Loading...
HomeMy WebLinkAbout17720 82ND DR NE_BLD20120034_2026 All'� BUILDING INSPECTION REPORT G1V Y o� Permit No. &D 12-0o 5 7 Address: 177�0 F-W Ok ILL; err Contractor: ���L.z✓ ; Q1 �ING� Owner: Date: APPROVAL PARTIAL APPROVAL 0 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 t • Inspector: Date: ® Under-floor Framing XGas Piping ® Footing ®Drywall, nailing ® Consultation ® Foundation ®Shear Nailing ® Groundwork •Mechanical ® Grid ® Struct. Slab ® Wood Stove ')XRough-in CO Final ® Masonry ® Drainage ® Insulation ® Other: �� .s M ;;P.•�. .e � � , � � 1 'R � � ,• . .i �i .; �V\ BUILDING INSPECTION REPORT 4G1�rY p� Permit No._12- -DC) -q ,e-k- Address: 1 -71 Zp 8 Znd ter 3� Contractor: Lo�. Owner: Date: y-°) -I Z- �?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 op/'c Inspector: Date: Under-floor ® Framing 0 Gas Piping ® Footing ® Drywall, nailing 0.Consultation ® Foundation ®Shear Nailing ® Groundwork ® Mechanical ®Grid ® Struct. Slab ® Wood Stove ® Rough-in ® Final ® Masonry ® Drainage ® Insulation 0 Other: '1 . ., `. --�... i �•r" � .: . „ _ ♦ � .�. �' .�,. i _ . ��: . _ . ' _ ,z� . • � ,1 ,s>.. ,;.tip. �r� :+`•�7 t � .. .. V. V.�' `. � �.. \ k..:Y3 �3•r.. _'� •iT � _. . +,, F� ,.r ,�; ' s :.1 C��•j'� i �Y. a '� ,K z cn U' w U 0 oN v U x O N (3) � z z m � w � w wuC4 O � 0W z o Q z z z z two o Q w z Q p�� W W W O o Z Q U Z � zu %4-4o 1 z o �- H � zucn x � zE-4 Q oz Q o � oz c V z 00 v a` ,d � U-) � Q o D °� v W W zo CU ; C7 m i N zw �� � .t Duct testing Calculator (New Cons, uction) 6/z61/z House address or lot 4: -�.�QT3.3 Conditioned Floor Area: ��_ Duct tester location. Pressure tap location: _ - Ring (if applicable): Ope!,At Rough-in (Total Leakage) Test Method & Test Calculated Standard" CFM , i l a-get Air Handler Present - - <_ 6 CFM,S per 100 sf of CFA Air Handler not Present <_4 CFM,s per 100 sf of CFA -- - r �-' k _ Post Construction W Test Method & Test* Caicuiated� Standard" CFM I Target Air Handler Present (Total Leakage) s 8 CFM,5 per 100 sf of CFA OASX Ci,', - � : %A Air Handler Present (Leakage to Exterior) <_ 6CFM — , O6X zs per 100 sf of CFA 1 Test results must comply with one of the Standards opt,ons 2. Test CFM25 must be equal to or less than the calculated target Air Leakage testing Calculator (Blower Door Test) Tested Standard CFMS.,, Calculated Test Result - ;i211_5_ Cf"MSO X C 0` 5 -3072- !44)) - Si 1 I I 0.00030 S LA 1 3-2- a p• ar c 442.368 StA .06002N Glossary Rough-In: After installation of the complete air di,tr,bukni. -y,trrr. o,:t r_ietn,e 1,,li.;ti;;r h.;• v access to all duct seams and connections for re-evau,ation o! ntet;, tV •r ,r. ,• . et :n,•; „ Post Construction: At or near final inspect,ol', the home (T'L,--' 00 t O!T)p:e p ;n Total Leakage: Aggregation of the entire system, 7uCt Leakage to Exterior: Aggregation of all d,c, ,y,teem ie;;k, to tn,- CFA: Conditioned floor area CFM,S: Cubic feet per mmutP of air leakage Lit 25 pasc,Al, o! CFMso: Cubic feet per minute of air leakage a: Pascal (pa): Unit of pressure SLA: Specific leakage area CITY OF ARLINGTON 238 N. OLYMPIC AVE.-ARLINGTON,WA. 98223 PHONE: (360)403-3421 Address: 17720 82ND DR NE,ARLINGTON BUILDING PERMIT Parcel#:01047900003300 Permit#:BLD20120034 Valuation:$346,000.00 OWNER APPLICANT CONTRACTOR ENCORE HOMES INC ENCORE HOMES INC Keith Hoyer ENCORE HOMES INC Keith Hoyer Keith Hoyer 1801 Grove Street,Unit B 1801 Grove Street,Unit B 1801 Grove Street,Unit B Marysville,WA 98270 Marysville,WA 98270 keith@encorehomesinc.com Marysville,WA 98270 keith@encorehomesinc.com Lie#:ENCORHI914NS Exp: iPLUMBING CONTRACTOR MECHANICAL CONTRACTOR -- - SOUNDVIEW PLUMBING ENCORE HOMES,INC 5917 195TH ST NE 3 KEITH HOVER Arlington,WA 98223 1801 GROVE STREET,UNIT B MARYSVILLE,WA 98270 Lie#:soundvp0033nf Exp:6/13/2013 Lie#:ENCORHI914NS Exp:8/10/2013 JOB DESCRIPTION Single Family Residence _ Magnolia Meadows,Division 1,Phase 2,Lot 33 PERMIT TYPE: Residential PERMIT GROUP: Single Family Residence New STORIES: 2 DWELLING UNITS: 1 CONST TYPE: V-BOCC 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 10/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 cod of Arlin on#3101. .26 Signet l Z Print Name Date Released B ate ARCHIVE APPLICANT ASSESSOR OTHER BLD20120034 CONDITIONS THIS PERMIT AUTHORIPUBLIC DOMAIN(ONLY THE OCURBS,SIDEWALKS SIDEWALKS, T COVERS WORK TO BE DRIVEWAYS,MARQUEES,ETDONE C..)WILN PRIVATE PROPERTY ONLY.ANY L CONSTRUCTION ON THE LL REQUIRE SEPARATE PERMISSION. • Replace the brass fitting on the tail piece, • See plans for additional information. PERMIT FEES Fee.amount Paid Balance Due Date Description $217.00 $0.00 $217.00 1/25/2012 Plumbing Permit Fee 1/25/2012 Mechanical Permit Fee $138.00 $0.00 $110.00 .88 1/25/2012 Building Permit Fee(QTY: 1) $1,975.27 $0.00 $1,975.27 1/25/2012 Building Plan Check Fee(QTY: 1) $1,9$4.50 $0.00 $1,9$ .50 1/25/2012 State Building Code Surcharge(QTY: 1) 45.65 $0.00 45.65 Total Due: $5,345.65 $0.00 $5,345.65 CALL FOR INSPECTIONS BUILDING/ENGINEERING/PARKS/UTILITIES/FINAL(360)435-0674 FIRE(360)403-3607 When calling for an inspection pease 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 RESIDENTIAL PERMIT SUBMITTAL Depaftment 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: Residential Addition (ED Residential Alteration Also Including: Plumbing (a Mechanical Project Address: 1-11°uy �Z� �Zf Parcel ID#: 0104790000;i o0 Lot#: 33 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 WA 98270 tY State: Zip Code: 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): 1st Floor: 1437 2nd 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 Marysville WA 98270 City: State: Zip Code: Contractor's License Number: ENCORHI914NS Bits Expiration: 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 fl�lbin accordance with the laws, rules and regulation of the State of Washington 9/26/11 Ir licants 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 AccessoryMain Total Fixture Plumbing Fixtures #X Total Number Fixtures Unit Dwelling Unit Residence Unit X Units MultiBar 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 Bath/Shower X 4.0 = Water Heater 1 Other Total Fixture Units 35 Traps(other than above items) Column Totals 16 Estimated Project Valuation— Building Square Footage 2094 1't Floor 1437 2nd Floor 1635 3`d 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: 12' 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 a 6ve information is correct and that the construction on, and the occupancy and the use of the above- described property II b in accordance with the laws, rules and regulation of the State of Washington. 9/26/11 A licants Signature Date 8 1 n RESIDENTIAL PERMIT L SUBMITTAL 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: 0 New Residential CD Addition/Alteration Project Description:New Single Family Residence Project Address: [-I-ILO ��^ �, . IN,_� Parcel lD#: 0104790000 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 Inspection Required: YES ❑ NO ❑ i - - - - 3072 ;� 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. _F-1 One (1) completed Single Family Residential Building Permits Application _F71 Two (2) accurate fully dimensioned plot plans _ V(l Two (2) sets of construction drawings 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. RECEIVED JAN 23 2012 COA Engineering Dept 1 M xtleo�� RESIDENTIAL PERMIT SUBMITTAL 6 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 comer 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.) Notel 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. 0 FLOOR PLAN (Minimum '/4" 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 ' 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. ❑✓ 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. 6. Locate all hold down straps on the drawings. F. 0✓ 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 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. He 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 i. 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 a RESIDENTIAL PERMIT SUBMITTAL Qw-� 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. /acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. 11 j; Signature: Date: 9/26/11 Owner/? er's Representative Company: Encore Homes, Inc. Phone: (360)659-1579 6 i BLD20120034 (PT-LIVE) - PermitTrax by Biteo Software Page 1 of 1 BUILDING PERMIT PERMIT#. BL:D20120034 l i.ZIIN OWNER: ENCORE HOMES INC-H-yer, Keith STATUS: APPLIED \ ADDRESS: 17720 82ND DR NE,ARLINGTON BALANCE: $0.00 ISSUED: CREATED: 1/23/2012 �+--- SCREENS: Select Screen .. FUNCTIONS: Select Permit Function... SINGLE FAMILY RESIDENCE NEW REVIEWS PRINT ADD NEW SUMMARY REVI.. DESCRIPTION ASSIGNE... DUE DATE LAST (#) 'REQ?jDO..,I ASSIGN ' REMOVE 1002 P-Engineering I LPETER... 1/31/2012 0 Y N Assign Remove 2000 C-Building I CYOUNG 2/1/2011 0 Y N Assign Remove ok 1�S http://coaweb2.arlington.local/PermitTrax/Module Permits/Permits-Permit/Permit Revie... 1/23/2012 3 - 67�- RESIDENTIAL MECHANICAL PERMIT APPLICATION Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223 • Phone(360)403 3551 • FAX(360)403 3418 Use this checklist to ensure that all necessary information is provided for review of your project. Please be advised that the 2009 WA State Energy Code is now the current code used to review your submittal. Requirements for Submittal (Complete for change-out only * ): ❑✓ Completed residential mechanical permit application* ❑ Mechanical Appliance cut sheets* ❑ Heating and Cooling design loads (WSEC Prescriptive Compliance Worksheet) www.energy.wsu.edu/BuildingEfficiency-/``­EnerqvCode.aspx 0✓ Appliance location and distribution details, including gas piping info Required Inspections/Tests: Q Rough-in mechanical and Gas pressure piping ❑✓ Duct Leakage Test by a Qualified Technician (see exceptions) ❑ Building Air Leakage Test (new construction only) Exception 1: Duct testing is not required if the air handler and all ducts are located within the conditioned space. Exception 2: Duct testing is not required if the furnace is a nondirect vent type combustion appliance and is installed in unconditioned space with a maximum of six feet connected ductwork in the unconditioned space. 24-hour notice of Request for Inspection RECENED Call the 24-hour inspection line at 360-435-0674 JAN 23 Z01Z APPLICATIONS ARE CONSIDERED COMPLETE IF ALL INFORMA-A014ngineefing DePI REQUESTED ON FORMS IS FILLED IN. RESIDENTIAL MECHANICAL PERMIT APPLICATION Department of Community Development City of Arlington•238 N Olympic Ave. •Arlington,WA 98223 •Phone(360)403 3551 • FAX(360)403 3418 THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2) SETS OF CONSTRUCTION DRAWINGS, TWO(2) SETS OF SPECIFICATION SHEETS AND TWO(2)SETS OF WASHINGTON STATE ENERGY CODE(if applicable). Project Valuation: -33 Project Address: l �'Z '— pr, /V.L Parcel 1D#: 0104790000_00 Lot#. 13 Subdivision: Magnolia Meadows,Phase 1,Division 2 Project Description: New Single Family Residence Owner: Encore Homes.Inc. Phone Number: (360)659-1579 Address: City: Arlington State: WA Zip Code: 98223 Contact Person:Keith Hoyer Phone Number: Cell Phone: Fax: (360)659-3394 E-mail: keith@encorehomesinc.com Address: City: State: Zip Code: Please List quantity of fixtures below: FURNACE UP TO 100K BTU CLOTHES DRYER 3 GAS OUTLETS FURNACE OVER 100K FLOOR FURNACE C��kENT SPENDED HT 'UNIT HTR BOILER UP TO 3 HP APPLIANCE REPAIR LID-FUEL APPLIANCE BOILER UP TO 4-15 HP R HANDLING UP TO 1OK CFM EPLACE INSERT BOILER UP TO 16-30 HP A HANDLING OVER 1OK CFM ILATION SYSTEM HEAT PUMP ?— NTILATION FANS OTHER VENT HOOD MESTIC INCINERATOR ALL OTHER UNITS REESTANDING STOVE Contractor: Encore Hones.Inc. Phone Number: Address: City: State: Zip Code: Contractor's License Number: Encorhi914ns 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. A`pplicants Signature bat Keith Hcyer 7 Print Applicants Name FOR STAFF USE ONLY Permit# Accepted By Amount Received Receipt# Date Received 2010 CJY s i i I Permit Review Details PrrastrTr ax Permit: ZON20120017 1002 Complete? N Total Time: 0 1004 Complete? Y 01/25/2012 MHAYES 10 No comment for this review. y Total Time: 10 1020 Complete? Y 01/24/2012 FRAPELYEA 5 No comments y Total Time: 5 1026 Complete? Y 01/24/2012 RSHEPARD 0 no comment y Total Time: 0 1028 Complete? Y 01/24/2012 EANDERSON 10 Replace the brass fitting on the tail peace. y Total Time: 10 1032 Complete? Y 01/26/2012 LTAYLOR 5 No comments y Total Time: 5 2000 Complete? Y 01/25/2012 CYOUNG 0 No issues Y Total Time: 0 Total Reviews: 7 Total Time: 30 1/26/2012 3:20:49 PM Page 1 of 1 ZON20120017 (PT-LIVE) - PermitTrax by Bitco Software Page 1 of 1 DEVLPMNT REVIEW COMMITTEE PERMIT#,. ZON20120017 OWNER: ENCORE HOMES, INC-HOYER, KEI.. STATUS: APPLIED ADDRESS: 17720 82ND DR NE, ARLINGTON BALANCE:$0.00 ISSUED: CREATED: 1/23/2012 SCREENS: Select Screen... FUNCTIONS: Select Permit Function... GENERAL- BLD REVIEWS PRINT ADD NEW SUMMARY REVI.. DESCRIPTION JASSIGNE... DUE DATE LAST I #) ]REWIDO... ASSIGN REMOVE 1002 P-Engineering I LPETER... 1/26/2012 0 Y N Assign Remove 1004 P-Engineering II MHAYES 1/26/2012 0 Y N Assign Remove 1020 P-Sewer FRAPEL... 1/26/2012 0 Y N Assign Remove 1026 P-Utilities Fees RSHEPA... 1/26/2012 0 Y N Assign Remove 1028 P-Water EANDER... 1/26/2012 0 Y N Assign Remove 1032 P-Utilities I LTAYLOR 1/26/2012 0 Y N Assign Remove 2000 C-Building I CYOUNG 1/26/2012 0 Y N Assign Remove Z ", http://coaweb2.arlington.local/PertnitTrax/Module Permits/Permits Permit/Permit Revie... 