �cr Arn rn -{ c�cr A N - c»trnrnrn = rn N Xzz rr-� nAOa�z�u - =zOrnOC rn rn rn O m AAz A rn r rnC� r0 OOC -i �0 _I �m.. 77oo jAOpOOUviO � 00vrn � 0 AKx �lcc=i3 �rn �➢ zrnA-irnw O��' iA��z� zC�N�rn�� ON-uU) vO) —nM < ri<rC- 3 <-ndZrrA-vO►A r��' rnrn -�rnioN�-�=rnrn��rn-�� C z A - tp - - r ,� A �rn2 -i rnz n AzrnN '�-i i � rnOr-4 -n -13> LP - ("1 u_ tittAz Cif n �r - �7orn • -irnvZAN -irn rnrnrn3zO � Z--i 3 Q � --� vrnvvAvtpvvM90Q) ` � 30-I � N r h -Nz N A AN - Z10 =--0 N Z O' 111 'rn �rE zA - --iN vrnD. ,-a��czrn - O O Az€Ts.� pzOC� O -� rn _tOrrnCts ni ��rn Z r�• �y0 me rnON�dDAA n, -i Z O'p Z ►� 7Z m > mM rnrnrnrnrz �, 0 -n x� r'�A,0t1l -i AN z41 <rn Ac-nC� O O A O N rnw N ,A< A �► �n rn NOC -'�z -a3 �- cndNArC, OA - ,� Z! -1rn -iv ZtZ3 �tA N-1 �zc7 rn� NA7(i��J�drn �ics�T�slc �-� z a`Ztirp .�A -C1 <'32o 1 M60 NOp�AMm �liuioON� tTJ G� z rn . A- N O- 3 A -o N A 3 IO �, iv o 0 O c rn rnD ANOrtnp7QAO (�f cs� � A Nz-iN - .. A z0 „rn! C,rn rC�O Orn-i cry cA IX A O� O �7�ZrnrnNrnrn Ornr � � z , Ar O� A M3 -� ntn - - " 03 -� !" o -� OrnO z< rN-iOrn �rn Orn flf rn Otl� zrnz -irn03 - -�4�000 � �rnOOrn' � �� u;�vOcs� > X3 4m z z0 yz3z x zr � from <�z -rn-o 3 rn zcP zOcuc� T = g� O-n O U3 - N � -� c� Aty4� sxA - 03rn3 W v � I z -{ v yrn rn for N- NcOAA ' o oZ Z r � N 7CA (1N ! 70 �rn -t = WZN AE rn_1to >-i 1zN n rn -Q r CZt-czir 0zC3 C � p� . rn NO N rvt� NA3 N cp z A�, O� N-i -o O r A r =7o z L � c02 - - Wr zz + -iZ -turn = NN � N( i0- z -��mr rn� x -IcZT05C -> Olis'm -i cT>- " rnm _iT=; - MOznFZ -{rNz- LP 1 -IrnrnNA ` o,fD �•� rnD rn Or-mx -4 zzrO cON A � NNOo,6Ornv n�,=A czzoprnA Qv-°rn �3 rn cn3 rn ZAyrn 'o` vc�rOrnz Act' On= ="arnt3rn prn -Ni -tC�� %+=00 > C� rnrn = � A� nA - A G� p OA ZAcs� rnz A to (� ppt�, rnzAO i C»{rn Ary - l73 X7C �� < �� -rn zG� n, OC�NOzcG1 � � O' cn = A O�rrn ,AN -° zc� � 3 BAN = A 3 rn c7< r-' � �o rn N z � � rn O-�' rn 3css �- �AN•. -i ON 3 zA > m n0 �o z �Z -� � Oz �rnrnArc�Acc c� rn for -i3 � 3 O rN a NrnOt1 O rn z- � �' Orn 4r N C rti' o � N NN O rn 7CrnA -i Q)Z , o COS%U,M � O O �- 7o /A ts� 07� _trnN -� Q ONrnT_ i A�Cuc Oar �� g < 3 <rn _'v --� -i tt� 00 nC wv+n � A cf�OrntpA7DOzOMOP-M _' 2 � > CAA - -i_ z �� c3z� rn0•v -Iz �Ornz = tnU3 z A Ara Nrn ° =�-1 ,-tf - cp __4 zzrn rnrn N rn n <A)a` n w;�coC=; rn N -i - ycNrnA4� zOrOOcrrnNN z= Zrn rnU,rn7a rrnrn cn 3 O r _ c z .. rn =A OOrn3 < 3 rn nrnowu'- cfl �oo� N - 3 cn 73 v -O rnrn _� N7AOA =rn « C3 O m �C- nv > 00 rrn O o4�o1I .+�u, n�r: W A -i S� - N Oc04 it► r tlz rnrnz < rn-t 'c` A rn u'O z a' n p -or rnr A c rn - �oo Cl' 0 -e � A A (A ZN ADz �r n � p � rnp-4 -i Corn c► rn C7A3C a �v O r z N Z r AA �' 'S n � rnv � � ZA � 7< N _TT 11 Mooz > (Z) AC1rXi � �� ONri-►-� r � rnAOcrA-rn0 _ X � A rn � o Wz AtO Z to cv m <C r NAoUo, O rn CO (NzX 'O - 7ii' vrn rc7 � � N rn z A �rn Orn nrnz-i N N 00-ay rn dpC rnNN rzC -0 py(� ) (z)mn f-{Lrn0 �rn N z-n�► N � � nA NO rn OAOrn 'coo <�' O N rnN 3 c3 =�v� 0==z 4 zp-nvN to N A Arn O Q) z ,., tl� z � ymr A rn 20C3 vrn -orn ao-mrn N �► �rn-n _N S� zn z z-o ONArn r�rn0 i-n - CN C_ rC3 c n -arn j� 3 C7rZ73 zU3vrn iON -��n rnA O v=vrntPzrrn c < rn rt�AA z A v UA,c=iA �wv2 N�zo0 z OG�OOA A TQ) Q) 0 A3 > 0 rnA - A -n -i c -n Arnrn xrno'- q xe < Ornz 'M cn-i O -n rrn X A � 00x v_Oc6 N A -o< N� A0 C� v � vrn u z -i Orn C =i - A�tz- rr -iv Z rn z � � -i N ZAAN A rnrOC zu M XO) M > -1N A rnN 0 m <_ =A - rn rn CA A -n � 0z X z z0 z Aim mUjQ, a' nn v n < � -� = O � rn rn Nr3 rn ct3A N rn -i TT_ v� M N OD�� O LZt�vCX 4l. rn Arn O� vA� 3r' cn rn -iAv r0 Xi A , r m o, N N v < rnA N �O c O N O -1 M z0 O rn O 17—a r z O r 3 v -i = O a� rn r r -i rn A N rn n. cn rn v rn -i=�-n O c =-zi 3 _ z -ri O y �rn -t O ry Nrnrn yO�rn �rrnn Od rn A �-irN��CX �' C► D � x to A v0 r zA Off' =cu rnn ri � Arnc�s� z H m O� -ti rnrn N � (� r- Ov T_M ;g rAnz U; �y O tt1> z A=�� rn� � � O -� �N �' -{ zA O v;'= r N A� N �rn� ' r tip Av A 7< rtsi0 Z rnA n v -iODz zo v rnA -A�00 � � rn r0 in z n t1 rnJ1 v �x Nrn rn rnvrn 0 o pC7 O -i -i0 N 0 - m c O �_ Nv btu o]OC�rn -iC�t7 �_, N 'i2CAC1NZT N Az A aZ -t = =O 0 X - O 171W 71C1 � A rn Crn -i -1y C w < it3 -02 r z O_o O0 z r A c A u' z � Nrn� rn �!rn z v �-Nc� rn -f � � � o < A -� z O rn O � � -v z z�F A � z-t �� rncz,�=i rnrn -i � ti O � rn _ 3 -i z O rn Z r A ,- < -4 N O z O rA = rn ci -n O rn N rn � rn o _ Z� A r = nz rn rn► m �u, �' >;am � � Aa rn z-=itiOrnrnO� � � c O �� x rn �, �rn rn z m� ,3-i !