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BLD20150718 (2).PDFCITY OF EDMONDS 121 5TH AVENUE NORTH - EDMONDS, WA 98020 PHONE: (425) 771-0220 - FAX: (425) 771-0221 '/IC. I sao STATUS: ISSUED 09/08/2015 Permit #: BLD2.0150718; Expiration Date: 09/08/2016 Project`Address: 1-9228'`'OLYMPIC VIEW DR,' EDMONDS Parcel No: 00425100000400 P .191P ol.T7' 1#'79►111: _\by W r/7: GILBERT CONSTRUCTION COMPANY GILBERT CONSTRUCTION COMPANY GILBERT CONSTRUCTION CO LLC LLC LLC 23415 Timber Lane 23415 TIMBER LANE 23415 TIMBER LANE Woodway, WA 98020 WOODWAY, WA 98020 WOODWAY, WA 98020 (206)542-7171 (206) 542-7 17 1 (206)542-7171 LICENSE #: GILBECC976DI EXP:03/21/2017 NEW SFR, PLUMBING AND MECHANICAL INCLUDED. VALUATION: $361,749.20 YIU'11]Ii-f�l PERMIT TYPE: Residential PERMIT GROUP: 64 - Single Fam. y Resi ence ew GRADING: N CYDS: 0 TYPE OF CONSTRUCTION: VB RETAINING WALL ROCKERY: OCCUPANT GROUP: R-3/U OCCUPANT LOAD: FENCE: ( 0 X 0 FT.) CODE: 2012 OTHER: ------- OTHER DESC: ZONE: RS-12 NUMBER OF STORIES: 2 VESTED DATE: NUMBER OF DWELLING UNITS: I LOT #: BASEMENT • 0 1 ST FLOOR- 0 2ND FLOOR: 0 BASEMENT-0 1 ST FLOOR- 2272 2ND FLOOR- 925 3RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0 3RD FLOOR: 0 GARAGE: 662 DECK: 472 OTHER: 0 BEDROOMS:0 BATHROOMS:0 BEDROOMS:3 BATHROOMS:3 FRONTr . S ETBACK REQUIRED: 25 E PROPOSED: 25 REQUIRED: 10 N PROPOSED: 10 REQUIRED: 25 W PROPOSED: 74 HEIGHT ALLOWED:25 PROPOSED:25 REQUIRED: 10 S PROPOSED: 12 SETBACK NOTES: Deck permitted within critical area buffer building setback per ECDC 23.40.280 I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOINGTHE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATINGTO WORKMEN'S COMPENSATION INSURANCE AND RCW 18:27. THIS A L ATION IS A ERMIT UNTIL SIGNED BY THE BULL ING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. �� i,5 ki-Is lh �%GttiJ T9/a�/ZO/S Signature Print Name Date Released By Date ATTENTION 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. UBC109/ IBC 10/ IRCI 10. i ONLINE APPLICANT ASSESSOR © OTHER �Iti-STa , STATUS: ISSUED BLD20150718 • Final approval on a project or final occupancy approval must be granted by the Building Official prior to use or occupancy of the building or structure. Check the job card for all required City inspections including final project approval and final occupancy inspections. • Any request for alternate design, modification, variance or other administrative deviation (hereinafter "variance") from adopted codes, ordinances or policies must be specifically requested in writing and be called out and identified. Processing fees for such request shall be established by Council and shall be paid upon submittal and are non-refundable. • Approval of any plat or plan containing provisions which do not comply with city code and for which a variance has not been specifically identified, requested and considered by the appropriate city official in accordance with the appropriate provision of city code or state law does not approve any items not to code specification. • Sound/Noise originating from temporary construction sites as a result of construction activity are exempt from the noise limits of ECC Chapter 5.30 only during the hours of 7:00am to 6:00pm on weekdays and 10:00am and 6:00pm on Saturdays, excluding Sundays and Federal Holidays. At all other times the noise originating from construction sites/activities must comply with the noise limits of Chapter 5.30, unless a variance has been granted pursuant to ECC 5.30.120. • Applicant, on behalf of his or her spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold harmless the City of Edmonds, Washington, its officials, employees, and agents from any and all claims for damages of whatever nature, arising directly or indirectly from the issuance for this permit. Issuance of this permit shall not be deemed to modify, waive or reduce any requirements of any City ordinance nor limit in any way the City's ability to enforce any ordinance provision. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION. PERMIT TIME LIMIT. SEE ECDC 19.00.005(A)(6) BURDING (425) 771-0220 EXT. 1333 1 ENGINEERING (425) 771-0220 EXT. 1326 1 FIRE (425) 775-7720 PUBLIC WORKS 425 771-0235 1 PRE-TREATMENT 425 672-5755 1 - RECYCLING(425)2754801 When calling for an inspection please leave the following information: Permit Number, Job Site Address, Type of Inspection being requested, Contact Name and Phone Number, Date Prefereed, and whether you prefer morning or afternoon. • E•Frosion Control/Mobilization • E-Storm Tight line • E-In filtrat ion (2) - 3ft depth • E-Infiltration(1)-2ftdepth • E-Footing Drywell • E-Water Service Line • E-Driveway Form & Slope Ver. • E-Engineering Final • B-Preconstruction meeting • B-Setbacks • B-Footings • B-Foundation Wall • B-Foundation Drainage • B-Isolated Footings/Piers • B-First Floor Framing • B-Plumb Rough In • B-Gas Test/Pipe • B-Mechanical Rough In • B-Exterior Wall Sheathing • B-Roof Sheathing • B-Window Flashing • B-Shear Nailing • B-Height Verification • B-Fire Stopping • B-Framing • B-WallInsulation/Caulk • B-Insulation/Fnergy • B-Sheetrock Nail • B-Mechanical Final • B-Building Final DEVELOPMENT SERVICES RESIDENTIAL BUILDING PERMIT APPLICATION st 1 g90 121 5`s Avenue N, Edmonds, WA 98020 City of Edmonds Phone 425.771.0220 Q Fax 425.771.0221 PLEASE REFER TO THE RESIDENTIAL BUILDING CHECKLIST FOR SUBMITTAL REQUIREMENTS PROJECT ADDRESS (Street, Suite #, City State, Zip): l l?0298' 45LYMPIL VIC�J D4&VIR0^105 Wp F802o Parcel #: ooyas/00000�/oo Subdivision/Lot #: Project Valuation: $j , ®� APPLICANT: G 1 L 86P_ " LION57QucTIo0.1 00rn40&A4Y LLe Phone: z04, Z_ 71 Fax: Address (Street, City, State, Zip): a3y 1 S 777J40C-1ZL t711G G��oncv G�l� 9S'o2r5 E-Mail Address: PROPERTY OWNER: ,J,4tuG A-5 1qPPL.1G4tirT Phone: Fax: Address (Street, City, State, Zip): E-Mail Address: LENDING AGENCY: Phone: Fax: Address (Street, City, State, Zip): E-Mail Address: CONTRACTOR:* 61 L OC-& " CD A1STQu c T7 0,4 00`t- i00r l Y LLB Phone: ZprP Z 7-/ 3 Fax: Address (Street, City, State, Zip): 13qJ5jM6C• g C l.)00,0/)Aty A))q 9 9-O Z a E-Mail Address: *Contractor must have a valid City of Edmonds business license prior to doing work in the City. Contact the City Clerk's Office at 425.775.2525 WA State License #/Exp. Date: G I LC3t=CG 9 � . 0j !✓� 3�2 ( ZD I City Business License #/Exp. Date: 4j-021/5o kQ4 12- 31 070l57 DETAIL THE SCOPE OF WORK: NL�J S F2 PROPOSED NEWSQUARE FOOTAGE FOR THIS PROJECT: Basement: s . ft. Select Basement Type: Finished Lj Unfinished 1 S` Floor: 2 23 _-7-sq. ft. Garage/Carport: 6 /aZ -sq. ft. 2nd Floor: q2--5' s . ft. Deck/Cvrd Porch/Patio: q27 s . ft. Bedrooms #_a,_ Full-3/4 Bath #�_ Half -Bath #—L_ Other: s . ft. Fire Sprinklers: Yes Lj No Retaining Wal1: Yes Nokr Grading: Cut / SO cu. yds. Fill cu.yds. I Cut/Fill in Critical Area: Yes Lj No I declare under penalty of perjury laws that the information I have provided on this form/application is true, correct and complete, and that I am the property owner or duly authorized agent of the property owner to submit a permit application to the City of Edmonds. Print Name: 11e Owner ❑ Agent/Other ❑ (specify): Signaturee c ` Date: //Jr FORM A LABuilding New Folder 2010\DONE & x-ferred to I -Building -New driveTorm A2014.docx Updated: IAW2014 of EDM AO ~ st 1 s o City of Edmonds Equipment Type DEVELOPMENT SERVICES RESIDENTIAL BUILDING