1/23/2012 RESIDENTIAL SUBMITTAL REQUIREMENTS e ' 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 Address: 1801 Grove St.Unit B Plat: Magnolia Meadows Division 1,Phase 2 Owner/Applicant: Encore Homes, Inc. Signature: Verification of accuracy and agreement to follow the City of Arlington Municipal Code Phone: (h) 360 659-1579 (C) (425)220-5223 1. Please check one: ✓a a. Single-family dwelling ja b. Duplex ✓� c.Addition [a d.Accessory structure 2. Proposed Dimensions: W) L) H) <35' Total SF) 3. Allowed Lot Coverage: Total Lot Size 117-1 SF x 35% = LS� SF 4. Actual Lot Coverage: (SF of all structures) �'- L _ �321 (lot size) = 3 L `� % (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 DATE REeE! fyT JAN 23 2012 r0A Engineering Dept i __Site information: 17720 82"d Dr. N.E. Imperviou- urface: Arlington, WA House w/O.H.: Sq. Ft. Parcel #:01047900003300 Driveway/Walkway: Sq. Ft. Unit Size: 7,327 S.F Total: Sq. Ft. Legal: Magnolia Meadows, Div1, Phase 2 Lot 33 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 N Setback Notes: 0 ft. 12 ft. 20 ft. 40 ft. Front Setback 20' =t Driveway length 22' 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) LOT 33 RECEIVED 71327 SQ. FT. JAN 2 3 2012 COA Engineering Dept. r , 120.00' i 0' i 52' CU i O Lh CN iL O Zo CO o ci 5 M O e; L_ rn Q' .0 m r Q a a)i CO M � aa0 N i 00 i i 120.00' L!ncore Homes, Inc 1801 Grove St. Unit B Marysville, WA 98270 (360) 659-1579 Contact: Keith Hoyer BLD20120034 (PT-LIVE) - PermitTrax by Bitco Software Page 1 of 1 BUILDING PERMIT PERMIT M BLD20120034 OWNER: ENCORE HOMES INC-Hoyer, Keith STATUS:APPLIED ADDRESS: 17720 82ND DR NE,ARLINGTON BALANCE: $0.00 • ISSUED: CREATED: 1/2312012 SCREENS: Select Screen... FUNCTIONS: Select Permit Function... SINGLE FAMILY RESIDENCE NEW REVIEWS PRINT ADD NEW SUMMARY REVI.. DESCRIPTION IASSIGNE.. DUE DATE LAST (#) fREQ?:DO... ASSIGN REMOVE 1002 P-Engineering I LPETER... 1/31/2012 0 Y N Assign Remove 2000 C-Building I CYOUNG 2/1/2012 0 Y N Assign Remove http://coaweb2.arlington.local/PermitTrax/Module Permits/Permits Permit/Permit Revie... 1/23/2012 i ZON20120017 (PT-LIVE) - PermitTrax by Bitco Software Page 1 of 1 L& 4 -33 y DEVLPMNT REVIEW COMMITTEE PERMIT#: ZON20120017 OWNER: ENCORE HOMES, INC-HOYER, KEI... STATUS:APPLIED ADDRESS: 17720 82ND DR NE, ARLINGTON BALANCE: $0.00 �� ISSUED: CREATED: 1/23/2012 t SCREENS: Select Screen... FUNCTIONS: Select Permit Function... GENERAL- BLD REVIEWS PRINT ADD NEW SUMMARY REVI.. DESCRIPTION ASSIGNE... DUE DATE LAST (#) 1REQ? DO... ASSIGN REMOVE 1002 P-Engineering I LPETER.. 1/26/2012 0 Y N Assign Remove 1004 P-Engineering II MHAYES 1/26/2012 0 Y N Assign Remove 1020 P-Sewer FRAPEL... 1/26/2012 0 Y N Assign Remove 1026 P-Utilities Fees RSHEPA... 1/26/2012 0 Y N Assign Remove 1028 P-Water EANDER... 1/26/2012 0 Y N Assign Remove 1032 P-Utilities I LTAYLOR 1/26/2012 0 Y N Assign Remove 2000 C-Building I CYOUNG 1/26/2012 0 Y N Assign Remove http://coaweb2.arlington.local/PennitTrax/Module Permits/Permits Permit/Permit Revie... 1/23/2012 i i REED & ASSOCIATES, PS Civil & Structural Engineering Ems' 8311-212th St SW Edmonds, WA 98026 Office(425)778-2793 Fax(425)775-2073 STRUCTURAL CALCULATIONS FOR: Encore Homes Inc RECEIVED Plan 3072 JAN 23 2012 by Robert Petermeyer COA Engineering Dept, A)�2��� 2 Structural Design of a (2)-story "SFR" Mount Vernon, Skagit County 2009 IBC NOT VALID WITHOUT A WET SIGNATURE JOB # 11-162 Date Eng # Desc. 5/10/2011 Qing 2 Original Calculatlon pE L L �o WA& z S L ECG EXPIRES 5-27-/2 WENDELL E. REED, PE, C 'CIF. §`'�``+(� t�i�i2��t,v,.. ,:�'i w��y Lateral Analysis IBC 2009 R&A Job#: 11-162 Description: Plan 3072 Engineer: Cling 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 r304 Roof I Walls I Floors I Snow I Partitions Live Load (psfl 25 40 25 Dead Load (psi 15 10 10 10 1603.1.4 Wind Desian Criteria f3041 1. Basic Wind Speed 85 mph F 1609[320) 2. Wind Importance Factor Iw 1.00 ASCE 7 T 6-1[77) 3. Wind Exposure Category "B" 1609.4[325] 4. Internal Pressure Coefficient +l-55 ASCE 7 F 6-5[47) 5. Components and Cladding design pressure +/-10 psf ASCE 7 6.4.2.1.1 j24] 1603.1.5 Earthquake Design Data f3051 1. Seismic Importance Factor IS 1.00 ASCE 7T 11.5-1(116) 2. Short Period Acceleration Ss 1.25 F1613.5(1)[348] 2. 1-Second Accelleration S1 0.4 F1613.5(2)f350] 3. Site Class D T1613.5.2[341j 4. Spectral response coefficient So$ 0.83 EQ 16-36138 j340-2j 4. Spectral response coefficient SD1 0.43 EQ 16-37139 f340-.2) 5. Seismic Design Category D 71613.5.6(1)and(2)1343) 6. Seis. Force Resisting System_ A.13. ASCE 7 T 12.2-1[1201 7. esign Base Shear 10613 Ibs 8. Seismic Response Coefficient CS 0.13 ASCE 7 EQ 12.8-2[129] 9. Response Modification Factor R 6.5 ASCE 7 T 12.2-11120] 10. Analysis Procedure used Simplified A SCE 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 6.0 Shear walls in the Side to Side Direction 6.0 Shear flow calculations 7.o Appendix Version 7.0 Pg 0.1 i Wind Desi n Method 1 !BC 2009 Simplified Wind Load Method ASCE 7 6.4 f231 Basic Wind Speed 85 mph 1609.3[3191,F1609 f320] Wind Exposure Category B 1609.4[325] Wind Importance Factor 1.00 ASCE 7 T 1-1[3]& T 6-1(77] Height&Exposure Adjustment = 1.00 ASCE 7 F 6-2 j40] Topographic Factor Kzt= 1.00 ASCE 7 6.5.7.2[26], F 6-4[45] Wind Pressures ASCE 7 6 4 2 1 f241 Ps=)L KZt I PS30 ASCE 7 EQ 6-1[24] Minimum pressures shall not be less than assuming the pressures for ASCE 7 6.4.2.1.1 f24) 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 f361 85 E4O4 orizontal Pressures Vertical Pressures Over han s 0 B C D E F G H tOH Ud-H 'I 4.33 10.34 3.84 74.08 -8.42 -3.07 -6.91 -9.58 -8.57 2 2.75 3.19 2.19 -0.08 1 -4.45 0.87 -2.94 -1.41 -1.63 Horizontal Zones Areas & Forces, Fx ASCE 7 F 6-2 f37) 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 1 0 72±163 136 1 368 2a(ft) = 9 Forces Fx= 5245 Fxmin= 4650 Fx= 4528 F,,,n= 7390 Diaphragm (x= 1) Front to Rear Side to Side I.h.d. (ft) = 45 A B C D A B C D a (ft) = 4.5 Areas 162 0 243 0 162 46 306 0 2a (ft)= 9 Forces Fx= 4769 Fxmin= 4050 Fx= 5619 Fxmin= 5140 Version 7.0 Pg 1.1 Seismic Design !BC 2009 'Site Clasification. Criterla Selection & Minimum Design Lateral Force Occupancy Category II ASCE 7T 1-1[31 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 Coeffecient, Fv 1.6 T1613.5.3(2)[341] Substitute equations 16-36 &16-37 into 16-38& 16-39 respectively, 2 S DS=3•F a•S s Spg= 0.83 EQ 16-36138(340-2] 2 S D1 =3'F V'S 1 sp, = 0.43 EQ 16-37139[340-2) Simplified analysis Seismic base shear ASCE 7 12 14 8 f1411 V=(F Sps/R)W Where: F=1.1 for(2)-story ASCE 7 EQ 12.14-11[141J Vertical Distribution Forces at each level ASCE 7 12 14 8/141) Fx=(wx/W)V Fx= 0.141 x% ASCE 7 EQ 12.14-12[141] Effective seismic wei ht & Forces Ibs at Level x Diaphragm (x=2) ma area(ft� floor area(fl'J story height(ft) wall length(ft) 2368 0 8.1 171 Wx Fx 5986 welght(lbs)l 35520 1 0 6926 42446 Diaphragm(x=1) — roof area M floor area 0") story height(ft) wall ler.glh(ft) 474 1719 8.1 182 Wx Fx= 5443 weight(Ibs) 7110 17190 7371 38597 Version 7.0 Pg 2.1 a � �� _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 2305.11466) 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 M For worse case effect with wind load, L&S shall be zero. 1605.1(308) Equations 16-17, 16-18, & 16-19 become, D +MW Where w equals 1.3, W equals Fxof 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[308] Equation 16-21 controls, 0.9 D+E/1.4 , substitute ASCE 7 EQ 12.4-1 for E (pQE - 0.2SDSD) 0.9 D + , simplify&arrange variables 1.4 �0.9 -0.14 SDS) 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 Dia hragm Force Ibs) Force lbs) x=2 6819 9607 x= 1 6199 6682 Seismic Design Loads, (p11.4) F, p= 1.3 ASCE 712.3.4.2[126] Diaphragm Force(Ibs) x=2 5558 x= 1 5054 Version 7.0 Pg 3.1 Allowable Stress Design Loads For Wood - Cont. Sum the moments about the base of'a shearwall, overturning shall resist, V-W)•h - D W + P. for wind 3 2 W) (v•w)•h - (0.9 -0.14 S DS) D-2 + P. 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 (V x VO h sum MoluM r--AMff CMO 0. Version 7.0 Pg 3.2 - " n Level oc Segment Tributary loads Wind Seismic Wall Line (x) �o'� O`� Width Height wr wra wf wfa T(x) T(x+1) T(x) T(x+1) Seis 1 2 F-R Wind Seis VD(x+1)[Ibs] % 50% 50°10 7.50 8.1 2 1 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 B1 66 IBC 2306 max 67 TMAx(x)[Ibs] 208 12 2 2 F-R Wind Seis VD(x+9)[Ibs] % VD(x)Ube] VT(x)[Ibs] L V _ IBC 2305 max TMAx(x)pbs] 3 2 F-R Wind Seis VD(x+1)[Ibs] % ru50% `"`'S66I 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 V 101 83 IBC 2306 max 88 TMAx(x)]Ibs] 379 155 4 2 F-R Wind Seis VD(x+1)[Ibs] VD(x)[Ibs] VT(x)[Ibs] L V IBC 2305 max TMAx(X)jibs] Version 7.0 Pg 4.1 Level o� Segment Tributary loads Wind Seismic Wall Line ( ) 00'� x O�� Width Height wr wra wf wfa T(x) T(x+1) TM T(x+1) Se[s max 1 1 F-R Wind Seis VD(x+1)(Ibs] 3409.41 2779.17 26%, 200/'f 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 V 134 101 IBC 2306 max TmAx(x)[Ibs] 882 354 2 1 1 F-R Wind Sets VD(X+1)[Ibs] % ;%50°/a,r a06% 7.50 8.1 1 1 89 -94 VD(x)[Ibs] 3099.67 2527.15 13.00 8.1 1 1 -179 -289 VT(x)[1bs] 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 F-R Wind Se[s VD(x+1)[Ibs]- 3409,41 2779.17 % 241/, ;;Q ,�I�r30%I: 48.00 8.1 1 1 -504 379 -1111 155 VD(x)[Ibs] 1487.84 1516.29 VT(x)[Ibs] 4897.26 4296.46 L 48.00 48.00 �J�rf V 102 89 IBC 2306 max TMAx(x)[Ibs] 4 1 F-R Wind Sol$ VD(x+1)[Ibs] VD(x)(Ibs] VT(x)[Ibs] L V IBC 2305 max TmAx(x)[Ibs] Version 7.0 Pg 4.2 I Level �� Segment Tributary loads (x) Wind Seismic Wall Line �c'�` O`` Width Height wr wra wf wfa T(x) T(x+1) T(x) T(x+1) me is ax A 2 S-S Wind Sells VD(x+1)Jibs] 4.50 8.1 2 2 245 -133 % 22%= '-22% ":' 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 2 301 -68 69 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 Seis VD(x+1)[Ibs] % 716 ..4 . 7.80 1 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 V 179 104 IBC 2305 max TMAx(X)[Ibs] 861 152 C 2 S-S Wind Seis VD(x+1)[Ibs] 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 8.1 2 2 140 -226 V 82 47 IBC 2305 max TmAx(x)[Ibs] 140 D 2 S-S Wind Sels VD(X+1)[Ibs] VD(x)[Ibs] VT(X)[Ibs] L V IBC 2305 max TMAx(x)[Ibs] Version 7.0 Page5.1 11. �► CI I Level oc Segment Tributary loads Wind Seismic Wall Line x( ) �c�` O�� Width Height wr wra wf wfa T(x) T(x+1) T(x) T(x+1) Seis max A 1 s-s Wind Sells VD(x+1)[Ibs] 2113.54 1222.83 % i23°/A :: ;,32a° 4.00 8.1 6 1 1604 301 846 169 VD(x)[Ibs] 1536.86 1617.38 4.00 8.1 6 1 1604 301 846 169 VT(x)[Ibs] 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 S1lL!'`C V 215 167 3.00 8.1 2 2 1627 301 873 226 IBC 2305 max 226 -r_ Tluwx(x)[Ibs] 1651 901 B 1 S-S Wind Sells VD(x+1)[Ibs] - 4803.5 2779.17 5Q% 50%*= 10.00 8.1 1 1 3527 86,1 1606 152 VD(x)[Ibs] 3341 2527.15 10.50 8.1 1 1 3512 861 1588 152 VT(x)[Ibs] 8144.6 5306.32 L 20.50 20.50 ^ S W.2 V 397 259 IBC 2305 max TmAx(x)[Ibs] 3527 1606 C 1 S-S Wind Sells VD()(+1j[Ibs] 2689.96 1556:34 7.00 8.1 1247 140 355 VD(x)[Ibs] 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 2305 max 119 --ray TMAx(x)[Ibs] 1303 421 D 1 1 1 S-s Wind Sels VD(X+1)[Ibs] VD(x)[Ibs] VT(x)[Ibs] L V IBC 2305 max TMAx(x)[Ibs] Version 7.0 Page5.2 I I Shear wall Summary Sheetin Re m'ts Shear Transfer overturningValues Wind Sels Max Wind SeismicI Wind--T Seismic 1 -2nd 58 67 1 1 81 66 2-2nd I 3-2nd 72 88 1 1 101 83 4-2nd I A-2nd 63 69 1 1 88 51 B-2nd 128 104 1 2 179 104 C-2nd 59 47 1 1 82 47 D-2nd I 1 - 1st 96 101 1 i 1 134 101 2- 1st 50 57 1 1 70 57 3- 1st 73 89 1 j 1 002 89 4-1st j 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 1 2 187 103 1303 D- 1st SWA SW-2 SW-3 SW-4 SW-5 SW-8 Sheathing , �'226;< 397 a::� R 'Ike _.. ? ii {plt) Shear Flow ".a� 226'° 397 j" aL�,: � ;,�.<,.t� art, ;. �x'�liiii9h+� "� (PIS Shear Transfer Connectors - CD = 1.6, Hem-Fir Connector Z(lbs) 16d Nails 195.2 Ibs 2005NDS T11N[97] 10.4 5.9 0.0 Q.0 0.0 0.0 16d Slant Nails (v<150plo 162 Ibs 2005NDS T11N[97] 8.6 4.9 0.0 0.0 0.0 O.A Simpson A35 Clip 510 Ibs Simpson C-200911621 27.1 15.4 0.0 0.0 0.6 0.0 Simpson H1 Truss Connector 415 Ibs Simpson C-2009[156] 22.0 12.5 0.0 0.0 0,0 I0.0 Simpson DTC Clip 125 Ibs Simpson C-2009[136] 6.6 3.8 0.0 0.0 1/2" Diameter Anchor Bolts (2x) 944 Ibs 2005NDS T1 IE[86] 50.1 1 28.5 0.0 0.0 0.0 0.0 5/8" Diameter Anchor Bolts (2x) 1376 Ibs 2005NDS T11EI851 73.1 1 41.6 0.0 0.0 0.0 0.0 5/8" Diameter Anchor Bolts (3x) 1712 Ibs 2005NDS T11Er851 90.9 51.7 0.0 0.0 0.0 0.0 Page6.1 '' � I D ej wj,..I nr i ti�S�Lc�r ���a-os= • I�e�o�6 FL�O► I IAU- Dri4D - r5 I¢SF ImPSr- LAG D =r0FSF L?JC_z5 PSF L p V a =4-vfv3r- r., n` L �• 2oo'F ��I I r.IGI n: c. LL! G r V �• L m. L=�7c �cg.t? Y' �• md c, •� (ra$o' C; c' to,►v' `3 O-H�c� !Sin-Po w tLJ tevc 9 2' 15 25 Ftina.t_ 25 ("` ?0 r So lit s' is zs s3'�4s' ! PT r_a4a Q 1zr5 Zof-5 t1'i 1020 /zoo pass, L 6, Algol: z4J 6oa i hl-, L= A! YZpo F z4' 3loa boo Fw,f.. UPPF� FLao,�. FBI-i,G, ' ® L x Qom' WALL. ffi I' �I �LvL PLao Ve ID. L;/A, W.4L I". 4! 4-o - Fti u.- I-Lmoue 16f 6 C) 7-*D I Ilk s 7,S Boo Lz 5' PZvoF zW 3b0 �n� c'-I:o,�'►4.5�-r ' FLtlor2 sal '� 2>� ti"A- Ia.10,L o*0 � 7Zo 12" 42 0.6' 4r5' i � (I � I ea,NT. o(= vl.x�VZ r-L o.rrt 'P^eAflAh-te, �Lao32 9,451 •7 �� r., n- QQ C 4001r- Lu tom' r' �•" 2ehOF U-` Fi-Ovid Levi ✓Zcor- 1' !'S zs F"✓- � C' I:Ji Lc ZI+$ Of F2ooF 'r�5' II2.5 LWLS C 11! rr- 'WALL, �+1+ 81 — Ftu L r-Lnove 50 F%4.44- Low 12e - ?x' 46 "7 s F.7'LGA-D 121 s 2025 c+21 Ro ISo P—12+-► $t4,'71 55 8e e-I'7+i' 4- 1`I,-7 fz L PrAxA- 75 sZoaF 2' 3d So �L L eir 1�1h c L s,I I 81 Fi,,w +n2 1,51 65 zd o 1 � Z! �p a wac c &0 s I IQga 1' !Jr 25 F-r.a.. 4- i di Got(/.�i(�}f. Ur��t2 FC ioot� 1-,feAn1l i�!!x �La�tC 'T,ZS� 77,S 3�� FwvL .00 .520 3r r ^ s�suF 6�3' 4�+5 c57s Fu,.t_ LU C M.a ifl�, F24r.� h1 G� �.i t�clA-tt 4' 40 p Fut-4. tall' F-= ifl 60 Z4-0 too I I I l f LOAD 1/lw-= cis +25)PSF x Z4' 96o P(Az z L MALL L-oAfls c r L�lrw _ 1 o PS F (B,l' 116,- Alf: Lc AD z r C c U(!F L 10-1.40 )psF x 41=Soo rvF V5 5-r6m WALL- „•, 4, �-•, c Alf _ 145'10CF x c g/,2I'x L/ z)' _ [Zq Pup u-1 U i V%1F 14-S PC f^ x e— Viz)'A L � 2)' 12°1 FL/r— QIb-r -t_ Lo,4D LIJ 61 =16 o pclr- r �aTlr..tGr Si�E _ 1�S.�a �l3'D-O lE'SF WFw,• _ liC/r 4 16130'toiF _ 0,134' s [D I�JSdi L Z000 )-nr- w/ ft)— 4 4- CoNIT, • Ta..l TEa2 i e s2 Fi��.�.�.!17�1 Ti c�-a.! WALL Lu>A•�ti Wwj = 1olnsF x t 8,1'+6.I'D T:�osA LmAi:� Utlg= CIO ©r Cr.1D�F"L'i g N LoAC_ X 2 := 95-S PY/l= v<!r 16 z —1-6-7 S -t-25 lD95 �t.tr lJ f�a x (01! TGr �/�// •.`�S�c+_ �•�C•u ,NSF '� 7 ti I , � � I S►.1TF TraV2.. CoQe, \A[4 L L- LmA-t7 - +QF'sl~ �,:. C gel'+At )� =1bz- P4P ��.