- zt A O DO rn OZ � � A rnA q Win= C�vrn rnzN G\ A rnOz%opiNO-C -i A n Drn -4 v zrn O zA A3 rn A (� < - O G�-i Nrn z X1AG�cArnA = rnr 4 cn 3 N' c A n O v ° CO 0 c AGE Oho � rnrn 3 �� O= AA rnr = z O rnrnNZArnO�rn yv � MA „ rn rn >3 z z-i M �rn =rn -•_� -P -D_i� -1 N -i r A -i Z C�� r Arnr �J -iN N � ACX- > -Irn r t1z N -► n O AA rn rn z O p � - MM rrntn vn< v -n r -i n A -i-flxrtt nA m (N rn Nv = p rn -o-i z nX 3 . o Z-t (P O dA ��rn zOzz p c z 3� oy7o ZN� vA C� r -i m -UN N rn� O� z (A U) (P z O N- 0 NTi X rn 0 U3-4 rnNja= � � z r70 rn N X O rn rn� A o tSi O c cnrn rnZrn A v= O n c� z Oz -zi CO MM � -t � m Ov --ii rn > Arnrn rn rn O G� � rn rnr N r rn ZZnv CT A n z v _ N 7< rn > OCOZ rOZ00 s-gM< m ern .. O -'4O- O zArnn r000-n n M= rn O-n Z ch `-s 0 10'-2 1/2" 2'-4 lif 1' i° 32'-4' M 0 3 r� SW-1 502G SW-1 6050 SW-1 y to.rn T 4x10 DF#2 ; 48 DF#2 CA s- T I _ Ica co I —1/2 V^ALL o co �+ - O 3 o o rn c� 0 ^,_ o v G co ! > @ v M -v '" m 0 0 Z ou a , I CD. C 3 D t A r7 I i Q °° s (D U) y I M O O a M ° ✓ I I .� (1 n O b 266 47 `- - - - - - - - - n 46 DF#2 - 4; 3'-3' 12'-0" I b '' OD � _ ------------ -- - - , - ---- -----------1 u> o h ` N rt w 00 d , 6 0 ARCH Zw2468 — z 5 1/8x 13 1/2 GLB-TOP FLUSH w/FJ r� X7 4x 0 DF#41. AYA 4x8 DF#2s - � SVII'r1 — � STEP S W-1 DBL 2x10 I a ' v,u+ `� --� I x o00 _ L----------- ----- ------ --- _ -n � b TAfl � O � -i n:Ill = ;IIIICn 7C { ryi D C7 cn f- M 0 I -- p o t2 "° - _�O - _ 068 100 N 4 10 DF `„ ;-- - - f z I I I Lri O9i I b 0 0 MII OFill,�,701777 b n � W I I M {! f - I � � m � (13 M m r -i o� = O_ I I M oA ' z z II � � I I � � I q�l ® b O T7 I I II - - - —I M — p N � I SW-1 2'-6' Id-0° Olt O V% � � w 1 CS tom. 1 I�Vic► � � � > pe rn - Ej' , .�., ... ¢ t 3 I , { E 1 1 rn 4xa GF#2 e� U17 SW-1 t � -{ 34 JI E j O 30-8i — tp �k <O cf��,Q) �� cn �zsOv� cn -1'��A<� � 3AC�� =S� --t <wQ°G�M �, Oc) (J) (3 R, Ay€ - 3ts�DMDAA -y-in' �'rNo�' 3 G� z �cn ® A �, '"ii � , E n=n3�Orn � 3 � �sMrn =WZDzz�:uMi"o� « yz=rnrnu, Sc �c � -i = Acpr.> iz3INSJa� p � �=p-iD � _C�p�rz -d��n-o-nAAN ;Op r' ^ - -� y�- O 3 a -�0- C�S� NAA tlM� rnAMMD o � A "➢ NcOOM D_z n =y— O�s-I oAaprnQ a z_crA�M �O c �, O _ _ = C� 7C - -9< A rn O -4 ➢ zc3o ncz-i <- zzMr- c�c� � M -< rDrn d� D= AMtt� aytt�=rnrr.�pM -n n +', � _ G�_ 3 < rn G� z �- rn z:4 < rnrnrn _M = dmprnpTM -► OM r - 3 AT Mom - -� y -w� ��c rn Acn �My - or�rn -� �Oc o < 3 --� A 00 z--i z� -{ z �rnozOzM �z � OOcd OcArnz �rnrnzA L+ drp�(�03zMrCN NMZ -�j �{ � �tpT ��d -{yrn � D '_ -Q-Ca.00> -wXAXZd jO -"�� cioZ z y�dtn- D C3M <_ ,c9 ��,�c�-rn�, 3zar �D {(ZNrnzMO M - - O rr tP C� rn z< O=ONrnrn d z -I �� r �03WrnWu�y�rntrtt �� at,vcr• dMO� � oir� z � yrn=� c � =�OzMvdrnNrn ��1� Ac��z � CACU"-(Z � z-iA� ATu) __jmz >rrzdAr Mni 00OOM cv►j � Nrn - � MM OM O . 3 z < z0 - d -� z0 U, 1 A � � o � zDOAG�or .ocn n --tzf�vMt1410� ��'rn �' rn-n '�r rn O A AOrn A � �z�r t7 O � n rZ� A (� d-i T- Ora �=° ` sp M -A to M� r3 o OM D �C� A .� . GNrn � z prn0 � O = � 3 -i . pry rn z s� - N ow—o 2�pZ tS� 30 O '3 - nr > 0 z n �t<,iT311 �' � � � � = zNM MZrCti�,tcun= �T'=yrn a;A Z'-00�,z�'pMt7c�nMOcAt� � AA i_ ` Z rn0Q) (z) oQmz00 _n v0- p cn >m z-i _ ��-i omOMcrM cp0 M �N cn -j O -pr- �rn� Aar-z � ago- m tip pD = O nr z - rnz o O (>i MZp zrc>'rn cA to O-1tt► rn d co o� M 2 x c 3 Gl D 0 z D 3 A 3 ,P' w �D fli M d A z� -jT O AnC�-an zrnoA O4ja �' � DO=zyA �Mrn 3W zr DADao d-4 �- •��Z n Dc cr O -Z - 0A _4A � � cnD �r rn0-ar( Drn O= D�_ -" A(1- r- tnD' rn w;°coc= d� =A — y (lr- (AM7�t- .. (tii �!