&rrz. LcA—Z \AJ F f to +14-0-) f sr Y, (�a�-t"!D' O Put= � vela r 1.i G-r Ldr9-% � l45 Pe. .>C C'/Iz 7,.a(. ( 9r,21 » !ad) P cp rY3 t� o�� c ,q0nNc-I t z�ao r14s1: !�a F-� k i i F2)-.94- G.o�.l`f. V1 r; GC�EcIt l�r�nrc�l4�-ae, S���f-�'. . 1-�� ���' ; •- 25oa PSP x 4x C3,5"•+z--7V x 2,'75" r3 75tJ 7�tior i i I - - �� :f: � I Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description: Scope . Re¢ 0 4 - - --_ - UM:KW-0003603,Ver5.8.0,1-Dec-2003 General Timber Beam Page 1 (c)1883.2003 ENERCALC Enpineo6N$clhvare 11-162ear.Calcu�atione iDYii7S�!'J7�'7.1e Description 1 (RXN) General information man Section Name 3.125x10.5 Center Span 12,00ft .... .Lu 0.00 ft Beam Width 3.125 in Left Cantilever ft .....Lu 0100 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 1.150 Fv Allow 240.0 psl Beam End Fixity Pin-Pin Fe Allow 650.0psi E 1,800.0 ksi Full Length Uniform Loads Center DL 202.50#/ft ILL 337.50 #/ft Left Cantilever DL #/ft ILL #/ft Right Cantilever DL sift LL #/ft 5 Summary �- - �� --- Beam Deslgn OK Span=12.00ft,Beam Width=3.1251n x Depth=10.51n,Ends are Pin-Pin Max Stress Ratio 0.736 : 1 Maximum Moment 9.7 k-ft Maximum Shear*1.5 4.2 k Allowable 13.2 k-ft 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 Can>ber. @ Left 0,000 in Max @ Right Support 0.00 k-ft @ Center 0.261 In Max.M allow 13,21 Reactions... @ Right 0.000in fb 2,031.28 psi fv 126.79 psl 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 �Defilections ____ Center Span... Pea Load Total I-oad Left Cantilever... Dead Load Total Load Deflection -0.174 in -0.464 in Deflection 0.000 In 0.000 In ...Location 6,000 ft 6.000 ft ...Length/Deft 0.0 0.0 ...Length/Defl 827.1 310.16 Right Cantilever... Camber(using 1.9 D.L.Deft)... Deflection 0.000 In 0.000 In @ Center 0.261 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 57.422 in3 Area 32.813 iri2 Cv 1.000 Rb 0.000 CI 3239.999 Max Moment Sxx Redd Allowable fb @ Center 9.72 k-ft 42.26 in3 2.760.00 psi @ Left Support 0.00 k-ft 0.00 in3 2.760.00 psi @ Right Support 0.00 k-ft 0.00 In3 2,760.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.15 k 4.16 k Area Required 15.073 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 - - - t Y ;� I Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: CK 68ODC4 User-,KW-M03603.Vor 5.8.0,,-oec-2003 General Timber Beam Page (c)1983-2003ENERCALCEn2ineanngSo;twaro 1o2er,xCo::ul tiers Description 2 (RXN) rGeneral 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 Fc Allow 650.0 psi E 1,800.0 ksi Trapezoidal Loads v W1 #1 DL @ Left 90.00 #/ft LL 0 Left 150.00 Vft Start Loa 0.000 ft DL @ Right #/ft LL Right #/ft End Loa 17.000 ft #2 DL @ Left 90.00 #/ft LL @ Left 150.00 #/ft Start Loa 0.000 ft DL @ Right #/ft LL @ Right #/ft End Loc 17.000 ft Summary __ Beam Design OK Span=17.00ft,Beam Width=3.125in x Depth=12.1n,Ends are Pin-Pin 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 0.0001n Max @ Right Support 0.00 k-ft @ Center 0.3141n 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 2.72 k Fb 2,760.00 psi Fv 276.00 psi Right DL 0.51 k Max 1.36 k �efleci Ions Center Span... Dead Load Total Loso Left Cantilever... Dead Load Total Load Deflection -0.209 In -0.558 in Deflection 0.000 In 0.000 In ...Location 8.160 It 8.160 ft ...Length/Defl 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 0.3141n ...Length/Defl 0.0 0.0 @ Left 0.000 In @ Right 0,000In Stress Calcs Bending Analysis Ck 20.711 Le 0.000 ft Sxx 75.000 In3 Area 37.500 in2 CV 1.000 Rb 0.000 CI 2719.999 Max Moment Sxx Req'd Allowable fb @ Center 8.90 k-ft 38.691n3 2,760.00 psi @ Left Support 0.00 k-ft 0.00 in3 2,760.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,760.00 psi ShearAnalysls @ Left Support @ Right Support Design Shear 3.41 k 2.02 k Area Required 12.369 in2 7.322 in2 Fv:Allowable 276.00 pal 276.00 pal 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 �A� I I Title, Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Poor, 580004 - User.KW-W03003,vers.e.o,1•Doo•2003 General Timber Beam Page 1 W111083-2003 ENERCALC Engirwwng Sonware 11.162 eaw.Cetculatfona Description 3 (RXN) General Information Section Name 15.125x37.5 Center Span 45.00ft . ....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 660.0 psi E 1,800.0 ksl Ful!Length Uniform Loads Center DL 15.00 Nft LL 25.00 #Jft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads 01 DL @ Left 15.00 #fft LL @ Left 25.00 #/ft Start Loc 0.000 ft DL @ Right 15.00 #/ft LL @ 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 #/ft End Loc 33.000 ft #3 DL @ Left 15.00 #/ft LL @ Left 25.00 #M 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 1720.0lbs Ibs Ibs Ibs Ibs Ibs Live Load 2,025.0lbs 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.Wft,Beam Width=5.1251n x Depth=37.5in,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 Maio @ Right Support 0.00 Ot @ Center 0.407 in Max.M allow 228.43 Reactions... @ Right 0.000 In fb 889.23 psi tv 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... D©ad Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.271 in -0.724 In Deflection 0.000 in 0.000 in ...Location 23,580 ft 23.580 ft ...LengthlDefl 0.0 0.0 ...Length/Defl 1,989.2 745.96 Right Cantilever... Camber(using 1.6"D.L.Deft)... Deflection 0.000 in 0.000 In @ Center 0.407 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in C Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope r<ev: ee a User.KW-0603603,ver5.3.0,1-0ec-2003 Genera[ Timber Beam Page 2 ' (c)1983-2003 ENERCALC Englneerfng Software 11-162ermUculatlonss Description 3(RXN) Stress Calcs r Bending Analysis Ck 20.711 Le 0.000 ft Sxx 1,201.172 in3 Area 192.188 In2 Cv 0.827 Rb 0.000 Cl 4618.221 Max Moment Sxx Reg'd Allowable fo @ Center 89.01 k-ft 488.05 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 In3 2,282.05 pal Shear Analysis @ Left Support @ Right Support Design Shear 6.56 k 9.60 k Area Required 23.752 In2 34.782 In2 Fv:Allowable 278.00 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: ;Rev. 580004 user KW-0603603.Ver5.8.0,1-Dec•20o3 General Timber Beam Page 1 (c)t983.2003 ENERCALC E2ineer!N Software 11-182,eew,Calculallons Description 4 General Information Section Name 4xl0 Center Span 6.00 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 a 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 kai All Length Uniform Loads Center DL 360.00#/ft LL 600 00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL Wft LL #/ft ummary Beam Design OK Span=6.00ft,Beam Width=3.500in x Depth=9.251n,Ends are Pin-Pin 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 @ Left 2.88 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 2.88 It Max @ Left Support 0.00 k-ft Camber. @ Left 0.000 in Max @ Right Support 0.00 Vt @ Center 0,0521n Max.M allow 5.02 Reactions... @ Right 0.000ln fb 1,038.64 psi fv 99.28 psi Left DL 1.08 k Max 2.88 k Fb 1,207.50 psi Fv 195.60 psi Right DL 1.08 k Max 2.88 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Igtal Load Deflection -0.035In -0.093 In Deflection 0.000 in 0.000 In ...Location 3.000 ft 3.000 ft ...Length/Deft 0.0 0.0 ...Length/Deft 2,058.3 771.86 Right Cantilever... Camber(using 1.5"D.L.Defl)... Deflection 0.000 in 0.000 In @ Center 0.062 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 CI 2879.999 Max Moment Sxx Read Allowable`b @ Center 4,32 k-ft 42,93 in3 1,207.50 psi @ Left Support 0.00 k-ft 0.00ln3 1,207.50 psi @ Right Support 0.00 k-ft 0.00 Ina 1,207.60 psi Shear Analysis @ Left Support @ 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 288 k Bearing Length Req'd 1.317 in Max.Right Reaction 288 k Bearing Length Req'd 1.317 In Title: Job# Dsgnr: Date:12:14PM, 10 MAY 11 Description; Scope: Rev. 580004 User.KW-0603003•Ver5.8.0.1-Dea2003 General Timber Beam Page 1 (c)1993-2003 ENERCALC Englrteering Software 11-162.ecw•.Calwte{lons Description 4A General Information Section Name 4x8 Center Span 4.00 ft ..Lu 0.00 it Beam Width 3.500 in Left Cantilever ft .. . . .Lu 0.00 ft Beam Depth 7.250 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 1.150 Fv Allow 170.0 psi Beam land Flxlty Pin-Pin Fc Allow 625.0 psi E 1,300.0 ksi Full Length Uniform Loads Center DL 360.00#/ft ILL 600.00 #/ft Left Cantilever DL #/ft ILL #/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.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 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 0.0221n Max.M allow 3.34 Reactions... @ Right 0.0001n fb 751.43 psi fv 79.90 psi Left DL 0.72 k Max 1.92 k Fb 1,308.13 psi Fv 195.50 psi Right DL 0.72 k Max 1.92 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Taal Load Deflection -0.014 in -0,038 in Deflection 0,000 in 0.000 In ...Location 2.000 ft 2.000 ft ..,Length/Deft 0.0 0.0 ...Length/Defl 3,344.8 1,254.30 Right Cantilever... Camber(using 1.5 `D.L.Deft)... Deflection 0.000 In 0.000 In @ Center 0.022 In ...Length/Defl 0.0 0.0 C Left 0.000 In @ Right 0,000 in Stress Callas Bending Analysts 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 Rea'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 � � I I Title: Job# Dagnr: Date: 12:14PM, 10 MAY 11 Description Scope *Row 5WO04 - - User.KWOSO3fiO3,Ver5.8.0,1-eac-2003 General Timber Beam Page 1 (c)19834003 ENERCALC E,4no ing Sofbawa 11-1 fit.eav:Celculetians Description 5 General Information Section Name 6.126x13.5 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 Allow 240.0 psi Beam End Fixity Pln-Pin Fe Allow 650.0 psi E 1,800.0 ksi Full Length Uniform Loads Center DL 151.00#/ft LL 280.00 #/ft � Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft 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 4.6 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 0.00 k-ft at 16.000 ft @ Right 3.45 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000 In Max @ Right Support 0.00 k-ft @ Center 0.177 in Max.M allow 31.13 Reactions... @ Right 0.000in fb 11053J6 psi fv 64.59 psi Left DL 1.21 k Max 3.45k Fb 21400.00 psi Fv 240.00 psi Right DL 1.21 k Max 3.45 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Loaa Total Load Deflection -0.118 in -0.336 in Deflection 0.000 In 0.000 in ..,Location 8.000 ft 8.000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 1,631.0 571.42 Right Cantilever... Camber(using 1.5"D.L.Doff)... 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 4 Bending Analysis Ck 22.210 Le 0,000 ft Sxx 155.672 In3 Area 69.188 In2 Cv 1,000 Rb 0,000 Cl 3447.999 Max Mome 1 Sxx P,eo'd Allowable fp @ Center 13.79 k-ft 68.96 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 18.610 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 I i Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope 1 Rev: 580004 - -- use�fcw-oacasos,vers.so,1-oec•2oo3 ra General Timber Beam Page 1 (c} 983-io�3 ENERCAIC Engfnea�ng Sofhva 11-162 ecw:Cnlcu'a@ons , Description 6 General Information -- �e¢s•�� Section Name 5.125x13.5 Center Span 19.00 ft ...Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft ...Lu 0.00 ft Beam Depth 13,500 in Right Cantilever 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 Pln-Pin Fc Allow 650.0 psi E 1,800.0 ksi Full Length Uniform Loads Center DL 40.00#/ft LL #/ft Left Cantilever DL #Ift LL #Ift Right Cantilever DIL #/ft LL 0/ft Trapezoidal Loads -� #1 DL @ Left 60.00 #/ft LL @ Left 240.00 #/ft Start Loc 0.000 ft DL @ Right 60.00 #/ft LL @ Right 240.00 0/ft End Loc 11.000 ft #2 DL @ Left 75.00 #/ft LL @ Left 300.00 Ot Start Loc 11.000 ft DL @ Right 75.00 #/ft LL @ Right 300.00 Wit End Loc 19.000 ft Summary a Beam Design OK Span=19.00ft,Beam Width=5.125in x Depth=13,5in,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 9.880 It Shear. @ Left 3.36 k Max.Negative Moment -0.00 k-ft at-_19.000-ft @ Right -330-k 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 3.36k Fb 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 9,576ft 9.576 ft ...Length/Defl 0.0 0.0 ...Length/Deft 1,392.3 399.48 Right Cantilever... Camber(using 1.6`D.L.Defl)... Deflection 0.000 In 0.000 in @ Center 0.246 in ...Length/Defl 0.0 0.0 @ Left 0.000 In @ Right 0.000 in i 4 I Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 1 f Description: Scope: ov: 6W Uear,Kw-0B03603 Var5.f3.0,1-0ec•2CO3 Genera[ Timber Beam Page 2 (c)1963-2003 ENE CVA8LC Engineering Software 11•i62.ecw.Cakx latlons n Description 6 Stress Caics Bending Analysis Ck 22.210 Le 0.000 ft Sxx 155.672 In3 Area 69.188 in2 Cv 0.998 Rb 0.000 Cl 3350.314 Max Mornen Sm Rea'd Kowable it @ Center 16.57 k-ft 82.98 In3 2,395.76 psi @ Left Support 0.00 k-ft 0.00 In3 2,395.76 psl @ Right Support 0.00 k-ft 0.00 in3 2,396.76 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.49 k 4.89 k Area Required 18.716 in2 20,388 1n2 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 Req'd 1.112 In � It y 1 c. I Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Rev: 680004 --- - -- c1983--220003ENERCALCEngineeringVor g Software General Timber Beam Page 1 f i tt•192.rxCnlc.�nEisn J9ciK'.7�93}vP6t+ltlt -'�"f4"y`�---=- ',iY,dRlff-iyRFX�1 Description 7 General Information Section Name U10 Center Span 5.00 ft ... ..Lu 0.00 It Beam Width 3.500in Left Cantilever It .....Lu 0.00 ft Beam Depth 9.2501n Right Cantilever ft .....Lu 0.00 It Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 875.0 psi Load Dur.Factor 11000 FvAllow 170.0psi Beam End Fixity Pln-Pln Fc Allow 625.0 psi E 1,300,0 ksl Full Length Uniform Loads Center DL 88.00#M LL 28.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #M LL #Ift Trapezoidal Loads #1 DL @ Left 360.00 #At LL @ Left 600.00 #/ft Start Loc 0.000 ft DL @ Right 360.00 #Ift LL @ Right 600.00 #/ft End Loc 0.600 ft #2 DL @ Left 360.00 #At LL @ Left 600.00 #M Start Loc 4.500 ft DL @ Right 360.00 #Ift LL @ Right 600.00 #/ft End Loc 5.000 ft Point Loads Dead Load 720.0lbs 720.0lbs Ibs Ibs Ibs Ibs Iambs Live Load 1,200.0 ibs 1,200.0lbs Ibs Ibs Ibs Ibs Ibs ...distance 0.800 It 4.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft Summary Beam Design OK Span=5.00ft, Beam Width=3.5001n x Depth w 9.251n,Ends are Pln-Pin Max Stress Ratio 0.361 : 1 Maximum Moment 1.6 k-ft Maximum Shear 1.5 0.4 k Allowable 4.4 k-ft Allowable 5.5 k Max.Positive Moment 1.68 k-ft at 2.080 It Shear. @ Left 2.74 k Max.Negative Moment 0.00 k-ft at 5.000 ft @ 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 0.0001n fb 378.73 psi fv 11.62 pal 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 L Deflections Center Span... Dead Load Tot21 Load Lek Cantllevor... Dead Load o2 I Load Deflection -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/Deff 4,953.7 2,243.91 Right Cantilever... Camber(using 1.5"Q.L.Doff)... Deflection 0.000 In 0.000 in @ Center 0.0181n ...Length/Deft 0.0 0.0 @ Left 0.000 In @ Right 0.000 In Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: aev saox� Us0 6.8.01-0002003 General Timber Beam Page 2 (c)1993-2903 ENEHCALC Enpineering 8o(Iware 11-162,ecw;Calm&flcros Description 7 Stress Caics Bending Analysis Ck 31.260 Le 0.000 ft Sxx 49.911 M3 Area 32.375 1n2 Cf 1.200 Rb 0.000 CI 2737.040 Max Nome.24 Srx Req'd Allowable fb ®Center 1.58 k-ft 18.00 In3 1,050.00 pal •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 0.38 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 Bearing Length Req'd 1.252 In Title: Job# Dagnr: Date: 12:1413M, 10 MAY 11 Description Scope: Rev: 5600D4 -- user KW-0603603,Ver5.8.0.I-Dec-2003 General Timber Beam Page 1 (c)1903-2003 ENERCALC Eng neering Softwe 11.162 eaecalmisilons Description 8 General Information Section Name 3.125x10.5 Center Span 11.50 ft .. . ..Lu 0.00 ft Beam Width 3.125 in Left Cantilever ft Lu 0.00 ft Beam Depth 10.800 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 1,000 Fv Allow 240.0 psi Beam End Fixity PIn-Pin Fc Allow 650.0 psi E 1,800.0 ksl Full Length Uniform Loads Center DL 175.50#/ft LL 378.00 #/ft Left Cantilever DL #/ft LL Wit Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=11.50ft,Beam Width=3.125in 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 0.0001n lb, 1,912.17 psi fV 123.38 psi Left DL 1.01 k Max 3.18 k Fb 2,400,00 psi Fv 240.00 psi Right DL 1.01 k Max 3.18 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Uoad Total Load Deflection -0,127 in -0.401 In Deflection 0.000 in 0.000 in .,.Location 5.750 It 5.750 ft ...Length/Defl 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 Bending Analysis Ck 22.210 Le 0.000 ft Sxx 57.422 in3 Area 32.813 In2 CV 1000 Rb 0.000 Cl 3182,624 Max Moment A lmwible fb @ Center 9.15 k-ft 45.75 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 4.05 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: Rev: 68OW4 L. IJeerKW-06038+�3,Vor5.8.0,1-Daa2W3 General Timber Beam Page 1 (C)1983.2003 ENERCP.LC Eng needng Soitwr:n% 11-Mecw;Calculadone u�arc.�;estsa�r:c Description 9 General Information Section Name 4x10 Center Span 8.30 ft Lu 0.00 ft Beam Width 3.500 In Left Cantilever ft Lu 0.00 ft Beam Depth 9.250In 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 kai Full Length Uniform Loads Center DL 17 1.00#/f. LL 290.00 #!ft Left Cantilever DL #/ft LL 0/ft Right Cantilever DL #/lt LL #/ft Summary i Beam Design OK Span=8.30ft,Beam Width=3.500in 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 4.4 k-ft Allowable 5.5 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 It @ Right 1.91 It Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 In Max @ Right Support 0.00 k-ft @ Center 0,091 in Max,M allow 4.37 Reactions... @ Right 0.000 in fb 964.44 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... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.061 In -0.164 in Deflection 0.000 in 0.000 In ...Location 4.150 ft 4.150 it ...Length/Deft 0.0 0.0 ...Length/Deft 11636.9 607.20 Right Cantilever... Camber(using 1.5•D.L.DO)... 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 L Stress CaIcs Bending Analysis Ck 31.260 Le 0,000 ft Sxx 49.911 In3 Area 32.375 In2 Cf 1.200 Rb 0.000 CI 1913.149 Max Moment Sxx Req'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 0,00 In3 1,050.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.34 k 2.34 k Area Required 13.776 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 1; 1*1 Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: .Rev: 580004 - Wer:KWo803803,Ver8.8.0,1-Dec-2003 General Timber Beam Page (c)1883.2003 ENERCALC Engineering Software 11-1N1.env:Calcwei ors . as.�aaysai�svna�s�t Description 10 Sam General information Section Name 2-2x10 Center Span 6.00 it .....Lu 0.00 It Beam Width 3.000 in Left Cantilever it .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 900.0 psi Load Dur.Factor 1.000 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi 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 #/ft Trapezoidal Loads v e� 01 DL @ Left 298.00 #/it LL @ Left 378.00 #/ft Start Loc 0.000 ft DL @ Right 298.00 #/ft LL @ Right 378.00 *(it End Loc 4.400 ft #2 DL @ Left 15.00 #/ft LL @ Left 25.00 #/ft Start Loc 4.400 ft DL @ Right 15.00 Vt LL @ Right 25.00 #/ft End Loc 6.000 it Summary Beam Design OK Spam-6.00ft,Beam Width=3.0001n x Depth=9.251n,Ends are Pin-Pin Max Stress Ratio 0.801 : 1 Maximum Moment 2.8 k-ft Maximum Shear 1.5 2.2 k Allowable 3.5 k-ft Allowable 6.0 k Max,Positive Moment 2.83 k-ft at 2.808 It Shear. @ Left 2.01 k Max.Negative Moment 0.00 k-ft at 0,000 it @ 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 0,000 in fb 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 L Deflections Center Span... Dead Load Total Load Left Canti(ever... Dead Load I Load Deflection -0.025In -0.056 In Deflection 0.000 in 0.000 In ...Location 2.928 It 2.928 ft ...Length/Deft 0.0 0.0 ...Length/Deft 2.926.3 1,275.38 Right Cantilever... Camber(using 1.5*D.L.Deft)... Deflection 0.000 In 0.000 In @ Center 0.037 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 In i '�� Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Descrlptlon Scope: -Rev: 680004 179ertKW-0603603.Ver58.D.1-Dec-2D03 General Timber Beam Page 2 (a)1963.2003 ENERCALC ENVoerno software 11.162.samCelcula0ons Description 10 Stress Calm Bending Analysis Ck 34.195 Le 0.000 It Sxx 42.781 In3 Area 27,750 In2 Cf 1.100 Rb 0.000 CI 2012.319 Max Moment Sxx Reo'd Allowable fb @ Center 2.83 k-ft 34.28 In3 990.00 psi C 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 Q 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 Title: Job 0 Dsgnr: Date: 12:14PM, 10 MAY 11 Description: Scope: Rev 580004 U5 er.KW-0803909,Ver5.8.0,1.0eo-2003 General Timber Beam Page 1 (01983-2003 ENERCALC Ervineering Sortware 11.182.om.Calculations Description 11 General Information Section Name 5.125x22.5 Center Span 21.50 ft .....Lu 0,00 ft Beam Width 5.1251n Left Cantilever ft .,...Lu 0.00 ft Beam Depth 22.600 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 1.000 Fv Allow 240.0 pal Beam End Flxity Pin-Pln Fe 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 Trapezoldal Loads #1 DL @ Left 112.50 #Jft LL @ Left 187.50 #/ft Start Loc 1.200 ft DL @ Right 112.50 #/ft LL @ Right 187.50 #Jft End Loc 2.700 ft #2 DL @ Left 112.50 #Jft 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 Wit 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 Wit LL @ Left 125.00 #Jft Start Loc 14.700 ft DL @ Right 75.00 #/ft LL @ Right 125.00 #/ft End Loc 21.500 ft Point Loads Dead Load 2,09 .01 s 113.0 Ibs 113.0lbs 13.0 Ibs 113.0lbs 143.0 Ibs 143.0t1bs Live Load 3,158.0 Ibs_ 188.0lbs 188.0lbs 188.0lbs 188.0lbs 238.0 Ibs 238.Olbs ...dist6rice 1,200 ft 7,700 ft 2.700 it 4.700 ft 9.700 ft 12.700 ft 14.700ft MEN 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 66.82 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 0.000 In Max @ Right Support 0.00 k-ft @ Center 0.285In Max.M allow 81.02 Reactions... @ Right 0,0001n fb 11576.74 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 Tcta'Load Left Cantilever... Dead Load Total Loa Deflecfion -0.190 in -0,543 in Deflection 0.000 in 0.000 in ...Location 10.578 ft 10.864 ft ...Length/Deft 0.0 0.0 ...Length/Defl 1,356.6 474.98 Right Cantilever... Camber(using 1.5"D.L.Deft)... 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 _ _ _ l I Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Rev! oon - M. Page 2 User.KW-080°..803,Ver8.8.0.I-Dec-2003 General Timber Beam c)1983.2003 ENERCALC Engineering SoRwwn t-t82sc,vCascu sNons Description 11 Stress Caics Bending Analysis Ck 22.210 Le 0.000 ft Sxx 432.422 In3 Area 116.313 in2 Cv 0,937 Rb 0.000 CI Max Moment Sxx Read Allowable fb @ Center 56.82 k-ft 303,23 In3 2,248.48 psi @ Left Support 0.00 k-ft 0.00 1n3 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 1n2 Pv: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. a9v; 600004 - -- usec�cvvoea3sp3,Vor5.8.0.1-Dao-2o03 Genera[ Timber Beam Page 1 (c)1983.2003 ENERCAI C Enginaarinp Saftwe 11-162.ecw:Ce1cWaOone Description 12 FG-merai Information Section Name 3.125x12 Center Span 16.00 R 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 Glul-am Douglas Fir,24F-V4 Flo Base Allow 2,400.0 psi Load Dur.Factor 1.150 Fv Allow 240.0 pal Beam End Fixity Pin-Pin Fe Allow 650.0 psi E 1,800.0 ksf Full Length Uniform Loads Center DL 112.50#/ft LL 187.50 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/R Summary Beam Design OK Span=16.00ft,Beam Width=3.125in x Depth=12.1n,Ends are Pin-Pin Max Stress Ratio 0.657 : 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 0.00k-ft at 0.000 ft @Right 2.40k Max @ Left Support 0.00 k-ft Camber: @ Left 0.0001n Max @ Right Support 0.00 k-ft @ Center 0.3071n Max.M allow 17.25 Reactions... @ Right 0.000 in fb 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 LDeflections Center Span... Dea L d To I 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.Defl)... Deflection 0;000 in 0.000 In @ Center 0.307 In ...Length/Defl 0,0 0.0 @ Left 0.000 In @ Right 0.000 In Stress Gales -- Bending Analysis Ck 20,711 Le 0.000 ft Sxx 75.000 In3 Area 37.500 In2 Cv 1.000 Rb 0.000 CI 2399.999 Max Moment Sxx Read Allowable fb @ Center 9.60 k-ft 41.74 In3 2,760,00 psi @ Left Support 0.00 k-ft 0.00 IQ 2,760.00 psi @ Right Support 0.00 k-ft 0.00 In3 21760.00 psi ShearAnalysls @ 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 A82 In Max.Right Reaction 2.40 k Bearing Length Req'd 1.182 in t � r 1 � � I Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Rev: SSM04 ---' User.K`VV-0803603.Ver5.8.0,1.Oec-2003 General Timber Beam Page 1 (01983-2003 ENERCALC Engineering 9onware 11-162.acw Cafwiaitcns Description 13 General Information Section Name 4x10 Center Span 17,00 ft ,....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....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 1,360.0 psi Load Dur.Factor 1.150 Fv Allow 170.0 psi Beam End Fixity Pln-Pln Fc Allow 625.0 psi E 1,600.0 ksl Full Length Uniform Loads Center DL 45 00#/ft LL 76.00 #/ft Left Cantilever DL #/it LL #In Right Cantilever DL #Jft LL #/ft Summary Beam Design OK Span=17.00ft,Beam Width=3.5001n x Depth=9.251n,Ends are Pin-Pin Max Stress Ratio 0.659 : 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: @ Lef. 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 iv 43.10 psi Left DL 0.38 k Max 1.02k Fb 1,863.00 psi Fv 195.50 psi Right DL 0.38 k Max 1.02 k Deflections Center Span... Dead oad Total Load Left Cantilever... Dead Load Total Load Deflection -0.229 in -0.811 in Deflection 0.000 In 0.000 in ...Location 8.500 ft 8.500 ft ...LengthlDefl 0.0 0.0 ...Length/Deft 891.D 334.13 Right Cantilever... Camber(using 1.5" D.L.Deft)... ' Deflection 0.000 in 0.000 in @ Center 0.343 in ...Length/Defl 0.0 0.0 @ Left 0.000 In @ Right 0.000 In Stress Calcs Banding Analysis Ck 26.035 Le 0.000 ft Sxx 49.911 In3 Area 32.375 In2 Cf 1.200 Rb 0.000 CI 1020.000 Max Moment Sxx Read Allowable rh Q 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 D.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 i i Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope Rev. 660004 User.Kw40803603,Vsr 5,8.0,1-0ec-2003 Page 1 (c)1983-2003ENERCALCEnginsertr$SeRwAr© General Timber Beam 1 1-162.ecw.Calculations -�411 C "�.6i7SPiS�6lS�Li'SLl.�G4iSl�AV Description 14 General Information 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 ft Member Type Sawn Douglas Fit-Larch, No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 170.0 psi Beam End Fixity Pin-Pln FcAllow 625.0 psi E 1,300,0 ksi Full Length Uniform Loads Center DL 176.00#/ft LL 310.00 #/ft Left Cantilever DL #/ft LL #/ft Right Canliiever DL #/ft LL #A Summary ----- Beam Design OK Span=6.00ft,Beam Width=3.5001n x Depth-9.251n,Ends are Pin-Pin Max Stress Ratio 0.501 : 1 Maximum Moment 2.2 k-ft Maximum Shear* 1.5 1.e 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 0.09 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 0.000 in 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 rD@fl@CtIOnS 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/Defl 0.0 0.0 ...Length/Defl 4,210.2 1,524.67 Right Cantilever... Camber(using 1.5"D.L.Deft)... Deflection 0.000 In 0.000 in @ Center 0.026 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 0.000 Cl 1457.999 WX Moment Sxx Req'd 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 l / . Title Job# Dsgnr. Date: 12:14PM, 10 MAY 11 Description Scope Rev 580004 - - Page 1 User.KW-0603803,Ver5.80,!-Dae-=3 General Timber Beam(c)19P.3 2003 F.NEFtCALC ErOnearina SWlwaro t!