- � x Z) -1 O--n a c A 3 � AA� A �'U' � r -->Orn� 7-0 z ter_ c� 'u Z w,00� GJ rnrn n D OOr- MD = -< O rnn^(�Mcr - pA zn z 3Mrn-o �►pD z0 A�OArncrrnAzr- z-'3d= SMrzM�zFPm A OcOOd - p ��oWp A-Qy M r- �Qz � O-ttn OOz m 3= zr '� Oz OOAM > Q., -iG� or- oc -ic � -o� OW>>i*M-nMpmrna.cn dpz0� C� z AZ O ODr n z z G�� M SJ� O drn�z�-1A <rnr -�.> AM - M 5y Ornn-izD -► -1 t-rz -� tPo O tyN u 3X'o tS� lip 3 OAk p w M� .. 'M cresl � A �nDc� mac ' = Mct� � M 43 z �' znAC�-►=y Ot-M O � Ov�� 00 81 � 3� A M M ^M 3 -;O m -i < �, . M - 0 n a1-i=M = ?a (P A < Oy = c�d �M �ctnz �rnM �,-iz OOrO� OAO -_O� Z—nZ c � to N N -► A A -D o - A = MT_ M A mMT_ Aprncpr-A - z � O �Ozmmo -icn�,rnp A -�z�'zv'�spA rnA-( G�OO�,rD 3M �Mo N z z Off, F = NM A z O A3M =z rr-pA A -1 d� d rA zCdrnrn�rnty �nMz -1 -1 � DO-1 D A N_i TTi �►�, DA3W rn 3 ►rncs r� 0 §NOM�OM2 Irn3 ➢ zMv MMOy _,Mo -pTdrn -i > 70Xi = Ozrnzrn�G�cNi� ?dvcr OrnMO�O t11 z rnr-0 O M r- 3zo z-� o �M � Q° D c M � -try c zM' z A N 3 rv_r3 rn r ,z nM= 7� A > O> I M < z0 . a d 3 O-ip o -1 -0 rn ;a cn D3d AMM d O < A -1 - C% purr-rzM ACi y A rn O?�co�cn rn zyA _1Mr rn n rn zr z IPM M _i U3 n0 s» ADAMrn2 n, z � � O �c,rno o -iXp> zrnco 0 mo - =spz3 � �1sj v�-rtn _ �, n p w rn to A M v� r- � per z > Wn �Nc� c > o O n c(Prn rn nz - Aar My c O m cs'G�r nc rn O -I oZ r � MU' O z --io 3P� dA� Z DM W 7arnA. c z�r z z -z �i.�p m -1 < x rnya, Iry 7�7ppd��M �crrn ddMM • rn� z -c p►�Mrna` z rnd O`� =U,rn Nd p rn30- m a o WD � 3 n W -i = 0o oom Zrr- M4> -Epp -�-D<o y3 �z fiOMp cr�z�,Mr wZ()- A �� r<nZ rcn DOA �OOcn O a� o � Ap rn -� rn '-'= 3� Odd tp rnn> ny O olom> D z0_nMi -1 ;0 �` G`yXzrnn3 cu -t rnMD o oM goZ2Q°0A O rnv rn M -1 -i tP-i�Ocn rn :2 O pM sp' z =rn ° -a < ca 10 A � ,�' - �rn =-j p=_ =�A �iz 4� fJ CAM d -n r A r AyrMo �N rn -iZ =zt-G�� ZO= Mz �(nC7 M c rn trirnDD o z r � rnzz z zz A �O-� M�'-cO � rn 't -i m z G� --� A A _ Azz D > 3 O AO- D > -n zC Q. = 3 - a, A z O-oDM _oM r z� rn3� ) A 7 =rn tp �A zo => M - d �� (!1 M O<r A �O rn o rAdw�� >�� _ i �M,M --i M O = OCMz= dd z ;a to A O �r=-i z d O M o d pA r zAtpM,- r z �A zC _ 070 A CO iurn � n d y A 3 � o z3 M %� pdpd�v OM -i p = Xr 3rn to = z z c-+ O N' r -rr- O -� rn v <• -i C3 O i09 M zM z c - r z rnurAz3v �'O A-" cno -i-1 n r D O C�� N A y Cp r _? Z O 3ti > A O(Po ?� rn O d rn '_'OOOMd T<n= DM ��'n7� � s� =-ii 0Optl0pz m zrn��W pm n. O lR M r- rn _ f�tt,N 3 z -i r -� 30-a. rn § Q. n ,� zA -fi n N d• � -n _ = W d d �' n �; z:p 3 rn z = M cncM � O-1GNr- M r�z d0' Qrnt7M O = O nD trA rM- z N- t1 zrn A � -.Op 3y ,u cn- _ [rnt( � Di z ? p ctr ti z Z LP A A� M � � z _` rn z y " � O n A rn -� N rn = A r-rn M = d z n O sty u+' 3 CL CL co Z t" Z p Z I?7 X - - - - - - 4x8 DF#2 N 0cTD n m rn z co 2X10 @ 16"O.G. W Z ¢ 0 G) � W , D O o I I I -YJLIL 3rin� rt{ m -vm -0 I "' ( G) r Z C% D5 a .A cn D o m Q m o i w DBL 2X10 N ,< N DBL 2X10U� X — 2X1t3 16" O.G. 0 4x6 DF#2 -tt 3 # -D -mo -0 I I _ �� rn X co �I (p 1 x 2X10 Q 1 b"'C?.G. r r cam + Xrn oo m a w 3 rn L RIDGE o � , /` _ - - - - - n C 5-1/8x 13 1/2 GLB-TOP FLUSH w/FJr / 4x1Q DF#2 I 1 Q I 4x6 '� 4x8 DF#2 U3 A ko DBL 2x1Q f6, X p m I z o RIDC7E (Co f Q I I n I�I uul► -0 ml-v ry a` > 3 II I < ° I ' WAX I � I I�I .. r 4 rnl . - n p I I MFR TRU55E5 24"o.c. , B 1 " ii ! m I 0 a i I I I W m W j I W I co co co D n �m 0 1` CO m ml wI a D z z � I m m I i I /EIL , ! . ._. . o0 cozI Y , ' ✓ 3d rn a -prop t► z � crG� --{t t_ zoo mZ� ;! r rr -pA 7oA ➢ At7AAOr -( �rnm Z � cDOpOOO y4O� rc �66Acv6 Q.mrnzmmmmr (P43 0 �Z �t7Zfo -'a, �1 E O Z 'Q3 �- tA � tflDr- 0 > � A � �� w ..-tt ^C3 -oX �C� m !> iv rnjiAo � y ANOr �s3p7s � yC� r-- u'� y �N �A X-Ao 0-� > o-ri' xo�Oao #� ni C7cn � rnONOrnrz Z7� -irnO3 f.3� x p o�OO 0 < nv �m -i Boyd n � — Z r to 7� A A -� (�N - -t. - �, 1 - gyp -I m� fn �CM <-�rn (1 w z; � � CppZzrWr ZZOZ -12 tom -flC3 �CpC� = nrn — ff rn O rnA -t O cps' f�_a urn n crn <�� n � A � '� � rn�Q° rn z0Op O rn, rn _ r rn .� q u, ` rn rn = 0 0(5 Z C A z -n w-!� w ow =o S�Z ivp� Zo. -i Z � (ii � > r (1DCC �(�tn -{ �� rn�r zpd '� 70 Z N� rn13 c) r-- „ -orn - L-70 " MtnO7� -_i - Lo � , = O -o "rn�o ronrn �a,v Qc m ' ' m p "<a,n p OZ to -i - ccnrn U3O a' rnrn A n D 7Kz w�<oc = < rn �c -i A --� cn � crn � Oz r O _ 3N O a, rn <c cfloo�_ Z R — A Sc� — tsyApCO0 _ Pu, rv� Q W CT T-M O Mr- m ArnSi - cp , -1CtizA6 m .. < O tz-ZA z O W 3 Q crns � �� z A rn z "1 03 74 co -p C A V > -C -4 O r y N v� rn p _I rn � � � d � a Q) zN t� rn �d m r0 Opp rn lz d < N � O rn rn z NC m Z m y 2-4 � � 3 rn - zz � p � �rn rn � � � z m �� N pm yp 7< 0FP 0 A m c v � � � p 00 (o -im C O 'i Z Drn � A C D Z o O r N> rn Z� r = m d Z7, 0 O n z = r1i-1 A m A (� ClY to z O rn LP cn N to v� >OCOZ r'Oz00 x--Im<rn gym " p0z--q �°-1Z zAmD -1 0 r 00O0-n 0 <-1 rnx O-n A z z'<�0 C N m QL QL (o 20'-4" 10 w 10 5" O (U _ — — — — — — — — — SW'1 — — 4020 sW-1 Ca050 SW-1 W 48 DF#2 4x10 DF#2 TTI CD !o DBL TRMR EA.END (% { O f1) z I II = (CO) o ` c d ti s � � III � drhy n II coCST p O ( ~" litlit I 6068 I I I �_ •F l i {CA s w R N - cn03 I O . ro `," co g - 4'-0" _ if \tp \ts n r \ w co a s o I � cn cn Q _ ca < M Nco IL 2468 4'-0" co 41 - I _ '-1 48 DF#2 �f/.yam' ��,z,� ,- I — - - - + - - - - - - - - - — - - - - -- - - - - - - - --- Sw 1 4040 SW-1 40<`0 SW-1 l "Q 12`10" 12'ro" I6'4" ornIF 42'-0" 'tt 'r O _0 M(A) o} O <O *(P " IP�O x�-E1Cp 2U3m r- to >I(1 � k-tl (�1tA (P� *O ()1 * 3 •O _ *(jt ® •A + r • • ♦i- s � nCCNrn-1rn mOx 'O (y, r Or �z -C1 �-o n��rv�� z_(r� >-�rnciC -C� rO ;2� rnCD � ' 03 orn--jOa3 Dz� `c� �2 > � O n -irnrp70 mmXNJ o CT � x -jO0�( " a �r �ac+1 ��<3A �rn�.U, 36nr�Z mmu' zrnwmzz tiOrnmm �dO�opmm0 =gym ! c c = 00 z- — Ziarn��0 � ' <ar��Xzn m DI00 C3 O Arp Z— r- _ „ o � z n (t� - - rn rn� - O' -x _ O rrt z< G�=n, v, m � a n RI rn w - y z rn < -aAG� D o oZ 00 mmrz 3 zxA z01-70 €P(p(n• c�rn�-t r �'-�mz � rrrnrn;�4�dmz rn0 -i-►rn ��# -. r n -n rn 'uAi� t7 r-,Z� 1 (nw,➢�E rwito ► -D m 00� r -0N p�>z M, UZ) z0O (nt�0070 wm rn �_ 3 =- z z d = �m �- -n A r -Ili -i r-rn-Or Or3_ -Q O A A O rn r N o; (Z(§1; m ti O -rn z -(si < �- p 7C ttt rt- r rn o w =o o� = Z N O O } 0 � o r tg� X( tp Z to 1T► t_ r X 6o0CD m /r m0Z) 13w(hOm :E0 ..i•�. QOU` � ) r � wt5 � � 15 03 r O0O� (n OOt3 (�� (r �u>m Z OXX C Tx > 0 > 0 = II '1 "' 2 �Ir�r �� > Az> xw(>�(p=C -n'o s(n �r 3�� ' w� wc= �rnr�ti n (sT- IS € N 1 3> �; cn�' -. AO -o pcpzC7� Z w�ooc (� O r1 L. x ,-i d • C� rn� z�3d= rnrZM Zcnrp� r -OC O A-a m r (r z �' r ate° m z z iu-a nm mmmcn ti ax0 z A O>rr-- tt r rOU,r' y E n (n rn(nrat �� O O =� �rz {-ioo nOpO d-�� ► �3�r�- tP Z o rn x cut z O O to (r cp O O m ^ml , 3c O — 3 �0 mom + -s z O rO�y0A0 "�O zzm� r -ice m y 3 A A rn (n- d ( z� (n sz Oz 7oxN= A� AmxvaAQ,A = 4� pzr> C to N �' n � I A i yZb A3u, rn 2 OtiA>13--1 n zn0 O� -fin 0 Z rnr(- �' O O --iA �' � >r A m-mm N rn- <rnm0(oO r" .<r zxzo xz n�rx rn z OmT- A Ozr i f f x Amm ca0 '' w m rn0 �„� (n rn , gym Arn A� r .. �rnr rn �� m m I y yz_ �U' �`' o C� dU' yzspz� p�(t� �� -� aa = U, -ctr C y A X Aw r n w rn(nG�r c�cO m rnm OOr D z z � I s a rna 1 Nr CDO Oz � z . C � � it O m O(t� 2_rn q m D �P �t > dx ts�n'O (n�itr► z v <-ic)6M3�rnxn v B v w> LP 3 c - N = A m fir" AOA NO4� O 0 o AO z x - E rz -Xc 3c1 w -izrnm> G�u�rn Q.ZT `O A O ,, 1 "'mtz� rr rn rn � O 3rn OX O� =t7A(s'z OHO (r-► z4�(b >rn t x r „�, rnz- � mzcs,�0 m C m crrn > > n � 2 x z n m r-. z z 0 > A 0 o Azz x ny O A (�i - a• P �T_ mIr ti A its r �' rn '�' mA n<z zo OcT-> d rnOrn y A CD Wrnr r d Y o � m rn 3r-m-► (O-t� ��rn� ca G (AnrnA rw v D (� (p = A r z Z z 'P �xrn 3 O rn Q � d LP prn� r� AnO�ti z0 O CSTl W D '� rn ma � Nd �m< A 