-?82.ecwCelcu'atic�a Description 15 General Information Section Name 4x8 Center Span 3.00ft ..Lu 0.00 ft Beam Width 3.5001n Left Cantilever ft ... ..Lu 0.00 ft Beam Depth 7.2501n Right Cantilever ft Lu 0.00 ft MemberType Sawn Douglas Fir-Larch,No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 170.0 psi Beam End Flxlty Pin-Pin Fc Allow 625.0 psi E 1,300.0 ksl Full Length Uniform Loads Center DL 196.00#ift LL 355.00 Wft Left Cantilever DL #/it LL #/ft Right Cantilever DL Vft LL #/ft Summary - - - - Beam Design OK Span=3.00ft,Beam Width=3.5001n 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.Positive 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 @ Rlght 0.83 k Max @ Left Support 0.00 k-ft Camber @ Left 0.00GIn 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 psl Left DL 0.29 k Max 0.83 k Fb 1,137.50 psi Fv 170.00 psi Right DL 0.29 k-,„ - Max 0.83 k Deflections Center Span... Dead Load To al Load Left Cantilever... Dead Load Total Load~ 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/Deft 14,562.4 5,180.11 Right Cantilever... Camber(using 1,5*D.L.Deft)... Deflection 0.000 In 0.000 in @ Center 0.004 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 30.661 in3 Area 25.375 in2 Cr 1.300 Rb 0.000 Cl 826.500 Max Moment Sxx Req'd Allowable fb @ Center 0.62 k-ft 6,54 in3 1,137.50 psl @ Left Support 0.00 k-ft 0.00 in3 1,137.50 psl @ Right Support 0.00 k-ft 0.00 in3 1,137.50 psl 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 psi 170,00 psl 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 Rer 500004 - - Ueer.KW o6Q3603 Ver 5.8.0,1-Dec-2003 Page 1 (c)1883-2003ENEf�CALCEngineeringSoftere General Timber Beam 11-182.eow:Caiculellone ��>•Ilne'Ifae�araoeaeer�c-sssas�a��aa. � „ Description 16. General Information Section Name Prllm:3.5x9.25 Center Span 8.50ft , ....Lu 0.00 It Beam Width 3.500 in Left Cantilever ft ,..,.Lu 0.00 ft Beam Depth 9.250 in Right Cantilever It .,.Lu 0.00 ft MemberType Manuf/So.Plne Truss Joist-MacMillan,Parallam 2.0E Flo Base Allow 2,900.0 psi Load Dur.Factor 1.000 Fv Allow 290.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi E 2,000.0 ksl LFull Length Uniform Loads Center DL 77.50#/ft LL 310.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads #1 DL®Left 80.00 #/ft LL @ Left 320.00 #/ft Start Loc 0.000 ft DL®Right 80.00 #/ft LL®Right 320.00 #/ft End Loc 3.000 ft #2 DL®Left 70.00 #/ft LL @ Left 280.00 #/ft Start Loc 3.000 ft DL®Right 70.00 #/ft LL @ Right 280.00 #/ft End Loc 8.500 ft Summary Beam Design OK Span=8.50ft,Beam Width=3.500in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0.562 : 1 Maximum Moment 6.8 k-ft Maximum Shear* 1.6 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.Negattve.Mpment 0.00k-ft at 0.000 ft Q Right 3.16k Max Q 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 0,0001n fb 1,628.53 psi fV 123.66 psi Left DL 0.65 k Max 3.26k Flo 2,900.00 psi Fv 290.O0 psi Right DL 0.63 k Max 3.16 k Deflections Center Span... Dead Load o i Load Left Cantilever... Dead Load tal Load Deflection -0,038 in -0.191 In Deflection 0.000 In 0.000 In ...Location 4.250 It 4.250 It ...Length/Defl 0.0 0.0 ...Length/Defl 2,668.7 533.75 Right Cantilever... Camber(using 1.5*D.L.Deft)... Deflection 0.000 in 0.000 In ®Center 0.0571n ...Length/Defl 0.0 0.0 Left 0.000 In Q Right 0.000 in ■ � � - � i� Title; Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope; Roy: 580004 Usar,icw-06o3603 Vor6.8n 1.eying o General Timber Beam Page 2 (c11983-2003 ENEF�CAIC Engineering Sofivars 11.16ZocrCulcu�t'oiu Description 16 j Stress Calcs Bending Analysis Ck 21.298 Le 0.000 It Sxx 49.911 10 Area 32.375 1n2 Cf 1.000 Rb 0.000 Cl 3257.903 Max mor-ent Sxx Req'd Allowable fb •Center 6.77 k-ft 28.03 ln3 2,900.00 psi @ Left Support 0.00 k-ft 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 ln2 13.496 ln2 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 R Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope Rev: SM4 user:KW-0603603.Vors.9.0.1.00o-2003 General Timber Beam Page 1 (c)1903-2003 ENERCALC Engfrmering Software 11-162.ecwCalr-e apone Description 17 General Information Section Name 4xl0 Center Span 10.00ft ., .. . .Lu 0.00 ft Beam Width 3.5Q0 in Left Cantilever It 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 1.150 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 192.5 #/ft Left Cantilever DL #/ft LL #lit 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.o k-ft Allowable 6.3 k Max.Positive Moment 3.85k-ft at 5.000 ft Shear. @ Left 1.54k Max.Negative Moment 0.00k-ft at 10.000 ft @ Right 1.54k 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... @ Right 0.000 in fb 925.64 psi fv 60.51 psi Left DL 0.58 k Max 1.54k Fb 1,207.50 psi Fv 195.50 psi Right DL 0.58 k Max 1.54 k Deflections _ Center Span... pead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.0871n -0.2311n Deflection 0.000 In 0.000 In ...Location 5.000 ft 5.000 ft ...Length/Deft 0.0 0.0 ,..Length/Defl 1,385.7 519.65 Right Cantilever... Camber(using 1.5 D.L.Deft)... 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 Cales 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 Srx Reo'd Allowable fb @ Center 3.85 k-ft 38.26 in3 1,207.60 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 Raq'd 0.704 In Max.Right Reaction 1.54 k Bearing Length Req'd 0.704 In it it 1 Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope Rer. 5 04 - (,,i 68WZ3803.Var8.8.0,1-Dec-2CO3 General Timber Beam Page 1 (c)18834003 ENERCALC Enfl"edng software 1-182 ecw•Calculallone 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 It 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-Pln Fc Allow 625.0 psi E 1,300.0 ksi Full Length Uniform Loads Zm 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 0.63 k 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 fv 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 Total Load Left Cantilever.., Dead Low 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 ...Length/Deft 2,848.3 1,068.11 Right Cantilever... Camber I using 1.6*D.L.Defl)... Deflection 0.000 In 0.000 In @ Center 0.032 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 17.646 1n3 Area 19.250 In2 Cf 1.300 Rb 0.000 Cl 630.000 Max Moment Sxx Req'd Allowable fb @ Center 0.79 k-ft 7.22 in3 1,308.13 pal @ 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 0.78 k 0.78 k Area Required 3.983 M2 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.Right Reaction 0.63 k Bearing Length Req'd 0.288 In I I Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description: Scope Rev. 580004 user Kw-0603603,ver&&O,1-Dec-2003 General Timber Beam Page 1 (c)1983-2003 ENERCALC Engineering Software 11-102.ww.Calaulallons 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 Fe Allow 625.0 psi E 1,300.0 kst Full Length Uniform Loads Center DL 100.00#/ft LL 400.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #At 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 O,000In fb 240.43psi fv 28.54psi LeftDL 0.20 k Max 1,Ook Fb 1,050.00 psi Fv 170.00 psi Right_DL 0,20 k Max 1.00 k Deflections Center Span... Dead Load Total Load Left Can lever... pea;Load Total Load Deflection -0.002 in -0.010 In Deflection 0.000 in 0.000 In ,..Location 2.000 ft 2.000 R ...Length/Defl 0.0 0.0 ...Length/Defl 25,008.4 5,001.67 Right Cantilever... Camber(using 1.5*D.L.Deft)... 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 Banding Analysis Ck 31,260 Le 0.000-ft Sxx 49.911 in3 Area 32,376 ln2 Cf 1.200 Rb 0.000 CI 1000.000 Max Moment Sxx Regd Allowable fb @ Center 1.00 k-ft 11.43 in3 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 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 � - - - - - - I Title: Job# Dagnr: Date: 12;1413M, 10 MAY 11 Description: Scope: - Rev: 56000A Ufar.KW-0603603 for5.6.0,1-Dec-2003 General Timber Beam Page 1 (cIt063.20G3 ENEEfCAI.0 EnGlrteedg Software 11-162.ocw:Calculallon3 xra�aae-a�a�s�ces ' Description 20 General Information j Section Name 4x10 Center Span 4.00 ft .. ..Lu 0.00 It Beam Width 3.500 in Left Cantilever It Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft Lu b.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 Pln-Pin Fc Allow 625.0 psl E 1,300.0 ksl Full Length Uniform Loads Center DL 149.00#/ft LL 436.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/tt .�, urSummary - - nni,.� Beam Design OK Span=4.00ft,Beam Width=3.500In x Depth=9.251n,Ends are Pln-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 1.17 k-ft at 2.000 ft Shear: @ Left 1.17 k Max.Negative Moment 0.00 k-ft at 0,000 ft @ Right 1.17 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.0041n Max.M allow 4.37 Reactions... @ Right 0.000 in tb 281.30 psi fv 33.39 psi Left DL 0.30 k Max 1.17 k Fb 1,050.00 psi Fv 170.00 psl Right DL 0.30 k Max 1.17 k --�-`�-- Center Span... Dead Load Total Load Left CanUlever... Deaa 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 Stress Calcs Bending Analysis Ck 31.260 Le 01000 ft Sxx 49.911 In3 Area •32.375 in2 Cf 1.200 Rb 0.000 Cl 1170.000 Max Moment Sxx Read Allowa¢te fo @ Center 1.17 k-ft 13.37 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 1.08 k 1.08 k Area Required 6.359 in2 6.359 In2 Fv:Allowable 170.00 psi 170.00 psi Bearing @ Supports Max.Left Reaction 1.17 k Bearing Length Req'd 0.535 in Max.Right Reaction 1.17 k Bearing Length Req'd 0.635 in Title; Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Rev: 580004 "- User.KW-0603603,Vw5.8.0,,-0ec_2003 General Timber Beam Page 1 (c)t 983.2003 ENERCALC Engineering Software 11•162.eew CaJcuiatluna Description 21 � General Information Section Name 4x10 Center Span 4.00 ft Lu 0.00 ft Beam Width 3,500In Left Cantilever It .. ...Lu 0.00 ft Beam Depth 9.250 in Right Cantilever It .. . . .Lu 0.00 ft Member Type Sawn Douglas Flr-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 525.0 psi E 1,300.0 ksl Full Length Uniform Loads Center DL 322.00#/ft LL 640.00 #/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-9.251n,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 It 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 0.009in Max.M allow 4.37 Reactions... @ Right 0.000in fb 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 Center Span.., Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.006 In -0.018 in Deflection 0.000 In 0.000 In ...Location 2.000 ft 2.000 ft ..LongthVefl 0.0 010 ...Length/Deft 7,766.6 2,599.62 Right Cantilever... Camber(using 1.5"D.L.Deft)... 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 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 1923.999 flax Momerl Sxx Rea'd Allo,wit16 fb @ Center 1.92 k-ft 21.99 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 1.78 k 1.78 k Area Required 10.458 in2 10.468 in2 Fv:Allowable 170.00 pst 170.00 psi Bearing @ Supports Max.Left Reactlon 1.92 k Bearing Length Req'd 0.880 in Max.Right Reaction 1.92 k Bearing Length Req'd 0,880 in ., J ■ �z i i Title: Job# Dsgnr: Date: 12:15PM, 10 MAY 11 Description Scope Rev. 680004 User.KW-0603603 Ver5.8.0,1-Dec-2003 General Timber Beam Page 1 (0)1863.2003 ENEffCALC Engineering Software 11-162.scveCaiculatlons Description Floor Joist Above(2)-Car Garage General Information Section Name 2-2xl0 Center Span 17.50 ft Lu 0.00 ft Beam Width 3.000 in Left Cantlfever 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 1,000.0psI 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 t 3.50#/ft LL 53.50 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=17.50ft,Beam Width=3.000in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0.569 : 1 Maximum Moment 2.6 k-ft Maximum Shear* 1.5 0.8 k Allowable 4.5,k-ft Allowable 5.0 k Max.Positive Moment 2.56 k-ft at 8.750 It Shear: @ Left 0.59 k Max.Negative Moment 0.00 k-ft at 0,000 ft @ Right 0.59 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.0001n Max @ Right Support 0.00 k-ft @ Center 0.127in Max.M allow 4.51 Reactions... @ Right 0.0001n fb 719.43 psi tv 28.90 psi Left DL 0.12 k Max 0.59 k Fb 1,265.00 psi Fv 180.00 psi Right DL 0.12 k Max 0.59 k Deflections Center Span.., Dead Load Total Load Left Cantilever... Dead Load Total Loa Deflection -0.085In -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 1.6°D.L.Defl)... Deflection 0.000 In 0.000 in 0,Center 0.127 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 In Stress Calcs 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 Rm'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 4.455 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 J I I Title: Job# Dsgnr: Date: 12:15PM, 10 MAY 11 Description Scope: Rev. 560004 - UaerKW-0803803,Vur8.8.U,tIJac-2003 General Timber Beam Page 1 (.1163.2003 ENERCALC Engineering Software 11-162 ecw.Calcufa1iDM Description Main Floor Joist l General Information Sectlon Name 2x10 Center Span 12.50 ft .....Lu 0.00 ft Beam Width 1.5001n Left Cantilever ft ...Lu 0.00 ft Beam Depth 9.260 in Right Cantilever ft . .,Lu 0.00 ft Member Type Sawn Hem Fir,No.2 Fb Base Allow 850.0 psi Load Dur.Factor 1,000 Fv Allow 150.0PSI Beam End Fixity Pin-Pin Fc Allow 405.0 psi Repetitive Member E 1,300.0 ksl Full Length Uniform Loads Center DL 13.50#/it ILL 53.50 #/ft Left Cantilever DL #/ft ILL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=12.50ft,Beam Width=1.5001n x Depth-9.251n,Ends are Pln-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 @ Right 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 0.0001n 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 o a d Left Cantilever... Dead Load Iota 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/Defi 21601.5 524.18 Right Cantilever... Camber(using 1.5*D.L.Deft)... Deflection 0.000 in 0.000 in @ Center 0.086 In ..,Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 In Stress Calcs J u Bending Analysis Ck 31.716 Le 0.000 ft Sxx 21.391 ln3 Area 13.875 In2 Cf 1.100 Rb 0.000 CI 418.750 Max Moment Sn Req'd �Ilowable fb @ Center 1.31 k-ft 14.60 in3 1,075.25 psi @ Left Support 0.00 k-ft 0.00 in3 1,076.25 psi @ Right Support 0.00 k-ft 0.00 In3 1,075.25 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.55 k 0.55 k 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 0.689 in Max.Right Reaction 0.42 k Bearing Length Req'd 0.689 in I CA L7 V J p C �� 9' N W N y O vl (D R tT o O d fD y C j 07 o Dfn 7 � 3 m � � 3 m w s � o am w CL = r Nam C ° o w � N .« 12. ° W wa w � cnco r" ���v [V �ZI p .D fp O U" a k y r, l a p M a x fD 3 0 � QO Z,x RO 2 D m ° �. w y _ �� ul y o y b N c N S'cnn �1 Z -n .may.. N j E Ul 4h- (v = Off. C r .N !A fD d' 0 G1 0 � a(n O Z r m �__> m -r� v vyi o a O °1ID r O p o O mOG� tqn �_ ° °� � c :.1 � Q � � m Nam � � z m ^ C =� Cr O 7 � I' m �C�Q -ap `/ . "V �A O �, N p r, •yw ,��1 p W O w m O x C y !p °, 1 7 Vi cn Q. O. C p 'C1 fn ,� �{ul a O p- �, y p, M n O v 0@ N W g p N'v w a \ N y' o N C O `N l7 N N Q N C Z � y c cirla ?: mQ ID � aw � m a6 � y0 co cocn or a a c = z a o D Q b ° V p ('gyp -, 7 p xx tr lW rt m n m 0 -ti .0 OSD P- � r" m _ rt (n o O a• fD (J) a 3ID N N (DD C3 G) 9 a � = Ro G m �we 0 o n n � pa d spy O 6�� v m rL 0 a zz 0 0@ D � t a -iO 'C Fm w ° CD - v Z VZ r Q. 00 � -Tir �D w Cn X m w � y r i Cn CP -0 rn � Z m N A � 0 m � Zm a a m -u CD n Q � � m a z0 n 0 Z .. 00 w D D OQ R"Lm Do a x � o bD r V r po 09 W O v;qD vi w x "� p Z yrm(n CDo DmD # m ..ni a = Z -0 � O O w r m s N rn o O � N � - - - - - i M1 REED & ASSOCIATES, PS Civil&Structural Engineering 8311 212th St.SW,Edmonds,WA 98026 ' Office(425)778-2793 Fax(425)775-2073 General Structural Notes—Unless Noted Otherwise- GENERA 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 Pc=2600 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 13 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 GRADE 40,IN ACCORDANCE WITH ASTM A-615. 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) 241F-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 STURD-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, Iw= 1.0 WIND EXPOSURE, B SEISIMIC DESIGN CRITERIA: IMPORTANCE, Is= 1.0 SS= 1.25 Site Class, D 51 =0.40 SEISMIC DESIGN CAT., D SDs= 0.83 SETS. FORCE RES. SYS, A.13. SDI =0.43 DESIGN BASE SHEAR= 10613 lbs Cs=0.13 SIMPLIFIED METHOD R=6.5 I SHEARWALL PER PLAN TIGHT FIT S❑LID BLK'G BOUNDARY NAILS PER PLAN ROOF SHEATHING PER PLAN R❑❑F FRAMING PER PLAN 2x LEDGER (❑R kOOF TRUSS) W/ (2)-16cd EA, STUD TRUSSES OR RAFTERS PARALLEL TO WALL SHEARWALL PER PLAN SHEARW ALL 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 �R❑❑+= SHEATHING PER PLAN TRUSS (MONO) PER PLAN ROOF FRAMING PER PLAN 2x LEDGER W/ 2x C❑NTINU❑US LED C3) LED EA, STUD —SOLID 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 ��1 i .: i BOUNDARY NAILS PER PLAN SHEATHING PER PLAN-----,,, MANUFACTURE TRUSS PER PLAN A35 PER SW SCHEDULE TOP PLATE`. 16d PER SW SCHEDULE CONNECTION BASE PLATE CONN. 16ol PER SW SCHEDULE EASE PLATE CONN, 2x .AS REQ'D (2x12 MAX) SHEAR WALL PER PLAN ROOF DIAPHRAGM TO INTERI❑R SHEARWALL SCALEi NTS SECTION VIEW SW, PER SCHED, 16ol BASE PLATE 8of PER SW. SCHED, NAILING PER SW, SCHED, EDGE NAILING FLR, SHEATHING (3)-10d @ JOIST PER PLAN & DIAPHRAGM 2x JOIST DOUBLE JOIST 2x BLOCKING PER PLAN NAILED w/16ol @ SHEAR WALL @ 12"❑,C, STAG`D @ 24"O,C, NOTE : FOR FLOOR DIAPHRAGM NAILING SEE STRUCTURAL NOTES 3 SHEARWALL PARALLEL W/FLOOR JOIST SCALE, NTS SECTION VIEW SW, PER SCHED,--N- 16d BASE PLATE 8d PER SW, SCHED, NAILING PER SW, SCHED, EDGE NAILING FLR, SHEATHING 2x BLK'G w/(3)-16d PER PLAN INTO J❑IST ,-2x J❑IST S❑LID BLK'G PER PLAN @ SHEARWALL NOTE: FOR FLOOR DIAPHRAGM NAILING SEE STRUCTURAL NOTES q SHEARWALL PERPENDICULAR W/FLOOR JOIST SCALES NTS SECTION VIEW FLR, SHEATHING PER PLAN FLR, DIAPHRAGM 2x S❑LID BLK'G EDGE NAILING @ SHEAR WALL @ 24"❑,C, (3)-10d @ J❑IST & DIAPHRAGM - _ 1 i A35 PER SW SCHED, 8d PER SW, SCHED, EDGE NAILING 2x J❑IST PER PLAN SHEAR WALL PER PLAN NOTE: FOR FLOOR DIAPHRAGM NAILING SEE STRUCTURAL NOTES r5--- SHEARWALL PARALLEL W/FLOOR JOIST SCALES NTS SECTION VIEW i y R-10 EN5.@ THERMAL BREAK 2X STUDS 16"O/C (HEATED AREAS ONLY) 4"GONG.SLAB COMPACT FILLISAND Xi'X10"A.B. PER PLAN EM13ED T' a w13"x3"x114"SQR, V4A5HERS w b"MEN (1)1#4 BAR, GONT.5"FROM TOP #4 BAR HOOKED VERT. _I�I— `�• ;: J-1 I�—�!!:--I @ 1 FTG 4E3'O.G. ALIGN w (1)#4 BAR CONT. ti. Y• �i �--12'v � 7YP. b" FDN KITH SL.�B TO EXT. - --- - - - - - - - - - I 1 2X6 STUDS lb"OX, 1/2"C71^45 FLOOR SHEATHING 4"CONC. SLAB GLUED& NAILED COMPACT JST.PER PLAN LL/5AND I- I I F PER PLAN R-30 EMBED 7"wl5"x3Yx1/4" INSULATION SOR. Ay "...- (1)#4 BAR,CONT.HORIZl 6MIL VAPOR 7 5"FROM TOP OF WALLU=il BARRIER #4 BAR HOOKED YERT.@ 48"0.6. (1)#4 BAR CONT. � � i � � I R-21 INSUL, 112"GM FLOOR 5HEATHING 3X&5TUDC- 1&"016 GLUED& NAILED 7116"055 SHEAR JOIST PER PLAN SIDING PER ELY. !NcP XX10"A.D. PER FLAN EMBED J"w/3"x3"x 114" R-50 50R.WA5HER5 INSULATION FINAL GRADE� '."""." (1)#4 BAR, GONT.H!OR1Z- :. = 6" � 5"FROM TOP OF WALL —, 6 MILVAPOR z #4 5AR HOOKED YERT.QM 48"O.G - (1)#4 BAR CONT. �12" TYP. ��UND�TI4N TO �XYEi�I�JR 1 1 I I JOISTS PER PLAN BLOCKING A$REGI. R-30 IN5UL. FLOOR 5HEATHIN6 ] GLUED P. NAILED 8d R.S. 1X4 6US5_TS wl BEAM PER Pi-AN (4)6d EA,END or 2X4 6U5SET50 STAGGER NAIDS 05PL. 4X414ICE r2 cy ^ r LMA 4Z 4C#1:ROOFING or A35 orEPS4Z (2)#4 BAR CONS'. b MIL YAPOR BARRIER �N of TYP. STRIP FOOTING �, i 1,; suer-� splY-1 1 I Pf EM BELOW I W.I.G. MN5TERnDORM i I I� 2 3 {� ? Rat,wall or halF wall 2M.5 741-0 044 HALL l LQFT ® . BAr _ � T ' Rail wall or halfwell I * — 'J a IT H be �e 1 9ED RM 2 I� ` 1 ' a 6 D RM 4 - - u Ov.i sit-4 1 Y SW-1 SQ"t �V40*1 T-fp 3 LJPPaC FLA,oi2 PLA6 le*A a lI I6Z. i � � i �: I I GO Sow—� sW-t , T..I Is _ 1 sw-W l S -� CPiIONAL I , I f. (loci I w2 war na,ee co ,e. ,; ,T ' 11 f f a ARCH ( lit N � 1 ® Dlning _ — IIIL T-� `f Z 1— —_ Jos .10 -LnRO i I ' �L ` t Ts I OFFICESw �/ x • l �T-i ' � T1 Z PLAI J Z 3 l2 t.A I I �x aF*z WKTRL p924'*+ 4zS D #3z N �2)^2� ib � 01 IL lb �RTRUb lb�1'ac r Oct � lk Lr110� q � f•afa30 Le[1.0 Q ot"C'"NIP WASTER r4 ` v 4� I ry NPRTRV'bp Amb OF 2 —4jua O t6''n X (oz _ � _ _ it I LL DF#z ® �� 8 ,. 01 +x I D D ' o � Sol OPEN T V. ZKtO ig L4; I.Lfl - ginaA� ALL FLOOR JOIST 200DMh 35�,� ez/ �L woig,t^co.c_t9 )� 2x fJ L® t(o.iAltr r4 �( At&a= (,Z Z.X.it ,T zebr III LLI ter._ Zx 9r4r$L 13t IJ. c z it V a QU Q 0, 10 x F#2 N 2. �- -440 DF#fZ Nl �&X[2 4-rL J t4o"Ms 2 Ul°P F-oi)W- 6e41sA ir,44,r 1. 13°1M. * l3EAi2ii lCr MILL 12 s l--1bz 2• LLX-zto i-k"66.m Fa v- SiNCatk -7ni S r �. L"S zto-2, l-4-1 r4e Fv12 D6L. ,TinrS'r r� l � yy 1 II `w/I.%)-71-�1 , 11 11 I I ® u, —————— ------1 I I r 41-, I: r + ul I 1•I I I I1.1 l 111-I I I I I I I ------- — ------- ------ LIP in 1/u. ,II11 1 I lvtlll & v l . � s► .1.1ti. ��--.. ..;J:I ICI I I I 1 .eoo J_14 I-- ;e- +IL__.-.J-1 I,I III II 11 - 1 ' 1'— --,—J—I - ------'------ I'I•I �� T � �� -1 I I I 1 � �1 e 111 � 1 � 1 i'I 11• i Ifl (_ r WALL- I •I II 11f—, rT -- -I "X56"Al2" I- I I ICII 1 11 e I I I 4 4 Go.A I ICI 1'I I ------- '1 I I ,•t 1-------------J'.I I L—J-- ---------- -1--I, tl---- --------- ---�;F-;;1 I i�l 11I +------ -- e ALL FLOnl2 X-OP97 141r tulai In F1 2.. FiR�4N[i�t -N� F�Om✓�, S Nam. LA W-A-A 2. tt—t62. lie 2xco tfF#2 i l�xl$��tt2." FrG� 'T.-i t � u a', +1 �+i T-1 y I I Icl a ,I, -7 .f—i ---- ---,—�I�I I I ,FZ"X ro"F'TC? ,•ol_� I I I I I F I 41f I•I I I I,,I KAM 44 Co tt�i i I I I I I I I ,n m --------------- 1 111 ,1 w ,r-- I ILI STEM I;I 301X3 ' 12 !01yV/(3)- E.`'`oil'P1 . „ I;I-y -------------oilICI - W!(21 414 Co 8 l l a tex18x1�'Ft�T - a I + 6 lR�llr'��?' �uSG `r-7't i l I I a +l j'I � i �• � � it r-1 $t2��tnt5Ct8'�1�''C(� I � -�=�;", ; l•-- r- �r•1 cl-_-�il� .. �1i�`xt�xi jz)P 4 L9 -Prom 11— — — a;, ----------�,--1 ICI ,I 1. 1.1 �i 1 Itl-� - - ------------------ - - LJfI 1r 1 (4-44 F.W, i i+ I 1------ -- _J L_ -- — -- ---}i,1 L,j — -------------- S . l2"K�° 'FooTiN.� 1:V&4 D A TholeJ FL-Cul 12A-A 162. � _ L � .� .* 1 I I e a rn 1 O � \ Y 71 tTt x x - U3 Rk 90 - --------------------------- 4 - ------------ -- ----------- ,f T cam* 1 � I � 3 i1 Emil it 71,1 N El I lo e` Nn , P-� rn 10 [HE - - - - - - - - - - - - ,L7�1 CL - - - - - - - Lip El ry lull U-I n � _ t0 ! I O o Z c, � d A a, r z � rn rn x cp - r- n o -i N `� = O y -1 N O = m tr 3 O A N 3 >mz Uk rn i m %� M d 0 rn Q z rn m p r m � < It zrn m > Zi g +may n FP -t T cs P. w tj � � p �' €31cs� �3Dt��' wo (�i us �S � �-'�' Orn O� Ja• = C�3 � � z � -i '� o 3 �` �t o � cp� -ooc , � W „ O „ o _ � ® � yD � � � �, 3 �nr�Otri 1 cu► -( m -► rn0c �n �°a' ciDrn27o ' _� fc StxiG•rn -rtn'mc�dmo,, czs� Z it6 v0 z „ u' Os� cnrnrn :�< -cp4, � r=rn mt� rncn --� o =� oz7� RM -I c� �` i �► �uo --gym rzrn w O =0DAA rnOm � N 00 � SD� zr{n0 n _rn � � "� � - 0C�C3moA Ise -- T -i -< m „ o� �tfl "v wZ > rn,, g Onc �teUp� '" �o -� a �� � � z3 � zd - z "� � � ocn ��M � 3I- ,� Orn7CZo, -4 -► C� �t �r �p '� 700zD � ctrDtS) iti _o �tA mz -tt -i oZ r (1 -tiWC1_ 0 p �, Q' ts��nti� t3� Df.� rn�rn � � (ffi OarCE�tttrn --iz = �y7(1 :2 up �'nO. r `tj O c V = tr Sm n � t!I -1 ttr Z -t � o -� C � @ Frtt�r �MM M q, � Zp-, LTO tl S7Ii � � nx� C� Z Oil m ? T ^� o _�— z > 3D � c rn �° � O � 30OD � W �4 .� ,: O zCs �crnrn Sd u► crc z — zL� m0 -tt�rn0.-� '= 3 �„m ,� 7a Ttt a i -a �s 70 -t Its -i D - to. (� io is — -t /�1 %t1 rn rn O O S — C► c D O ar S= m -C O -t z -, � m c z -n 70 z rn O O y . e m (> z o rno T% (Porn z czar Dx . �' O- cX mz- o rn D -� c =r -� _ � r u� c�3111 � O z t� � -; � rn -i o z rn -C m -< o � O u, -i rn �► � d z x ti A z o -o <o xc c� ,� c► _" tmr .� �� eo_ ,� rnrnorU� mow m C Cn;tf m � �-i arzf �cn o �i6 ' — Its -��'r.— Onrn -n - o cs o -urnOo — m � �, tsrmDO �'rn _ A - r" -a ;� o s, m "J m -cs ® ® ® � � I? ® cn�z �� C � � 01 "A crn `� zO 'd M � 0 � n�oz �o �— 3rrn � +ern -a tr rzc - z - yO— rrt o • -1 z NCs < arI� V• m t3 � ' . m � tr = ® T11 w A C7 0 -i — C}t.� r to 70 -i m C� izzrn` � � OO morn nrnm orn tx � Dtt? Oo— tzar ziu D- ,f3 rn aim �tii rnz WT -mo 9x z) MAQ zp0 zS Z2 � mC� rn tP ti � N W — ss � p 3 �� ^� rstrnCf z '- c� — c �► nit�rnm �a� o ty -t ' zz -n (� ` mom a ,,, IS n -t 3 �, �o � rn -n v tr o m rn = ttt No Q, a p o o-s� O' O � � D SfJ r z nN N r n+m z -t z z < ar rtt D tt, o ar 0 0 ts*p 2 o Ont ttlnt4� c�f � Vt -t1Zmnt z 5 � � � �IQ 1Q H m - - - - - m � 3 �m tslccrs. r :u ctu nD to — rn z N c Ewa _{ - -1 �zm MZ3 Cr tP < xm0 < rnD ct OWDrnar 'ttt A �p � Ztt' v tJZ od �rn � 3 �.c� z rnrnvtn rn3z o ® x rttZ� Or7t -0 - 0 M > Or ® -t rn � zCmO Z rn� z O� � O8,o a 'ti Nairn z D mz pz � 3 < m N �¢ o � rn � zg=� z Adz - =crn �m -t � oD zz �oM � . o � , + ZZD o n onotAs� > z D-i rnrnmA Zi 03 � 3ti O p �tino > z tr < zo In z ar —, ® tP � -P I 1 - - - - - - Orb curb-- � O 3 � j d to rn -totnAz ts~ xt. S� u� zrvc� p ® �, ks W W I �� -1t �r 1 Gz 3 S 2 C3 rn O did n -� po- :v � ar N Un -.t �.. Mtn rn tics rn rn z -t 'i to = D z m 7ct y . �O ,,p -i..o 3 � � rnz � 8 ar ' o u� zo � rfi jC> o Cnl ® O z z d O °gym U3 O -<�rn rn _ --1, W 3 m m m rnrnOrn -t4 0 oxrn fh c n N � m� rn z "' n rn co y IV z t Is ..> r £ "1i 0 4`-6" 12'-$ 3/4" 1'-P' W' 3/4" gip`- 10'-5 1l2" _ -.f_. �' � — - - - ��2 - - _. - _ - -( - - rV � '` ivy w ;.-I 2X10Cc16°O.e• � D I ` I X10 Q 16' c v I N /\ aa- NI I r= a 2X10 @ 161,O.G. IIlu ( I N © rn� I f I � C� I `- 2X10 a� 16 - rt CC � N � . - , — � � NCQ � � � ,., I�� I I � � z o �► z I � 1 ¢¢ j OHI- v � � � - -r� - .. - - -'��� - - _ - vim•� I I '"' ,� ,�/p /� m I VNIN ma mXo I � 1 ( 0 �0 �► �t I al I , I f I I n � N II I I II N� I i ° ow Z M 2'-0° 4,-311 I I ` 1_, I I oo '.0" I -�- f i rn OBE - � l — � rr1 C> -I - ,3�IT I I ' ' �r� t -s I 1 x n �t- t1�IA �_ 4 �i ��F-, I D� .1 CD z �;� I I -----_; „_ � i I - - - � -- - coo o � - - 1 i I .� I,0. 11 - - � I to 4 if +:� L ii y1v ,� .....---i _ L. = � 1 � `I � � � D rn ct `� I i I ,fs• I �w - � ' 21-011 I ��-bu pi m n 231-$ 1/2" > M G' �• � ;�I � �� � I , I \ I ' I I .��I � ' ' �. if i I Ji,�I I s - - , I - _ . . - _� I1I i � NZ if 'Zan, - - - - - �?_ M � i 1 11 i r "4'- 1/2It 1 �._ .- - J X � o o w 0 1 i D j( ,—.� — — — — .•—. ._,-_ i — �— — — — — _,. — — — —� —_ — — — _— .—... _— �— I � - `._ __ .,,.._ —� -_ — — �— — _— — — —� __ —._ — -- — — — __ — -._ — — — — �— — _� 48`t7 4'-011 .01 coz r N C r- Ti C N N C3 D q>K) -i (3. rn A th . 'U r' r rn � -� -tt -� Q -oz � -oNQ Dr N 3 rnrv• rn N-� M O �7p-� D'V" n z ZOO r_ � C \-D--C 4rD-0- 'ozA tP z D-ti(� rzy rn7n rz-I �" rr --{1 2 SOX74 MAD rtsc Q = �Z A n = rnt--,nXrnp�cr � ;� D�ioZ =C�70rnrtt�= rnnZcr4�rn � Crn:tir-,� z O O"titiNw'. �t370 7070Di0v7 AOr- -( r rnOz i -�_rnrncn -n c - t7 acr. Drn rn -ti C�cr D N rn N Xzz r OCR-' wzA =zOrn � O �OOttO 40rC arO rn� - -=�Dzrn=G�rny -E� -a� t cnrn Orr-3rnC� DO ;tt DrOtn- OOcnO-a vOC 0-1k3zD n -� C 7�0 Oz -12 q_ m rn CC M is Cn - z t7_r 1 rnz-�rnANG - =rnrttoc�Qt�nt13 m" Ndv O D „ O M MC q-i r rnw O�r -1 � tf1�N-<MQ) n � rn rOU'rn t70 a <rnrn<r-_ < -n -1 CO y � � < « N G -i < C3rnc_ rn C(>-� �D= -i �,� �_ xG rn -i - zr- t�� tttxS� _ --O N►'iU<rrrC _ r ® z-4 3 �bMUvDt7 tO � a1 Opp m�,D-30�rnZ-i -tu,rnz Azrn t- D-(pz D A�� �p �'-Dtzr m 4�a3�rAnrD 'r '-t►Atti irnbz7Um c�nrnc Axzq 0 0 N 11 1 -1 r n ro > n to Ct tf n , p- t� rnDrnrnzrnrnrnrnrZcs, -tt -ar� DrnzrO--jN-jarnD iG�� czrn<M C O 70ZM-i OzO� O Nrn-(N rnrn rnw z3 O' �O me p -r O z O '0 p -1' -1t�rn.-,Z:KMD emu' N-u-Zq p�` �C-nCtit�40t7�rnOzhrO' _aoOt'tn �cfl -, 7a< 0A tsOt�DNOt�ox-t►rnrn_�tit3i 00(s "Jz G� � z -aX NDr` n0 -� 70 � -t� �N xt� NA7u A rn A -' z N oQ p -C rn -,- O rn. D- %� N O- z1a ->3 N D 3 v Nrncr rn-o Da-C1 ' rnttzn rn O-i -ora�P��z mh iti0Or• CpOA > pnr0 � > Nz�CpZ.. DArzO nrn pAC'st11 > �O -ozOrn �c, a`N -�.. XCD z3 ADr,,70a )a�-nz C\rn O r-r -trr m �r n t1NNrn®e`nOMt- 7e -t-a0y -i�'O OOz -� - xAgz D . 3"�m Iz-iZQ Azzz X �petioM -4 <o --IM--qMQ) rtt�-ayM75 _z0� Or "�g oo O-n O rnzrnN -tC > 644\rn -i g- > o OXrn3 �Ot' cr�Nrnp �frn rrj--i t�,z -3 t�-rnrntio � c�� cnr cnzv c orn titi rn ti�0 N rbC> v' t3 c aZ ..; 2 r -1NA 7KA 7i -nP CAN A 20 �rn -1z w�N � C1 ZLo to 't! to -4z rn Ar N- COMA =.a -> r O = - cns-- z G, - Z �-mrn_ x cncs� z-i -a rn x_ cD =NDc Du,cs,�s cn Ar z -� ,, MM -j izcs�t -+�- tn® rcnxv'"-��rnrn� wm N _� z c t- C® DZzT- z z � NN4 rnC7 C1 x Ct' -i�Zti-rrnt �_Orn3zrn cP3 az -f Cy -t1C1 �� rnttl � -i=-, z rn.Oz-nrzN -ir2 �ti�-l-1Nti �„^s•u�® m rn _O rn7a-� O C N G� rn O N �+' =z O OD �c -� -� rn z rn dnr' z cG, pC� 2-p rn-Orn -i ow=o n M zG� G�O000zC4% x O`17� n0 nAy C��Dpt DtlrG�-ozD { 7p0%n=z > (j) 70 7I3 > Us n�� ,,pw rnOcnO O A-i � A= Drrnd ti 3 m �l Az -� �'�-z rnO rC'DOczas rn2 o cs'�'-zi3-t3 OrnrN z �D t1_ 3 -�rttNO-N -oDp3cn p 3 m c7tT-� n <o �AcsPxi� i Ocr► 3�°rnrn z>D�•OrnX043 rZ --4p 7-0 rn Qc `trn n+ -, (P -4 X Drn N I �-o U,M01i pu►rnAz - rnrn�M < N 3 -°< a - -'.C)o : Ni2 N Z� � N rnpp x� ma, tnM . . O A tS� 07C _1 ` �� O D_ r-arC tzt� c3z -0 U zA z w u C. O -n z� twit N 4�,>v wa,a 7t! tS�OrnCpx ;G0ZO � tbR'rp.rn.