0)N -n-Prn � � n �o = OVA L i x • A mm o z r > U' O A rn m = z �' O Q, N is m w 4 F#2 4x10 DF#2 DBL TRMR EA.END - O rn � 3 n O Z (D a 0 co n p N � m RIME: N > T+ -p m ® n, r � C'r \NM / E m00 cr Ix p f'lx y� P = IVO or �\ \ m rn _ 3 � ^ 3 rn � z 0 can JABS z co 4-1 0 1 00 rn 7 0. Z ^' o • o 'P 3 V�,� 48 #2 48 #2 t y Y 1 ! Q% s � • r r e r � �S1CS -i � a` -i '� UsZ .s. �' w(5�� -' � -(rnpzt3Rlj- Zi >X w } C3 �_x A Z z crOrnzrn � cDz � AOQ � � M3pOc �r� 0 Y , ;;a3 z3 t- 00 A � c� -uzc� � cn _ -t � -n � N31- cOzxrdc � sa < < — OrnO atrnp03Ayd3N Ati � pt3z � pDQcrnccA rnM ztrnZ �tz zts tP i (p o > y � �rn � 0 r- m 3 � 0� -a �A�a � rnzw rn OM, tr3 d0 rnOti7rna zr Zp � �D � �rrntrnn0 rn �lzAbrnz � M prnrnt<n3cOC3 -t t.ncc�OO > C� y O < Z zNzMp > Oz wz� 3 ti0OOtAs� zzZrn�63p r a. OA -i c7 > r, > m = rnDtnC� -i rn M � -" At� rntn -�� < = z c �' D ( rrtyrn ,lfl N � $ A � zA � pDNr � -cn rn0 rn mccziatf� -n�m � AtAC12 � AwN �St��n�{ _ d-t� � ujtxf t;1� � �� A' �'� > c m o Z C� w C� N 7C -' m M in Xt :{i tP o �s r M n � krn U' D2 — ►.� -IA (P y r➢- 3 vsa ap op x p x gyp* M � hA � -� ACNOz - C � -� p� r D Q3 < < w< OA � tr N M —� ow `=—'o Q c r tr _ O A- -trn rn -4 ;'cf �t3 0 � T cn mom m X Z r�nNrMny -t =IA rnj5zy = my 2 � z A qC am '`' T,` rn �crn3 OA (1 rn cn m . . M -� �. z =i w a -t t� rn rn C3 rn QO y w t+ tv a -i <-n a -. MOrn � r rn n w -� to rn �O A -ant A , i rn C7 U3 � rn _. Q ' coC= tP r A � � zOZyrn O AC7 ➢ � + �� A �o nl �u, 00 ;2 Q .JJ rrnn A � � _t (1 -nrnrn — A CO yC � cn �tv tv Q AM<-t- � � oa�3 C) D z w � t� _t rn7orn �, 0 = � O v, CAA �-; x O v<=%c y ° Z m 'J Al N a, - -' -t � O < � -a m � Q° = rn rn O+ °' �' Z< A � tP O > ,-G O z a N CN O < r rn O tA N = wtN � zoo� c � A O o -Ni oQP � f z 0 -T" Q r -0'i =tom prnu' rntal 33 3 y3 rn rn d < rn r a � zU3 tarn rn 0 z z c * rn rn rn <rnrcrnt, nc o Op U3M _ _ C z Z D NO Z A < -< :z -1 O rn -n -� -t A n rn m rn rn rn -t d O A -1 O n cr tP A C7 CDp N c� > � c to c c w mz N z F rn A rn rn rn cn A z p o O torn O z v 'S o rn n A MX A O Ul D A -4 A 3 rn �JY rn O rn a O z co N Ili a N :3 P :� .N to, F r ) 6 2, 1 1 ill� K 5/8° i ?Yi'. NOR II — { NIGN1 = i�i- t 11 ► I= H 11= I \c , U% I L . : : I I I11111-1 0 111 o1� 3 a "I ea � Ii � f v -i�� III o- A o a w a -�. 4 ci s 9 11- 1 4 - 3 ' 1 Ili .la r � II=� ' "' :f:] ; ° cr f1 t� a is 01- C� 0 <? a'b. t i ' :� (D D D I - I " to ar u� v� to tp sI to < ( 1 �' 3 11\j I f. . , Q o Ilia } ` - flf ' : IIr ! e 1 1=1 E ' r r~ r~' Ca jo r = A ' - 3 '� ; 0 to, A 3 n w m d ;� `.a<0,0 71 hl 0 _ #` � N 3 c�a to I'll ,7 t»� c, w � � H om 00 _ zNAX - 0 z � 3 777 M z n t4i �cj� A o T" -n (b A � 0bi0� 4 07 =()t� -_i A 0 Cp as cncncnv, cncncncrcna m AWN .-- 4i a ' 6 -i_. (p. cr rn cn P w o iv o o _ .o o �(Z � iu Z (P I O CA n W OO �! tJ1 A W IV -� _ C - Z _ 3 a� ai >v a a� n� a O oo D D -i -i -� -I -I g � _2-o' 0 c to b � 0., {i T-rn ' Tti Q1 m m m m m m �. s`-- w ai m m m m m m '« a iv - I� C Ir c� @I? 3 99 cI `vq, . 5i m gv, � a � � rn g o cn o o o _ z N y �0 I' > > 5 z. Q- U0 CD 3 m cn - 3 rr TCI � � � � � a> w2 was a> -. ma) w oZT6 g@21 a (� zz� 0 � � � � - gym -� °'• � 3 Q« o -a0 sy � � � = N Q 3 --i N�� 3-Q" �<Afi� o = M � x m c� m g o o o (1 o o cg m cg g o z' a "' m o m u�, a; ca'n c �. o ()(. f\=-9 0 IJ 0 m c� cg cQi cai c4i m N o a> > n' v, o y a, o Iz � t1 Z 3 — O Q�( 0>-Q 6 pp a> a m p� _,' m pot 6' o' 3 �'c� w 'CpD 5 5- g � zu -_r N z yD,,D. aa> aav � m �„ Qavc {c e; moo 3 I ,LL I �� >r AOt- % s. g c� w O �^ �? c = c- artfi a �' 0 m q � � o < �� / .1, v 76�z�� 3 I -_A �2t � I^ z ({1 O• CD CD CD 00 = ..+ O O r,"`< a `G (D a �s fT1 "l�' V N tti ni ci �° �" 3 � rs � �'" °' NO so � � , vm � oz � o c £ C El b,q -i 13(0 m �° Q a `� v n ��n o 3 u- �f �?J , a` 7U-0 0 0 0 •< p n O N 5?s �: Cp O to CD CD p. LT S i u r''fs� r /�� 1- S -T m aa) * *. §. 