� Wm -C1D � �' rn =AU' -Qrn � ND 3-� OOrn �= rnrn z D ZDr3 tnrn ��-4 %u M -tT G, rn rn � -nrn- w;flcflc.T. rn N -i - DC rn � CzOrG�p i91 m z2zrn rnN A rn-0-t ('O Ani ern < n tl O -dc- -nd rn 2D O-n3 <3 rn r1 ou min W N -t ' 3 Nts, A t3-Orn 0T- �1Z= rnrnz < rn __jLo D -� rn �O z (� `or rnr c rn- o P U,N r: 'eo -� -f - � SJ - U)'A Q) O o tl� x t`n D D z r C3' rn 0 -� O tt►70 A .j o 3 -tt• k 0 0 r rn Q) mr -1 ® { -n CJrn wC�ZDO rn -dCr rn O tiOM rnZO� fo rn -9 A0C n M O z M m n'` z<cU, Zx �- r a®w ® -n D C O - C\Z ?0 6 _ fi' to m r t7 A -U to rn z %� - -� �' N O�rn� S n C7 , yy zA cn Dc>IA O -i Corn XG>AD rn O cpz 70 rn pm C�rnz COE 0D• r-:jM °� RTI Z C i- e'0 N r- � -Ii' A Z'tt �(1 r- A N O rn rn N�-i r rn A C3- A A Q d :F, N A = C X =A Ito M N 1It N c C 4�b O cnr- O -t�-rnp = N z o7U zrn � p N -o (� G. p N tnN O 2z Nz -nt A ti ®-U r tit O Z n D # {� -1 Z N to rsi �' r11 w O -+ =Ot7 orn-a -op- rnrn �'p A -nA �rn-n tr z zo z z-n ONDrn r-�rnn r to N to �ALr +� �O zzN Nz A DD rn rn w rnA rn Nzr-rn c < r11 M sDA -1 A -I G�-nc .. C Arn D -tlirzA zIMt ;a ONZ►n C O Dn=drnrn ,- _ rn z z r A z �-( NC - > -�wt72 � z Z, z pG�00 > > xOOrOA A OAs z�t�n, rnA-b < -ri-d D N� -n A11► C>i� p2y � rnd rn OcrnQw a z Orn C -D-i- 7arnno3 oO�Q �c� z N ZAAN rn rs rn AO _ w A < = A Ln t z A c an q <- D-} hi A N 3 -i AD �N A ittti fi A zi Cz �' tern 3 dA z 3-tutu rrnitNl"e h C� -► _ -1 ' to �- 3, nrn -A Nzrn -j �= z b ' rrt -,(96T> om �� t A -n D O-i® ;uy cr► rn rn x to rn n3N N1�t7G rn3 �. 7P NpCrn- A AO q rn p -i z0 o r r Z V% In ® r- nA 3 Ci I O r- *s O to a 3: N M `�r G1 -i d � rno D rn r G) 70 Z) n rn p r lsi ir+ N A M, rn �, =�-1 zt rnj Q Qr -i t C rn -i -- Z n O c_ ti �'rn N3=rnrn rn N -� rn A p l`f� r N A N OUt- c 3 rn � r rn rn �_ rn pOxD p cnt� Orn m D -t -� <cx Nt3 p N �O r z Ocu rnO i c ®� -v rn Np C� r- A Gi =rnAr rr.AC%Z Nz O rnD Z �*='t10- rnrn AO r'C' D Z - -1 cnrn- ,„ r N s ty > Q) NG� C A C\ ty �O z zo t) rnD-�• -jpO <-n rnA r® in z n n M t7 -ix Nrn rn rnrir o on O � rn -► p :101 o �e77:w moC\ -inb cZ N -4T-U3 Zz U' Dz -�z _ O 4� 34� O rncu -nc w Oo z r- C N z NrnQ rn rnrn -t MArn -n j rn g� ® r. D = rn z o rn �z�r roD rn� Arn rn �y_crnc� n -1ti � � Oq w D < -o = r -: �z °1 O 3 -i Z O rnz z 1U rFw tD�-rn <-1 �� � o _yrn � rtt o z N tD �i 13 ncrN rtt-9tn O-OZ o -t=nOtliAr rnC p A '' o o rni� V -cr rnQ � r= •� r _ (;z rn r-rn m , �,. DArnA -nD � D rn = -►- rn tn13 3 x rn N �rn rn Z -� c rn tt r0 rn O - zrn A mA o crnz n' drn nz G� 7u rn ZAM O 10 SJ d zrn O z z rn C�fl O� O � � � -i D fi3 3 O (�-iG1-i NrnCN > Z AA-CA•rnA'C= rnr 0O -ern N' c D ttD. DO d m O r p=Y> rn r� ttt x 7U -tt m y rn -rt -a -i r�► A 0 .p D _1 r icM -ir ArnrA -tN z 0 -� Ntn A-aO-rn DC7 r u z x �IIIv rn -! o C� O � -o m ? �rnw oc►Gts -n' -Nt n A coxrnD� rnn rn anti 4, _ n O DD rn C'X z-� 3 ® Z-C z Nz O � A �10M ZDzz A Us. C O Orn't1O7Q -U'rn C)> r-i -n rn N 3� C) z- Z Gw9 N N a►Cn Z N N C� -{--f 3 rn 1rn Cz% IF11(P O� z r rn N � M rn a 1tni11 ® vt 6rn rnzo n �� -1 bArnrAn �'-► __ oN O -i N -i iy�i r Q -i -i D z o IM ti C7 A a z ?� d rn n T- M N z o T rn Dnc: 0z r-0zOO sum<rn o��Z.. RX n�O0 mm 0 DOO-n D �22 M — 52'-0" Z m 2-4112" � I a T,y — — — — — — SW-1 SW-1 6050 sW-1 4x10 DF#2 _ 4x8 DF#2 } ' i I � � � � o � n '� b iv -ss ® - '� N (V ao -o ii ca �' r x N tt� , m -v m c7 0 �> 3`f0" Ili - - - - - - - - 4x6 DF#2 O ! � M �� z - ----------------- - - ------ran - --- ----------1 oco , / a R r Qc O i 1 k r ARCH 2'-0" - 2468 5-1/8x 13112 GLB-TOP FLUSH w/FJ — 4x 0 DF# 4x8 DF#2 ( w ¢ _..._ ti - 0 — — i SWr�1 - - STEP W'1 .y °a 1 coo =► DBL2x10 ( I� to cn - — — — — — —I €------------t--------------------- m I y I ► o - rn o -o m 1 I I ! •' r c= - - m rn e�e 1 li r 4 p y �/ I CJ7 I I �t- fire Q ( 9 � 1T7 -p Q I I ENM ro co � 1 I I = — - - - - - -- ' --'r= — - - - - - --- - - - - I o W 1 I I -Ai sW_1ca , I I m X i Or- u'- z Z 1 I ( o �I _ 5`-!i 9116" 1 _ N CA 1 ' - � s 11 - SW-1 _ 4g= " !0-O" two �. 24'08 rn ,�, .y., t 1 na -a11 . �.i y l s > f o ✓ i t G y 4x8 DF#2EWA � '1 SW-1— cj3'UP -4' 1-4" If �%n ut � W � — 0 � G O (f� Q N-' 7t U1 lA (l W -0 tf� -1�t G -d 3 7!I 0 *-p a-i < W ft�(1 T€t " -iT (S�Ef►O ' i D (Sl �x U) ill� 7b D *(1J tS)� *ON tf1 : r w n C'ocCorn im �i rnOx rn A-arnA TCD rnO rnrn mIzrzImm C1 y -�-� CPo 3 O �tP ® .;� .r- - (Nm__4 �3 O r r tli�S� C � -� 2 ;tt �r.> -iz �NSJv1O'Bcs -t. -_ca r - 7P _ Dvs-a-n�:tiN7ttD -i yr-O Con O�-cjrn -tO�zzzn nOO��«kcr�� rc �arnrnD c o� � csrcOOrn z �'z� rO zQ-n--�vro7o-rnrnX , zcr :u-�trn �c3T- o< �ttv'rn 4�-��pZc3o-n�~>Ocz -irnrn < -rnzZrnrnt� A"' cn -� O r-3 cts Icr nrn pc ° prrn{ �3r rn —ty-c�= �rncn� cnrn= Olxtn �"' v O-opmm m OOc° O Am rn D- y—rrrri � 3 to r r w rn Tm Zx1{ rntnrn-rnz -n v ,[11 `® �rnpZOz w - zc rn Cc-o T- 0 A n,Ccr7ac > v 003z� rc�zpa�rc� ZI-i -'d IMr- M u�G�O 0G�Orz-�zU'zQ Z) M O {D ON -0 -i ®r ° ti c a' COZ ®pz Arn °�zD 3 AAAO C\ d�_m �, 3Zw 'i> a0Ndzrn141�rn� z. �Cp�T-�ir��s �,�3�Arnm = Ot a` � e"Q�IX�zC3 rn -atro,cr vrn -i o -tc�3-�� Orn ti �cn -C -t u) z r rnrni�parn rnO-►-irn wm N r -n-n3 A��'O ;o t')M-E • rn Qp� O,!?iz �rn-C>-;Qz wIZ3mom c�4� " - i�Ccn-Cx = y �r ►i'lv� � rzv 00 �?n� a'^` �O -�rnO�, 7a ;� � OrnrA si�z n t3arp rn 7,C� 33 zO:tfz� <nzO-n -toy-� z�O�� '��O��z�®%or-oct' 't-�z rnt�c�� %U'nl ('Amm6r-xm �a c 3:>Z• fit►!' O n-aO� W�Orn -nrrnOA �rnCo-izzOOrnO <3 -I T r rno- m � ttt p tp3 O ( �C> m -n Mm � -1 -1 � =xes�lts z.asO�TWiS= Or-=nlrna.l--70 (PS�z�rm_cnmcn(A � � O ca3yG�>� ti QzD3 O TQcn� rn z z TOrnOrncrnl O rn1rwmbON3c Ou►cpi�-i�'O pOm�'p®�' rn Ariz �cnM O -a A Or -� um OA -I O §Omz -p T MTO:"g �= _DfJ_ itc►rn 7Un- ar<3ND m ° w>h m �' c� -1r c0 A nrnn �TvO ;t' �OOp �,N � cnm > �0� �> cn > ('>A.-iMo 0-«m3w zC vcu tltr 'cs� Cp b A U► n -4 O z m-tt A 2 r O T=D -4 70 N tP O m N CA-a . -i 1 A vrnm n = 2Xp> I- NM7Cr O rn 70 -I�pm-!c1 3rnm-0 zQ! 7(lU 7Q cs�m z 3t3= r zcAtn �cr°ivr. A-p rn N z O z z zO 00 n � � O A rDz� -rt ZAd � -tip ®COzti- ® r rnD x -C c�-nrncn - vA = z -nD -a cm r >v,-Q-nrn rnrti�� t74�':z O z 770 �ow O�� n r r`Qcn z'icn OOO ra'llC3oD Or O• �A-t-tO O� c n => omicn 3 fJ� vrnA -t ;q < rnr � Orn T w _t r --n 0 � zr�- cn O O m tn3 �� �70 } c�. -Cc• ��=gTrncn {m� O4 rn u� z�iUC1-�= pr_rn O OtA� �'- ° �cn cn _ %ern O nc + rn z m Z OQ -tD Ocn z zrr c m 3 A A rn rn �rn 3-�O . rrii + I < -17on �Co - rn xo A < OZ TCbOm -jC4m �m rn y O -OAO z- � c -� �/► N �,-13 mz IC) Amly z Q mmT �� p c r- 0 --1 � -a p<1 us N p-� 7o -►z =�A�°A AA-{ G�Op�rD d MI mU, � Z Z (o�j1 T N A AMm TZ �rr--a %BQ�� malt =a t- 7(ipz bits ma (P�Z =� _j >�•0=i D A tn-,:i tn� 3 -i O � -� -aD y A�w rn X �rnts NO A�ts�Q olv _ TDrna azrn �•<wcn a'drn -j �l:v7ma T ObAz <cG`�' Zv°aes� ®rn-a O Z mrLp O m - > rn<1` z z� z-i o f rn �rn�� 9' > C rn -ir��C�- *+' T m N 3zm�rnta Wr-3 rn O z C! Corn M A r AMrn tsQ 3 O-ip o rnA N 3b Nrr-Z-a z7aO� D A M O cQ � rn Z A� -irn rn (� A zr Die) -1 m -n�, �O Q. A O<A �- (1 c:+. n -iQw to i 'tS�-b . Am r pmtr- > O m Am nAz -i-icz, O A --t w c>s -i cnz'ozrrn_-x rnzrncon cn itr �O =O� zrnco _j to >rn(P � O-t�' cn-irnrn cs' o r Z wb r"0 cD0 C� �m n § A C 3 �a-w > m�'Or Coco rn O < y ZZ c r rn T rn r rn O O cA. Z Orp- y z z ,�, w� < -t rn=-� u,i„ O °rn"�rtm �c -m adcn-�a�i-j'z�>ON-nrn� z rnz pNT-rn vz _�• y m �z O Nam X Ica p� ifs r (ri- r�zrn -ar Z a -i tf� N -tm3�'tf w-i �Ots' t r m p a z tnQmp O;Ruim' Zc). p Mpprtn �rnA t3s►OGo�'. O s FAQ T �-� -ac off° �r� norn� zz�m -mi OA `���' ��'�° w z rn > �° aA - rn cn rn m rll 3 A m n n O cA r ° 0 -1 -n_t �X rss 3 -i rn O N Cn sr�Z T O -- >m Z a 3 -TiN rnZ _ Or 70Orn sue' z TA t�-t<Ro NN �� I �- rmm °' OT mz(p rn=1p mtsr-i�Ocu a r. z Zz ,-Q O 7 40 >zrn-<- z Oita O tp. (pm> co _ A cz p A4�z Arn ° �`zc �, _� -� tr zmt-a-im-Crn z nO -��_ Alp > D A w m Co{ �i4 r b3 Go Z ZctA �'O�'rn� NA zo rN'2 � mXr t°ttGo7Q O �,=-i v r -� ;a rn o z�tntnw >`ltio =_i l�mAcr � rn O Ocmz= ad Z Arnm O �rti 00 d m X{m CO o ° z� rn QbQd�rn TiQlirn-i O x� =>01 T_xcn T Ozcrz c-i GN 0. 7it r_ 2 '� �rn 3 n M N °'rnA c, -t v 40 mO--i-ic,r 3�QT C'Ocn n rnalA�T�,b rr °okcao� 0 0 ® 3v -n -i Ou,� n rn Q q rn _OOQrn <= gym mT sp T rQOuspz m7o zi�Oyti rn r -i G A Nr�i z "i � � -ad rnrn Eo - z O =i cnH arn-�. 4rn -a rn r O �p s'° to A Co o rn ® ° ° -C't K3 p _3 m T T m �'L,crn i Ztti rn NQO10(pU3 i T ply. rm- v D z cn�i� > rn en T--iAO Q-irnr aZ ) rr°°A �® 3 ' A m -[ N rn "i z r z z cr to O tr z 7p rn z O Co A _ rr-rn A m s s to o � Zrn 48 DF#2 m W D p � rn rn o D M z 2X10 16"O.G. Z o G) W I o r a t DBL J5 0 x oa I moo L o j CIO -- _._ DBL 2X10 SJ`�� J = DBL 2X10 X O I 46 DF#2 2X10 1 b°'O.G. m d n 3 ' / v m -o -------------------- 2d r�vpCID. U, y � OLDRf�� i ox�o 2X10( 161,O.G. v, -+ rn � m -o co 0 5-1/8x Q 1/2 GLB-TOP FLUSH w!FJ 4x10 DF#2 I I J Il rn n v t } O �• '� i" 1 4x6 4x8 DF#2 I � `` DBL 2x10 z X ! C I I II ! N ICI �! I ° I I ICI W � IMl Ma p I I Mr-R TRU55E5 24"c.c. 4x10 DF#2 X " - - - - - - - - - : I .G I i I QL T r � I I I \ { o M O fMK MP m �{ l I � x I I IPa DM. lc o III o ! Q S mrn I / ° I � z .......... x 6 3 -• �t f Zoe �t� > yav bi }f % r a > < i o t c �,; tf -, o ®z �ti�� �� �, g �I r all z tv O�3 tzj0 > t-n4> --i tt p� x Att� OrtzrO _ QQr= tl�� Y iv x 7i3 si cr o-itio � � � - � r e C� t3tAWrnQ (p0m zrnZ7`Z -a ��* xQ o Q� ��'� :"'� .q� O`n i0< _ H ! } } t ; s O at—1l1 tit -t tti C3 41 -{ Qo k < 6 7tt'<t�1 N �`'s m V -!,�j CA t7 z n�` R' { , F I Z f Z'j tt� % T A �.r � Z(� 0 N -i S� oZ Zy Crn rn � �. ,, M.. y .1 2 L �' 2 C3 s r m -n a <!Qo ���. T rn O_ rn 20 - O D fJ.n C -i p rn' c © > ZZr- O cZ�Z > (1i �'-' oM n M= <-qm (1 ^ ` �® �- -.rn r rn� .� r rnrnrn =ZQ OC�upOZc4NA N-a iu-ia - rn-. sW �o Z ii s tz" -� u'`- z T- Q � t�> e � tttz � tjrn - zgio < Q -D a O ® ill O rrr t .�P O -+ �' s cs�o m Z O ! to Q 7c _i 'tl to -1 � ,. C3 O d p rntn lfl . ® rn p -<o ° � ft�iti -�j yc z�Or (�i�Omrnm �C' <�o D - AQ - trAQcOo 3lt► o �, rn<� _' ;rnri a cow ' � 0zA6 � .: < O rzz� Z O — wo�m ® t �m� 20 0.> zzo 3i �' �z� C# > �rn� 2u to N v rn O -. irn 0 IZ3 c tl�z z n� rn �� rn --i �rn p ,z� Q4�OOy D 7�.00rrn-�O yU3 �. Z r, n; z> Nn -r cn z2oAcr rn T<n U O A ro Qf n rn Iv A> (,p :i � O�rn rn � Us� rn �..Z C3 to` M 2 Q r r C�3 CS U) z C3 w c a DO O� rnrn uz'p OOd M Q z m M r N r- NQ mo g o ®o Z y� cau *73 � � _M z -4M O 0 o r® 70 i =_ C�Z M rM x O nr<n A Oz � � r < 3 CD >� o ® z� z Nz O � � ® rn to Cif "J ancoz r-Oz00 r-z r-z -I r-�m< m Oy�co M to 0-4 z0 5 z�mn v ®oo nrn= O-n�Z Z-< m rn> ------------ � Q 39' (b 3 i 10- 11 O � sw-1 4020 Sw-1 b050 Sw-1 -,� (� 4x8 DF#2 4x10 DF#2 DBL TRMR EA.END I fn --------------- i f O - s N (I r O in Cp o I b m - 0 O ( I �l r W s e- O co, tD I I -- - 'CA I^' 0)� -� e ) rn (% O N II tI I r r I �N I � r- - rn ; moo � (6 I i ¢_0 6 0 I p N 20 4-0 II V .a.QL l� cl t i —a o v. e* N � �- �n € b �' i co 2468 Wvo o�� � w o a 0 I 41 I _ - a O4x8 DF#2 4040 — SW1 4020 � Sw-1 orn -.n r O ° <"-a> cn *cspr -k ncn =cns'Zr-to ,cn trOW-o tt�-t tl� *°'N � r0- � _ `vr-d-n707� * f� Z nc�rn M 43 rnoi oM rn rm-orn7oy2e -► cnoCG� -ti �� R N 'T 70-4m—i Cyr0 =C3 ;p;�C� �C�CZr pi 7C r® zp C3 ,X �, n _ �rnk y ��3-0M-i0W 0 yc� $> n-t o7076 -U r u- -C i0 -1 4� rn r -n-n -oIc bW0-opnm -i Orn _ r �c� c+--►r x��rn 2 rntn mn►= ��Ornrnrnrn _rn2 n-o�-gym �mQ)z4zm cr=� qg OOcn;p pp d 7rsrn� AzrW mzw-Mm -z W7nimm -mm o a> cZ OpZ;ns ati ��� J � �� Irn 3 - �� MWZ�z(�i Zr rnrn�odrn.z Fttp-{-itj �'�k �` n tt3ti� to t3rnrnG�� rn t�it33�zC to mA G� { - GN(p -ts �-� Cir nC ww � A z�tu;} - zC>�CntpU►' nrnp-! r -irnCt7P � r'z13 G� p0 w_t� � Imo-'�u-� x�Orn -� .., ,F �, � zz m�rnz> rnW prn. r-ocn n_�z rnnOO�yNNrn cnt' :u - ow-o Q �' A A� zuTo 0(P -it" t3 O to Z -tn < -- 7rrn:m-r- rn a,o �Az' �. p �t03 �" max . O>- % rU)4- 4�rn nh r= -tz rrn -cn ti�;0 o i- orb 1 moo" mid M0Q1 'Ou'ctiOrnzcl 1 < 3, sNv' ti m �Wcr tt �p rx►O��N�ct►�WOpC3N 0OtR r Cp ;pSTtZ� 1' c36 D OZD3 C;tfO= , O--itnnitt O_ C►r<3ts�D (j,n_ to cn O � _ r, s "" yr rs; y A �w z C t3 cn - w;flwC.`j', LPC3 �1 z �- � � Y a t xlr U� D o Cl1" (1C\r! 1 �Oitt "_-nNY�jD-o= -f -121 p cY,N2. W Wrnrn n = O� r- �-� rn Q Oc0 t3- ® �� m r- (,OZ� o > c f z�4> �i-( _' rrn 2m�r zw�tn3= cnMzn+ zcattto r _OC O ;m O O� ram- *c r '-Otn , I -' v>s O z �N t1 �'z z A ,,. �.�K,o ncs� irntArn ZU)N ®47t6O =1 rz-(-�Nq--.n00O d�-a mwot-- �► tP � 3 O77op� O W rn3 w : z O OW cn W m 3D 70 7p rn crrn �tF � 3 tnAz 3-i0 rn-i;= z �Op �-i� AAA pW zz-nzr 1; C c tP-�3 rnz ? Oz ATM A --; TW N O O r C3 r rnN N z z nN5 iQ 1 �� c O 2 rn 0 o zdN o-p -n cncn -� O -� -i �� ;,' u i DO- cr�3w z p-.Az�c ;� -i Y1 Z rnr-�' 4 rn per # � _ -o> 7t! zrn�rnW tip -•W- <rn -UOl�OU t! tern= 7'; A > Or- �w � �a � � � � rn -t rn<r z3z4 :U rn 30>45 0 M ►�r3 rnxr ,U�z r _ 3 A rn rn o o -i 'o �rnr rn n rn zr .. J ,. f ° %�= z cn�N w n rn � -x�_3 Uk rn �Wa: r O p ;Urn �; � � � �w rrn-� n �-tW � w -t �� Dm zW Q-ti� cx+ �mM o z wo a , o_ N e>0 G� W cPti r- oc rn o zz� z ; rn - e r W-� er O rnz pN�_ - t3Z § -x>. > G o O� A m z �.z f: 4 �� -n _ { z v oom {--tpU) O 3�rn -U a o tm�p W O rn w-[ �. ., rs�V _ M, m ?' �C pXd o O -rnizrnmz >cps�tA� 0q9.z=Q% �70 O. ilzw � tWri to O" rn 3 DO ���ti1x �� rnZ�NQ rn�p Wc�rirnD w� N M N rnA ON (�{z o r-U) > rn3r A rn _A ° C0 wrnD c� z t3 61�O� o to py r G' = oernzr 96 z 7UM W ® �3rn n rn v�- 03 > 0 Wrnxt r� �YO�A z� r0 orn ® C7 i.s A O C� tv 2 � N p � O n D 2 trt► r Om p rn s to Q co � e is w 4 F#2 j 4x10 DF#2 ' DBL TRMR EA.END o i a C3 N ^ tv -n V° 3 n til -FL- S � 71 rr > o r X (( 300 /� \X it If rn S / Q, rn K CN CN O 0a 1� ` Z rn rTl-i O �, � E_ _ t m =r Vol CID cs Clk jj- JAtG 5 i® --�� 00 , I NZI 1 4x8 #2 4x8 i#2 it ( i 8, R 3Q Q(( f p r wNO �SP:4 QO, --i 1p PDwty,N - > �i � cn -Crn0 � 3Ar YY � C�-ty � m1ztP -0 M, O (1=� -jj-dQd�1- O N_ 4� � � � ® t -r <r j �'� rn — rncCD — r- Xt0zO 3 rnt- (Sl --1 -4 z3 r O0-� . ft3 (� -a C�-1 N _ -t -i i 3N� �cOzAt:3C� -n <GZrOdO� Nrn =►C <mcNcc ;Q � 7 O c z Op0 pcc701 wM o3 � 0 3 = � p � rnrn -n � z ;tz ,-�zm nn h o Om �z (p _. ..,....... _ --fit N N �l 3 O � � zr- zO> aw -� rn -► tmn r- ztrnnT o �rnOt�� z� NOtsi � � �tttf�(1' N r � NNZ Miuz �17rnznrn O "rn cci� zrn0 = zz= = 0 1nn0� 2zrnrn`rn� 3p� zr r � b z rn Tn � 30 �v_y � t�tt�m< z� CAOX >•G rnDCrn� 1i �° m N� 70 ? z � Oz� ON� -"-�'tt rn0 rri rnOcz� N -n v i 1l1 �' ��70 t7 -N{ Z C� N (1 �� -i -I r C3 3 ooZ mow — (lrtt — tP �N� -' nrn rn C� rtArn b D2 —ra_ -ii0 D � N3 wo` oQ oO x 4 x -NiO� s�-v- 1 rn m (p � nOz ctit run, lz -4 rz 4 io ii � �< o7D<N cnNrn -} tuN � > :1Xl -ncc► � y = mA = = z rn tic cstN �, ►.,rn �rn mv�rbny 07an fti rn Z =! ; rn Q z >. rn C� tt ic) p �ccaa�� . . zO� iw n rn rn 90> w w -s W-a� `i Z��y 7C � � t3 °ate �� -�s� N" titd�O zW-n0 '� ono = W U' rn A�i c, ,rrn G-a O CCJ c -roo� == �N �A Trn i C` -,to.. (n -P cs,N r-,: x �oCno d D Z _wZN-1-' rnxlrntrnl� C� m0 trit -1 n '�} J0� X N O v{�%C A Id °e, N -E cA tj - T O < )a -0 p Z CS O (.i� O: G ti '� rz-Me A O 1= !N Q% 3 -P�6� A -{ --n c ON rnw D D rn -tz z AGtw Z = N i�N (przzG> c OQ1 3 3D rn Irn 0 md< A O N 3 0 t- --�� ZD' �rn rn n� Z Z � j rn rn rn <rm rn � N74 70 -Rz, NCZ -NI Orn N y U'O C7 o A �C N c Gl rn can z r m rn rn rn �O d mrOzn -ztt rn O A ar corn-[ tV ,;. f. may. key /��. ray p �5q Y��•�y.qryj:' h��'��6y+yy1 'per 1}Yf :�f�i /� �s^�,Ss�' L!i 4lis 1{yk�� .. ,�..1�.,II1..l1 �.:O,-,�b., ",�.���:q:..� ',M i': 91" O -: 'O ��O .4.1!.' 'Km � �. Y ���1pL':W.. 1 7 J ;: II—II if1 25/81, : . . I .1 ''I I I I � R g 9 i § . III =. � � = � l lil II( i i cr III ' 11- : .:. (1—i I� CME Cp Vp ) . , . ., '! I 11 WE < I�� q -00 �, I IIi i� O-6t A �:� - 110 ,q, " — = . Ii I fi ti ,�= u► iIi10 � z i.. — Z ON O III - is cry1. ei r h7W. *? I�= I11 ry . III, > � �^:: p t.': A .. �— .. I . . q . � �: " .J. - t o II—II _ .: iII i111� I O w a a 0 , c� .. I1 iI - : iI� � , a) _ .... x :. e 3 r_ w ti oNo c; cz w > ca: w z o '.= , rs tt� 4 ts1 -T ! S t) N _ o'' t9 tp Z °O � n Boa a > ;' 0b3; �'g� � _i iX � ��ttl z = � rncn � w n --- da cncncncn cnu, cncn2v m Au;N - a _ Q > , v $ bo -4Mi.n aisiv - �__ -0� v° % 0 CA(- tti N � a�"i si v v YD y o 0 0o D b -a a -i -+-I -I .�+ x a o o ��', r C +�: p Z (j t rn 0 m m m m m cD m � zv iV = A � � ili�s C. iPm Op O �Oy O O -� MF Npp `pO O (D Vi N C `< `G � O a �p {� . S 9 !D A CD N C! n�o N �-". CD fA N ,^�2' C O n �.. a, V°Z N N O" �' CD O N O Q ��* n `1=n `fn n `rat fl" R Q = o m 0 9 � 18 m � 96 = G R / TIt dW z =0 N CA N O N 9) 9) 9". � � �v � � -. ten m� o � c c•$ q' N 8 tP rn s � s s.� a) � � -q: su v =a, cg C z � � � L � - tea: � - s � 8 a : N = @ = ( ® .. � a i 0) cog o c er N = 10 �6 31-0oft <A O n - .+ � N m � o o `�" ^ o m ff o` . a eaD a 0 AC}()3 N� t3 ® o o cgC�D ch o rr � - m 7n", e "-U q �p �p _ II c �,p - -n -a n - 'T- 7 Ci , l k o w 3 N c �_ O m cab m CD p k _.a � Ul Q O m n ® 8 gv = c a9 � � r, = o 3 9 A A IA�c O i` m v o Z w = � CoCDm00 oE.. aoS co �� mo� 3 1 _„ (1i ,eI A-�- 7t /� `� 5Er corm v► O Sao - r,; Ram � oWNS � � � ?•`/ N ��AZ�G' 0 W rn � , , s � O $ a) v0vo � C? ' o I A rQ (� -� fit �1 z < ."p p m N. a rn �' o cn m 1 = 'o i a ", cDa> r. �. a) 3 0o m cm Doom N o o `, � ti� r- ® aO -n 3 _= as m -� H 8 0 9z < a n .. g --' . rn --' n> > _ cscQg� c'� B, ao cttr - 1 - A pm _, O O O a O L �, '4. 2`o� � � O tD °' � C'357 vN, � �CD N O °�. �a_..m �'�& -0� ��� ut> '>w 8 m rnm � �_ CA Qd = omms � movomc`d � �"er `. 11 Z Z n�, o m m = o a chi a °r c"i �.^ x N � 'in c$ = �i o _: . , -. . � w �2 1r �.O A Z z =•'aa a _ o oa> CD' c t � cm_ .,.. lee N ' to0-n O O O -�'� ) a = S 1 N O CD g Ef c:O a O O O O W 0 � aa, 0 � � 'a g y � < '" - � w o m N s� a• O � ." `-°- aia It I W- ®� rn�11 rn{ � (� = o 'zs a> a• moc -z o? � omooa & � - I v g ma � � � c. h Os cn c`o � oN9 � CL _ 4A ^ 0 rn< { -s �$ _ rn � " < `� coN �, � ° 3 e O Arn too O = am n2 o a'. o m ao ca ; m = � c � ,\ }i{i X <mZ A .. to o . .0gS" ma" s -ft���-- imNos � oN cz CaQsm_ (�nDn " - I — X > c ,..a P? C C O O O CD W es:tt� tQ = it O _ �`,t-t - �r-� 4 ,r,`r n� t- . - (O c s = ct' N �• '%c ao N n Cp ! - t/1 1i VVV 11 5r� w rs < 0 wti n�> IRQ 7ri 0 = c: - Qo N n) = so. o fi sa D,1 ►,4�4 Z itt N]?t"U o rn L1=( v - N �a v5 2 m q c o 1.0 , 6 M A-B —( c�'tA AA-'�n �� -io !: El rn c4i c - OF CD o o a a) = a) 5- _ {t� Q� �rn4 Z� USd zlP a 3 < 9 �r as m `r' `� o c"C�n O ski -n ri (zj,.>>'s"€lt ,-n •T! �►AJJc--rn � N N 3CD ya m y $ m i s -« -� itsQ c�PZAO � A ���i U7z O <�a O v N m N a S#A Z �Q 0 �w F 1n _ 0 is R � � g � C z T N 0 , rn � � A / / \ _ = sn to •�s = 6 CD o o a 4* 4 O A 91 rn N® 0 \ w � 2) co 0i ,< 0 �s Q. � — � 9n 5s 4i Z -S>< 03 �A�{ � nj 04 n � o 9, o co a 3 0 t- �yyi tit� � � �V (lj (��QQ �tti / 3 a 9 o (a t c m < In i-A{ C#A VZ ({1 rn C T 7-n L O 53 o F i 5a � 6C (p L-C 0 -21 ,c c � p< 0 \ ' c � = 0 o a a 3 tmA-9 - to (1< � `' \ . z -ipci, 0 (N � N W" =; 'r j o a o zT6 A d < __ / •z p rn a- s N a, tit to ppq-�� < = CD .a -a < .�+. O a) j O' j CO) C �= PhD N 3 s 01 9 ar D � N oOOZcn ' ID tab "a N �a GGGm -� I R o mmm rn v c 'a w �g � � 0M �4 00 W MCD T. "j 0 O > m mz > ::j0 -� � r- Z0 mm m -4--q x a � c000vrncnaca3v -� N - vrmQ° Z t" o Q c`i? m Z �` ` , '. aF " may; ` E rO tJh C) ran pp „ , t r Est ., _ a ti Ti = S' r' m EV — 7� PPW. m!mm m �..:� :w _ -- rn . O _ = W a `o' m Q = r .. �' ,}4; ?.;: wr1 fin'; ,. s a R1 yy��,, {{ a 5` 's O' a N �. CS S. 3.., t4 -• .,.;. ,,,C„+:. 'w+t;;: - ""�+. ,..'>s.+:;:' f T: - ._. ..'• `°':xw a a w i° �'t`, 'P' 'p G. € "- = L cts 'n N o _ __ C o ,;: . .. ,, ... - ,, , ,: ; , .tom a. e 8 a� Q co <n w _. = �. ,.,.,. . Cn:, ,. ,a...i �; ' a y � :�3s :� r > -1 C N Q N N fftt;;��- 1. m;r:m.,.. t.�I.c:., 'aim -. 55uu a' '= CD Q G3t O y.,, sfi ..s;. ' :j 5- . :. '' .'',:'� ,=. E -'p� I a,;, •% 4� a �':r,W:. M Ss -1 P, -4 C� a O al CD — q' a .-+ �. to a CD C7 %: .' `�'- ;>' {( :� i 4 t5 �ill .F TI"II'S O �', CD Q t1 �` -• c o .. .... ,:.'.<;. .lA. .. :�. .`C` € S hr: ' s ( v p : 2' r_ X O O i —• O —. (p N C/) y +v N a1 a CD �+ `< x 11 A ^ :� .�.' ^ 't .� .,'f• 4 7':.' 5 [ .�,.1, id t1 , .. .YyU .'41�. T 'C G) N �p { v :.^,):,. .,�F� T;::P 1 2 .� fie- s«pc `¢ p W SD O _...._---' C: a ^� �, G. -�`"s tII N CD �7�' '.2:; ,YXt"; } c� `? ':;. m t� I: -Q- 5.:- - < O N N N C �s ,::.'- ,, v wr;•,.,r"2`.. s 'I:. 1 t I:. �;.. ,., _^'L, a a,SN ,., O c: O CD N QL v) G CD - .,,;a:: : ,.�:.:.:cn+.."°?,.,a" Pad`>..:�. 11� r ,. � �' .-�"" ,., � y"$ � r �. .. " I - k(( W(AD 1 CO C;� Q O `V -p ':. .. ., ^'e-.".1", 'r`, j f I. t 1: m ...wr •� : 'ri` _n'P k�. k.T' �. iTf CA a Cb O /�\ ,s»..„ ^" CD Q O f!i _'r , - "., ,' J,+3 .., :,.. C ..,x<. \ 4 I .!. _.: 'il: 4 tt -lF.'n Ai al. tl.' tF''If„C�'u 3r 7'. Z ,A _. W $, "k O Q N `�"': 't, ;> a j�yt,. :..�'.c+r'$i..Zm G aG? a P-.C�a;. +.;?. :r Cn IV.+ ® . C .CG c Q -' >:.;' ,, .tr:°' �"�1.. ' ':: .: ,; .1 'af $ :y f"'F :`�b.' 3'� :': -; ,._'�` �." '�!V •-,w,:..,t. O a CO '.." C O ® S'::,. -- ,.. v..._... ,. rv, :.ga re w-,,,,,, a.- n ,i C) CD AM Al, 10 R. N ~L' Ca O Cv fn Q. 6 *, ,:< .,..,.;. ... ., Ey 'c3' '�. -.F _.}c.�: ..zw e I1� �nit— ..� 'y.. b G r CD 5f f- 5 9m ft y� Z y O %x � AAA � . o a Quo . y m = y . N -� % U.-, "S m s Qw H A L.. -. m `�' v S a) c m t r1i o . � o C7 w ' i = rr-»e w ._ >£t. a �. w cn r, a'ni: 1 -q o -i � �_ :. .: az:gin., s m..u..a xa r-m a :r� zr a ./ ��vk -- , - -- .m *�'z- " " � Tr 2 sI • `� o ...,' x t - 1,,, w-r ':i 'mot r.l �x R7s tJ1 73 ,. �. tt5x••sk« b.,. 11� m 1 ...., ...�T x n . . , .. \ ..:: .. \ ,� n 3 a N C rn -07 > -tt 2 rnrn ua 'ti O A n n rn cn Z O rn to N _ c �` U3 ca �' -� Op Z r z y i N rn c z D ➢ 7a Z rrn _O r -n < t D 3 /-� rn to x (� �� NO U3 z crZ J m< , 1 I I I I I I I 1 VARIES A X r- r t1t X zrnC N rn rn O z �' �; tz� I I Ijxll n 7t6 3 %u z U) �t -+ tt c� �_=_ rn -i ( I=) I I=I I=1 I A r A z{ n o o n `" O -III 1 I I=III C FT Z go X rn = - <-j '� � rn ti rn --{ ( rn rn�'rA--�i �C I I-I ( ( z x a cr z is o -° �' rn ( rn(p rn= -i I ^I I ' C7 fh C yrN 0 -1� � � a tT Z � r rn n rn=�p r tr=rn �p j z -4z G� 18"MIN. Lo O tTl 70 -i O Q 3 70 -A D A C rn rn rnzOrn zni 48"MAX p Z m< o rn x rn to n { -i- -iDn 0 6'-8"MIN,HEAD GLEARANGE z rn N z rn =O u+rn O s -� d Cd -J = 0 o rnc rn 3 (P 34"MIN.138"MAX. rn z Z 3 r-+ rn A z O _ QL ABOVE N051NG Uk tnn y tn pc D>t> U3 cr to- Z -i o tit r C u? OI -i A L N rn o rn3 rn�z rn o O nm x d? pArn-t� A �n^ SNJ3 ce c fi rnn O Ado tt t=o 3 p P N p� rnW-p DA /-Q � A 3 0 j CS` '�► O C1 �'w C3-i N -{ N O '-t t n z x - C rn _ ccn n t"' z �P _ Us C3 0, ( r o --{ x rn N �`rn d i Q Z r-� Z to cu a: C Z � > z3A n��� w mtAP C> �,I /� � O N o ' r0 Nni rn a m A '� O O Z Z -S Xi aC3a X A m>lw < Q III III— Z rn Zv -IJ3--�Lo c -O T-'{ Q N W (Csl I=III . ARtES _ tn> rD z zO vA cn w o _. 7C .P 'tl 11 N ti v N -f - a N w -+ z `o rn < p O 1`- y uc, rn is 3 >10�, s- �' rn �, O _ n' tt►N iU O A d rn r cl� tP rn D s' P u ® �z== 7C O -v_ q A 3 F y N J -i z ( - �� rn yy _ _ ��� m� z0 c O y KY U3rn ppX rn � QO m s cOn tam O� C� NtPttl { ifS rn> 90 N coo rn � 4 tll AO rn zx U3A _ i r r 6" A -A� ----$ O r n N A rrnV. z �1 fl z 3 Q( I tox O n 18"MIN. C o c rn O 48"MAX D O rn m n till m 7 -t O 7Q z n < A O3co O m CS rn rn rn� c` ppC A rn 00 m =� d rn -Ni rn can _�% z O = N�,� cu cr r (P to �' -i C �, O rn y a' r r- rn rn T. a�N c� -nN � 9 rn r X ?D Az p -z A r r, O O -'I rno �'rn rn , rn , } c x I, c '' n > cs -NI ti rn lV Cti 6 W rn rn Z p N o z rn rn I I= Mt I O a _> ; O r rAn �'A Q Cf1 laN Ul z C p < D tp Z a � C� �t N Ul-0 V• m t- O �w 9 n I)CN Z rn o rn � � rn rn oprn m o 0 Ot7 rnrn k rr 3 . „ OS L N m c p to T71 --� >< N rr--r3nO �3 -t► C3A -i rn be, O r Wit` � � 7tJ r -� oa`� { tn _�= 18"MIN. �uA, dz `x> `='�� o. � ��cY `* � 48" MAX >wu O OCR N O y z 3 v ��X3 lei =A rn �i 2 NNwz%n Otill (P y u t, �rn Z a ? C3 rn = A c rrnrnGO x x z* t� z N z vs r 3 rn tip n - z O O Ni,s'i .�.s X Z A�tf 0 x m "u -t�o�'c " nm t;s r rn o m rn rn y _, c>o, to N nP�P z�_ pXs oo Z c� C-D rn C�-` rn !� 70 3-1 A G\o O a 41 C a 1" -p rn 0 rn rn z ttn --1 A -n A D(P (P °� 10 Ul i� �, < ;a A c7 < 0 t-n rn to `a. rn-d p rn t- o m z r Tti to z L '{. Z Z tit ,.i z.4 n A to _ N oto < 4'Cyl ;® � to -" °u eo S O m __... O Z NO-tnj om, z z (pzOU Z ©m t 0 0a` oor- i CO rf �1 d% Z p7 ✓I i T jj C1.i1 ^Z r A Ut,A C� '({ Qo(p 14!F w j t a 1 } 3 N iv rn p uy� {?tt o D � u y m rn W Z 18 MIN. Z O MAX dZ�Z A I N U70(nU7cn-cn �*{' �TU73 co 0, xmm 0 0- Emmrn��m DZ >z<X rcr CO O� ndro ro> ;0 0 rn a,y o OG) +7 N cn zv_ z<D OroO 'GM) O;Cp1m ro�DO A -AIO d0 mcn m m co x "I C5:w to 0F. �mr0 700�10 O rmn� m ZD� n �mtrt v m m-v 02� a Wrr '�a m � nv �0 v �:z cm � �m m' cd C r z Dmro ro ° 1 ro Omo mz�J )FO I� D 0n� 1 ZA° mD- c) b7 Z D Z° A XS D� Z C] ODA n Dzp y nmAZ O 9 m°m n XPO O aCl-n OD m� OD N A 0,'. 'o z0 aD OZ �a p �.n{ Cmp t1N n C u nC�fr1 OpG) �c-<m �v 0 p2 0=t� -1-z °OtTI CST. b� fn p ad p Or N z z �mm� mcn c�z mOZMo0 �mz o� a,oi OZG) '� � ai Za �bZ my D mrr, I't1 �'J` C m e a n D ° O O r..cn '� L7 ISi f D ISfrZ "O ArM0 -- 0 Mo> co mZrD- O � m � c 04 D 1I TI r Z � Zr � 70 -0 D N `0 f') 'D 2 C� II Z M M-' rr- O tmn 3 O :u r n -�{I --{{ R�ni O 0 c C) A �1 m. r 0 Om nY Tmr MX 80 ZO D ❑ M -C D n fl mm c b- 0 Vi 77 x�' m tob0 � Z 0 r 1 7J 0 7J O O D Z? , �J O co D o A nt r 0 ° n. m rom D- Z CA m m 2 r TTi Q -0€ z 4 0--! t7-1 f .`0 00. O t� m o o m-Oi C? � coGa co D i,a m �" � r O O 14 0 nt^ b o �,toO Z -m O CT,i 2 rA 0c rC t�D ,Dp m �D �0° Z p�D V1D D�a $ Cn z F �nw �� x nC rl° AD OC rD Or aa c° z - ° r DmD 'D 3-0 -O yr rrt0t tnO w Ar Zr DN A z0 Iw D =' �Om ZS_ S � � .D{ O{{ O In Z 3cn Z mD t> -1 z r z(Tl Z N Z Z N 1-8 z-G C r { C m Z � _ 0 O a t F--1 EF D �0 DZ C. �mmU' nS _� cJi � co D �� 2z CZ nO !I ° Z C Obz;O me DC .NOG) m u, M Dbv n� ZC5 M-.A Z0 °'CA O N -D A On rn � �O > x c-ni°o r�0 o m� F z r0 y ID F cc �t3 -Gm'rt 0z Z 'n mn o �Arr^ 2ni nn mN z 0 m f0r7X O� . OCCR D n m2 a n - z C� � 'xp m GI Z �y Gx7 m to ro 0� ^i-j M I- �� 0 AncnCn nco G)-- G) ato Cl) O D dm0 WX A O 3 n n ' y uNi � �m� -nt� zn � AvF � C-2 mrn p � D a tr ri o O roa0 9 0 0 m Z x0m M 9 D .-n0 ca `0 v`i X MZCK 0� AO mz Dr-rit z <fn -1 ❑ N c7t�N•- wWmocN» -fin"�Z n0 SO z� .. fin Oxr' CAS p ti'(D �7x m N z Drm row >� am c (ng C Tr II a r,L t-+ A Om�Q a m�z z.o c� n D �Nm r�nm �cg m �0 0 $o O z{ 3N �Cr n�Dn� � Dmy OA 00 00 A = a ° roW0 C� ma'I �o -n0 [Ti Dm arr� z xr>z 0 z n X Z�m c 00� m� n n z� x N c3 ,r� ag �£ OLz o `n°o �n (00 -n — 0 �E7 M < �q�� �zb 0� So; mD N in ��� a� mm m o z ❑ Zrr`'irr'l< cccf)nZ•{: C� zv0i S! " p -{m wX 000 0 f W TJ -j0 v �m xn < � a my � c mOZZ Om= nZ y2 D ,CO c�nD A� jD y� m ° r yCmlDiL7 r; OC D yO�"b Dy Zpx tJ �j GOJ D0ZOw m °,GG) b� T ham° 2ro °0D0 `--'� z� -co o II DZ �Z WD °-iI� M ��Z O >MM W 0 m o OnA m� � m0 yz U) 0 ro � D ° �� m-� v `� D z�m ND ZF Ay.. �m �D 000 3 v 0 0 f cA n0 r Ocn In �D b m G` c° aE r yM,0 Or zC bro C)A' rb^ U (0J O a m �Z nr Orop rrr O0) 0) vZ v '0 n � Om K to C ch 2 to Z ro 0 m rr m0 t9O 'n m O a ;u m O 0 0 m o T AWM Q� �, � y �❑ i Q 3 3cgom3 G`mo = ymA av0DM -D R) x1� 3 S >>. ., a �.o a.gB'E 3 vr N-o' `� A flX Dd Ocn �i :3 cr 4�� w � a2a�o M 3 0 � ti rq (4 -9 7u fIITGl� 0 ' rnm, cC z NO _ O c �� ❑ ri� f'l to 0 r-. �� Q ^ 9 =1 ?z tp S�(P7v n c�v ° `T. w or5ia9 w�N °inm ° cmz $ DZ D(7 Cam? m'o rC = ° cycL-Cms�. a 2o?�m;� °w' O� � v° 3 -4 � r j- � ID � r� S o 0 sow ° f m ° �v a� u•R� ; onto M Q Sa ;11 ll�� a n O /� �� w rn c z a• �!a.NP f5 0 m c . am_ ..o d m c D arttz3 rn mr► m'm � ° oo ' c'Sw < m~' p 4m� FL " Dn 3 b 3i r -MY Q - d ❑ D DL7 1 i Z � m m c m r � D i'1 3 �Q l �w r � a -4 � o N � g .� \ V) b i a �. z � s z Q c Cl 4 m M f___ � (e?r7 fll S "'i D to to o f*1 ❑ F N 0 X 3> 0 � �, t ro co - Z H A Z z1 GlC- M C7 z � 7� X Z i z M < F- = D D 0 00 0 (n 0 F -4 � o ° f� IC —! {A7 �A 0 0 0, a y i71 N ro ° a u, 2 ro y r .� c co o 3 C n n v A, z x Z a Ov g °a d y r` i�l Z s� MO n ,co 0 w F9 0 M'0 o fo M -fie- tt� T _ M X r ,-. rri - - /� C © Z tJ T C3 r-a D ro C = z F- 0 (Yl 3 r- M W Q M �G1 vD Sfi $ \ D -� I3 M on rrt D 1 iTl ❑ t � �t N ' �'t rI CD z r i tJ x A Z q e 1 D C ❑ ML rri ti e z f zy z N r NE T V) A a Z Z7 G _ D r z -o ro ci z z :0 �u ao M w y N dr 4 ..� Q cm�i A N D D aR z s A Z N D z r { ( 1 rri f- --t� a a a v V J m❑ =n - '� '-� 2D' X V Ll Z f 1 ro A/-i M M O y Z _x D M o t max � w 1 w D S -q (� TI � x7 �` �r C c 7 z e y \-i ❑ v, p x F }.s -0 C © z r c�d D z A z v v ci ❑ _ C 70� z z 90 ® > � a -D r 1> 1> M-TI N r S. 90 © � z d H ® (� H \ 3 Fq X ctt Z T7J 70 tj 3> zrq 0 n - 1 �/