5 v 3 o O aCDi E- iD O Q 2 m -`a � c 3 =- - a � v -, 5' a 3 a G4 C� o s3 I �--n , (U f) ` /� �� rnrn 0 x >-{ _ eD o v, d o m n = c m c < 3 ar• a 11 n Z _ -i N ,,4 ) (e ,, O x a, N n m O mo m �, r rnnz # 3 cD cD CD v> O , 26 w c� m o �+ to iil U►%.ni E - �• it � p o v �' c g ti cg c m a/n (n TTI. rn 0 t�11 o a o m -., = c, - a T S c`�' u o m o w o va o = .0 a � I -. F rn iTl<T- C 4 3 ZD 3 3 Ai c 8 a_ � m o Yl c <D W CD v, w CD ' -n ttf-4 (1 = oma> � ��. 3A rn629-T5. o,* 0 moc`< 4a, $°" i I ,0 ® M</QA0 =1 -T p= 3 14 m C� `�' O 3 ai °ei � �' � m R `e` FD< <n p5.N � � N � I �rn 3 A=z 7o z to O q O Q m eyi B a N CD Q o = ecn 1D " � '. (�i y C C G': = * a1 asa� O -C - ^' CD 3 & CD -� _ �O f�/� act--. C� 3 a� p- a O C'S'., 4'i-, t,i t"?-, r r R � O �- w O p lCt a: F CD = - r* a -a m = c a � n m o g c c CD bo � - �; .0 m 0 I O�ttt D C mg5 � c � m � m " o � - myaQ ,� w Q a� i s z O = c 3-`;� 0 n o ado w Q. o R O c z rn d-•�j�d -1� �{ rrnx fly a� m a' v, �-a W CD g 0 -0 AL4 c = =-,a - c rn , - 4f per . � zcf��p=jtl ��'iI11 z� W m ,- 3 co: c> S9 !o L• = < v c� w sv n3i CD � 0 p 70 �, tt � -;1 c?u>NJ ' ! X N� R � g �D , m .' a m v 3 cu� _ - r- - tp Cruz = rn •XP�w ci H cD �Iz = o 4 -' I a 3 a fl' -a o -nA z>r^�'-4(} ci s AA- t �Q, ; / <� and c `g'Q Ep oa r. m * ,ate. FD -ip�?a � `.c rn n► r� a S to 2 g = f , w CD CD CD o m c m 5 < (P in 2 p Sl1� 1�T1 Til 7Q ZI 3: P n a � cQ . = N M -0 Tn ' ; � Mr- =Mrn Mz CD p _ m $ c?n R a 5' 5' :' m 3. ? -n� (oi� -fj mac � z r � z A< < ' W p` m e c N c o `c o n o y lrnj►�� C (P 0 6�(�i _{ A c� 49 m can $ 5 � m � � in CD X:K ti(11U) -t �� d(S Q<� � RL s- z \ ca = PI co j o m > _ 3 N ? rnip2� ci �n - � y g Q- = � cn -k �n�zo z �N 0 \ 0 <S � m 0 = CD � �p�O� 70 �� rn c / Ei'a �, o QO 0�0w < 0 A (1 --� g = Z � -aa -a r O m �' o a m y � ?a -arn z CD W a m 0 _ = = Q CD pt a > o � 7o � m00 $. W. v o OzCa -4 = = mmm0 � Q m n) a Cy C 'a ;a CD � $ � --qg-jM < v0 ca oyC00 ;aG) W700 '� � mz -0 U m m w coon � rncn t� wiv cn � z - � z � : cM .r� 6 a DN = D ,. 0 �7 n C C Cn tD C (V `: a "..':- ." �'.. -.-""i,,,. ^e 1. ,9. ! Q m m -? _ m..�n a n ^ iF' „ 4';1. m O r+S .�ygOT a1 O =-p "":. .-. N fl- - 'tij: tb: Q. �;::I ri'1..,j�y'y �'{. '`:4�".'; ,a, i c o �.o-;o a �o 69c :<: "=�. '1.» w�i' %v U) m CD rn -55:y o a� il g c• r5. sy cQ Yn. c o ca. , - '. t ,'m e r '.: z s i .a 7 C m D o -� c m Q cvb r, n a _ -„ xa... �, = rp cp..� = o i t", , " rs . ';.w c -1 - In � nD g cn c�' m m m �' acQ `. a n c c, "' :� c q _. �p o v a cab = CD 0 .. W .. : .�. .� �.. •�. ;, r S ...J -.w O 'p n - r =. � . I ( • r1f O a to o $ a 3 ,u� l: ($,�:} r ^� c - 1 gyp. ., rn �y.,. r c_� " ,.,w tV — T� -. o oC. cQ �n g a W CD c - z rf - ar 7 .a C w w I'll WIT� O w O O = -s ' Q. w q N -9 - •P .. ter. ., �...; ..""' I , ' `::. $. y'"j'' `�,.c•. r.:'47 ,:;4A r o m Z p � o 9 N Gc a 4 °' � Sp -i'! °R..4.. ::. ¢ . 3.. . :.> R .m �. rn , _ co >*w m . . m cQ a> a v a o - _ .._ } g ' Dy = m n = - � - _ w x Q - p .: .'#J „. n •n q i n n.:ii L Z Z w co co C z CQ ^" CD � Q o cg Cn 62; tt1, t7. co W Q.� P g _, CG #fl ro 4 a t - 0 CD P , . . R o d „. 1 '.�" 1 .. R.. n' c t�ac;� § cs a,,,; . W co 0 00 =2 a o n� v o a ... ru ,' G ? . t 3 ,* � Q0 :a I � �� : :w � � .. , -Q m t!1 a> cD Yn - �: i I .� a i _ m t� N �, . � d .� --i to O a N t . . '� ,: :,. ` ..4 �, 4"t m a fi a a�« o z cD P+ 'm n �_p CD - II ..; .; :, .. -i� ` -�� i- �a eb c c. ss p ea 3 t, Z O to O m :.Yn : ts� o .: ,'r ., �,� 'F'. su '!`°;' 'p`�e rt ,�:" . ,a: s111. - o " -Zi v - m � = a E 4 m3 J a vI. '� m 3 cn a o f OI .i_ N o rn al xn i� � � t- ,:: 11" 11-1i _ B. cCD � 001 `: > ' a 3 o N n L y ^� I'll I D ff N » 11 — pp '111- I.., 1-1-1-1 — --:- - , . I ;1-- -P � .- � , -- 1�� I'll ��: �` 19" ��19 ..�,,�.��,�,,.�,��',,'�.',��'..'�l:. " �� I � , -�:�.I .11" —�,.�—,,��— t 0 #1 I 40� +4- -�i, �I'R �' Q O.2L CD3 .,rt` c a ea - o ! z Ya rs�C. �, ' z 0 to p CD � ' z o l� - sue �' W 2:r%-- ", I ' rn W � g g � - W ,, � - - s' � �b - xi �„ n`� x ,,"I � � CD 5,• 1 tzzrn o I','�.,-�-�,-,:�--,:::�'I,P,'.�:��';�7,'-�,,,��:� ",-,,"" [� r��,�,,-J-,',',��::��,,, Cl) �l —4 �� : -. _ t A at -�i rn�V I ( I p Q C% A N � C7 C mod ' rn OD z X y _t zc -+ 4� rn - v - u' rn� 2 o z O rn N �o-i xs c G� d �, -a D O O _n n rn rn z D O r 2 - _ � tp r Q Zi r o z 4' r zn N N O Q rn a` zrn �„ D D >� to d D Q p , p m y - c - n n z m JQ J rn Z 3 t < On - C3 ? O N Z ro zN c Z �� -► zm o Cr m rn A t I I I ° VARIE5 m x z _n O Y rn 0 \ Z O " -*r --{ -i rTI r Q V R _ III— rn m � _„ -� I =111 ill 1 1 1 U rn X rrn 3 b ➢DD O790C II�i —III wa, CCU 70 rn Q -n-r Z z rn rn o z _� Q r Z z 6 x ?Z to 3 rn 2 C-t xy t rt -t r D> 3 D Z z U3 M id m —1 rn � ' - x i I l l ! W o U' �' m G% r r D ° 0 A1� I a � 13z =II z y o r b rn -r C< r- MT � � � D � � � 18"MIN. �� n tYi _ S rn 3 A -A D Q � z '� z O rn r c c z rn p o 46" MAX r- z _i rn > Q Q = z q � mml T 3 >m � t o 6-8"MIN. HEAD CLEARANCE fi z z� z z U3rn 3 Q>, i A -4 c3 -4 34"MIN.138" MAX. ,rn z C rn�Ez d � L'csl tr - ABOVE N051N6 � rn Q €rz c D MA ➢ z z r--► r= ril (P FA 0 r LB E - z / rn U) R � tp O t, p x b z rn� (S) M o N > �n^ Q 3 cv .1-o is = to cr 10 90"' cn cn-n �a z + i 0 C7 Qz z ►r > A� n Dcp �A Zt7 � 1 Q , Z m A z a w � 0 > Z rn z3� nd{ w rncn c N /Zi „ Q �` Q r O w t' rn A rn 6-1 O' � _n cr �Z� n LOOA wo Nz z �1 X rnA z r s�xti N ti o n. -III n � rn -z to C7 -4 U3-� Q -•O = _j O A C r --I s 'tr (1 U3 r-yr N z >p � -t c M to -q r a m N ARIES to z �t < rnr r p v N O r cti c rn 3 a z , z 0 v a n[ O - O rnNrn �p t7 � v, rn csy �, c�np ti , O rn -i 7u� -p0 3 Y_ (S► Tll r Ln L' rn z { �' n r= m o' ` -� N ��___ Z oN D 1-3t! N O t=3 Cy rn > C .,„„ro.-a z v, n O nN D� ill rn _ zp rn rt �° rp c p o a,_ d " yy �o wit X rn d �A N E. �°, rQ-r cz Q n to l /� 76 r N O A U3 {' 1 > ((9 fp t3 y, z= U7 `n rn T- Q rtt b A r_ O n w rn= 7tT �0 rm Cr 3 18" IN. LD uAi Z z -0 rz O.V -n Q Z rn -1 X rn O< o 48" MAXrn r� rr- O� n3 T � rn z0 '� �,n �► r -i n D M Z Z � crF z ill r 7q O z i i r.A Q �M 10 "ro Q r- - Z O rn Q CN rn rn t- z rTIJ :K > lr �i z rn x cn p O O O m �,-!y cs� ,v Qc A rn � �c rn O p � 0� �X m O a z t11 do� a GN p(0 mi Z C npz �"'A °' v' U r __ cn c as n U► /� �Y rn A rN z rn ` rN �'_D rn Q rn rn -n -_i r Q C � x z _ I z rG �► c� T' a -� � _ "I�� 1 — m7" rn O y z O Ad CP Q — MIN N 3 C -I C7 N a1 z C p < O cn rn Z 2 cn�� O � LSD m � � = O rn�rn � � rn rn O fi11 _nnrn O /-U x rr e� r-MQ y� i 7t1 6" rn A F 0 sp_ rn r z r Q _ O rrr rn -1 O iQ rn at i rn rn � (Pu, C7= s.. z �`�` A z O z Y 48 MAX Dvt�, r o �'a A o y t7t} A rQ-fr3Oz7o- , x xzz C3 n = Z =► r-X Z w rnrnrn3rn � �7 �IOX �mz A 6 � x �� Q � n N j ti�-� � N C�X O-n -n_0� V Xt _ti' r O m �t -1 rm # -i. �C�.� z p W O Q °DoZ d o rn T rrn- to N 3-i �o�aQ C Cn Doe U3 -i0 > rn rnz > O Qa crnc r rn NCOA� Oz o�, =o rn �o� m Z r Xf < iONN 0Lp-�1rnir�(Qf� toa)*>C/) l rr-n � z -� QO z zrn�z� ;� rn,d3rny �, C!O cn rn rn 9 U ZI q' D z cn v cn D O rn n-1 icy ��coS 0 W � p z a C3 � � � cU) ° € z � Orny3 tmi>, N rnrnr� cnzQ�c Lp y . ',1� Dip t' to rr�'- Q rnD rn w �1 #� �. �a o o r 71U) rn c0 n r� f y m c v �' Ox At- -mo�ij X C3XI Z O A oLrl ? ; ° pN`�N rn rn �� rn� V1 pc I A -a rn zm O O a g h5 3 r a rn� 16" MIN.—> ti= O rn � rn 5.00 Oi ; t7 = W Ig I�► f _ } r rTi co M ' r co-19 V! I— 3Ld CD CY) z - \ U n _ \ ❑LJ tl Q -j H s� � XLLJ � I-- H - (� CD LD _ ��, it 3 :E: W 3 U Q Q o C7 06 W < z z W W � Q LiQ 1/ a. J J Q W Q = J r, <E Q Z z J W s n, F- Q Z `O J J (L E LL _ z u a CL g ( ---� � � ,�z J¢ o � W w w a C l ti c� a a a o a ff' Z J 3 -I J W V) � F- r w 0 z Y a 2! J 3 L ��W Z CL LJ Fes- U _ <[ E J LLJ J w o o N z 3 fY W < Z W p� 3 zn M w a xo^ CL o �A ¢ W Q H N N v� F- �3' --1-11 i �L W W J W W z z 7 3 H ti � @7 LLJZS f _ J J Ct_I _. Q 1 Cp Q V z 7 a a z �� < J K K - -J N 4k cj/ Z OL ' a a a s J -[ W X � o Li a a z oy J Z G I- r w i Wa � J t Q N �w Q p r U:l p ^ N H t%1 p LX N F z ¢ Q a a z J w w a 3 (� i Q a a w (L o LL.. a o a = W �(4 O �' Lh J N Z ¢ .Z-� 3 N O W. UWj z ¢ ww � VV�' Z M A N A o O Z 3 w W K M N.M. Q (� Z4 — LL U LLI Lj V) t 0 m f---, 2 0-W 3~ Q \ G �� Y Q � W ED Z (X Z q W J D U (/J CeJ Q Q H _ z W U Z � �' �¢ 0 � Li Wz o� � � D X w W ._.l W vz -T cua OW J 3w �p� LL- Q �� LJLl 3 o c� ° W 1- m r 3� I � � - o < Z Q o r �a z W J 0 W � _ Q vi U N Q O _ a � w4cu O I- a zv x m ; ¢a ¢ ¢ M o 0 ARE z0 m � ..� 22 Oz � F� -° a W Z c t� a d W ° Lo p o g N r 3 D W o `° s O o v F--I co OON ¢ Q S o > IL r� ,— �c i l V `zr o �� <� z Jwe 0 w o' � �N C7 Z a J d- W `� ¢z 0 Wn ` cuWW Q J tW- A Q z 0 x ALLY MJ Q � W 3 m � t- Q C J W �--'-y F'• Q' Z S W o o o o = W gg W J a m a� _ to �ry Ero -5 °� o m 0 0 �w z_ i4 a ° =` { q 0 Q J v a ".A ' ?<cQ x c Q o v c c E - Q o c d o a v `£ G1zCu U Q o S - ai m ° �� G \ I U /� ro N R <InN O 7 v �m7 j V n j L o z Q.��c w ip 2'o ro v a 8 uroi = - W Lii 00 � mvy•�� < aco m qy Q ° S T (7z € "1 N a c� 3 m .0-0. c_ o u a 0dam roU)M K= `v a� m vFo = n 7 � t I H J W Q ❑.L �� z co. E- `mv� amcu�oiF= E 2 (n Qw O m � � 3W -� ly W Z UO tl g J E v 3 r 4 <�z o � o � ro, o <� � �� '�.� J � � � ^ � R S 0 i X W - Q LD ,� -� m 3 E m a y _ rnp, n - E c J t LL z 3 W W G CU/� W LJ.� J ¢ 91 x ov�i nw Nm roY �oL- o orna'c�S E a � 20 V) W _/ f Q oC otl Z L E m x 'co.Y 0 v_ c_o J a x i E ro m,oc_ CL "�_._-`'` = U Q a c v@w o?< SNa� a� Ec aE � Z N c - _ �'^ c '^ to vor ¢� N <T�.`t..�.N- tO C vaiA O N� v♦ L O o 0 ° LL m w ° r a g O W J J m W U< " 0 a z f Z�N =0 Sm � � 0zW _ 2 a Jq J J 3 W N O pg� g�(Q �U �¢ jz d0 t J w, o O uai U- zm mm vFim Jz Q� Wiz Q N Z O CFO z OW cn 3: JO z¢ zz M F m LL o m L�¢ ��4uu� a�w oZ zm wg nuO LJ W W W z Qo¢.m Biz v 2 J N¢ ciq J m W W N 0 W 0 NSW OF �9� z vp ?0 U` Z �s s z o ¢ od g02 vw uf�¢ 0 0w LmF ?� ;� f� o u� w 0 z<1� LL ¢�� a z� u=ia tia 000 0 z mN oW mIw > QS mCO ma. E0 3Wz E z O�F aN W o v <:I-- p�2 xN zz -,, = 3 W Q -+ ¢ ¢ o Lm Wwz } �� ¢w �� p OZF c r -i F C3 OZ J W ON Uv_) OOu O N N > Z hF v°a W O +7rWL� WQ W (� i( W 2S JJ KQ P m a_W CY O 0 2 a' K Z Xt w Q W.W N W Q D"I'-q H U s? �,.�2 - I— ¢z LL L�- mz OJ0 U� 0¢0 ¢ O S N 0 00 W dW¢ 3 U-) C7'� L_Q V7 Z� a'a FW-- Cl0: �coK W� oma. z PO <2S 00 z-J'x W e� F-C7 n'WWZ QN H o0 0 W0 �� !a-� Q�g F aQ aN LLa OFj�Jm 2p `�N�U (Uv� W� 0twu O Ou2i J�O W� KV� �Z 00 pC) LzpL Lno10otm N of oLL ¢�� W mu°iX y w 0Z o� �� c�c° �✓ N000� rQ W W ZZO tOi. _3(L"; r (9 �z Nr Wc'i - r ao o m WV5 0WF °z g� O x �W n razz cnvicnvc>cC t}{ tD zm LL � �' O �� UW aYX ° � XO¢ Nr ' cr C7 tqW UU c\ ry OU0 LL z� LLw¢ mu0 (D¢w ¢ omo <�, Q¢ 0 N Q�Q� a0. ° ow ro-9� g � ° �� _-i n� �w �zaz r Q w TQ Uz rm Wr z U 0¢¢ W w m to 7< �� VU� N + H m mW '-� WO On 06 .gym Z S �T t- c� 0 0N� �w z¢ FQQN¢ c �� (L z0 z20 2 < w �... N WW<v Z 0 UKFO - r> JZ Q F- OQ OW Zp O� ON? Z� ��z W .o- O < WU) �� }zw a- Q MwI �< ¢ n< Jz JQ Z ¢X LL 3LE u L-L - �� mv� z g z�F a� Fmd Z< ¢� w ❑Qo Q� a �� Q� 3o a0 U y Zw ¢ Q rW (qOW O� 0 co 'Uj It - Z �- W J o 0 UO LLI z�4 0U5 a•0. <i < N N J Y00 lnF2 ZZ� UOQO I o F->-� Q: R =W <W r Q z NU O aJ S� o J ¢ m 2 F w w z ¢j w a W W w M 4toQ� rW W PLi OF Q U O xew 8W Wa: N U) m0 ¢ N Snfx H� U� U WU �0 D W2 vQ W� ry N zo N¢ xx'f'w �, o m J o a o o w n j OUZ zo Wm a0� N¢ {W_U C7 m C7 .J mW (9j QU' a: tnFaN URA w ZW�� Q l7 D 32 N Jw o N> Z¢ ZW � C9 p Qz D m TOO O�z_o �m vow � U Nw JtK W LTOoUj o�'} ¢ SON W Z to LLl w . ¢] ¢ Zm 0 0¢ W lLQ Z?r NF-Z = moz W C7� wU <n n ' O 00 N }U {z-a: O CLpp a0 ¢ Z>z NZO OZ�WU¢❑ H ¢ ¢ lv J0 J F W F r�WO IT N UO� WWF ¢ZD �(� OW V w....a. U Q y�Q_'an W ¢ L- W< m ww �? w� °zF au�taW �L>u Owo w ��w oN� SOY �amWL4 p� ��roUOZLL n c zzz N a0 00 �F aO �W zQz m POE 000 OMO WJW= 0_U0 pU� Ua N ¢ � N W h- W NW 00 0Q ¢a: W x0 far0 O0W OW=-j Sa¢ yz¢z> wn' W Cu- Z t0 U C70 o ?X LL. l Urdu a. aU' U L n'SgU WWa a.Wm N=1 7ms V) 'rn(n cn0 U) 4- ,