PERMIT APPLICATION FORM A 121 50' Avenue N, Edmonds, WA 98020 Phone 425.771.0220 Q Fax 425.771.0221 AppliancetEquipment Information (new and relocated) Total # Furnace Gas #LElec # Other: #_ BTUs: <100k_K>100k_ Locations) G f12A 4 G Air Handler / VAV (circle selected) Gas #_Elec # Other: # CFM: <10k >10k_ Location(s) AC / Compressor / Boiler / Heat Pump / Roof Top Unit (circle selected) Gas # Elec #Other: HP: <3, 3-15, # BTUs: <100k, 100k-500k, 500k-1Mil 15-30 Location(s) Hydronic Heating Gas #_Elec # In -Floor _Wall Radiant_ Boiler BTUs: Location Exhaust Fans (single duct) Bath #Kitchen # / Laundry # Other: #_ 5 Fireplace Gas #LElec # Other: # Location(s) C4 949AT RODM Dryer Duct Appliance Type Appliance/Equipment Information (new and relocated) Total # AC Unit BTUs: Location(s): Furnace BTUs: Location(s):—C4 /+aAc4 G Water Heater BTUs: Location(s): G /4 /Z/4C) L Boiler BTUs: Location(s): Other: BTUs: Location(s): FireplaceAnsert BTUs: Location(s): 9) (W?"7 20pm Stove/Range/Oven Dryer Outdoor BBQ TOTAL OUTLETS Fixture Type (new and relocated) Total # Fixture Type (new and relocated) 5 Total # Water Closet (Toilet) 3 Pressure Reduction Valve/Pressure Regulator Sink (idtchen, laundry, lavatory, bar, eye wash, etc.) Water Service Line Tub/Shower 3 Drinking Fountain Dishwasher Clothes Washer Hose Bib 3 Bacldlow Prevention Device (e.g. RBPA, DCDA, AVB) Water Heater Tankless? Yes No Hydronic Heat in: FloorEl Wall Floor Drain/Floor Sink Other: Refrigerator water supply (for waterrice dispenser) Other: FORM A LABuilding New Folder 2010\DONE & x-ferred to IrBuilding-New drive\Form A2014.docx Updated: 1/17/2014 GILBERT :=.a 1 Lu�� MLDIW ®SPAR WE.M7 - CONSTRUCTION r ,irj or EDMONDS August 7, 2015 . Re: BLD20150718=19228, Olympic View. Dr., Edmonds Please be advised that Gilbert Construction Company LLC owns both 19228 Olympic View Dr. and 19316 Olympic View Dr. An easement will be provided for the shared driveway prior to final inspection. Thank you, n Gilbert 23415 Timber Lane, Woodway, WA 98020 (206) 542-7171 REG.NGILBECC976D1 �`' DESIGN ASSOCIATES, INC. OPTION PLA� COPY 23103 FOR 5mc-r Dv&roml MDs OLYMPIC VIEW RESIDENCE GRAVITY LOADS BASED TO 2012 IRC FLOOR - 40# LIVE DEAD ROOF - 25# SNOW 15# DEAD (SHAKE/COMP) 19# DEAD (CONC. TILE) CEILING - 20# LIVE, 10# DEAD DECKS - 40# LIVE, 10# DEAD EXITS/STAIRS - 100# TOTAL LOAD BEAM CALCULATIONS ALAN MASCORD DESIGN ASSOCIATES, INC. 2187 N.W. REED ST. SUITE 100 PORTLAND, OR. 97210 Project: 23103-OLYMPIC VIEW OPT (COMP ROOF) Location: F1- FTG @ CRAWLSPACE [2012 International Building Code(2012 NDS)] Footing Size: 3.83 FT x 3.83 FT x 12.00 IN Reinforcement: #4 Bars @ 7.00 IN. O.C. E/W / (6) min. Section Footing Design Adequate Allowable Soil Bearing Pressure: Qs = 1500 psf Concrete Compressive Strength: F'c = 2500 psi Reinforcing Steel Yield Strength: Fy = 60000 psi Concrete Reinforcement Cover: c = 3 in Width: W = 3.83 ft Length: L = 3.83 ft Depth: Depth = 12 in Effective Depth to Top Layer of Steel: d = 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m = 5.5 in Column Depth: n = 5.5 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu = 1257 psf Effective Allowable Soil Bearing Pressure: Qe = 1350 psf Required Footing Area: Areq = 13.66 sf Area Provided: A = 14.67 sf Baseplate Bearing: Bearing Required: Bear = 26795 lb Allowable Bearing: Bear -A = 83566 lb Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 8588 lb Allowable Beam Shear: Vc1 = 28438 lb Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 55 in Punching Shear: Vu2 = 24397 lb Allowable Punching Shear (ACI 11-35): vc2-a = 102094 lb Allowable Punching Shear (ACI 11-36): vc2-b = 136125 lb Allowable Punching Shear (ACI 11-37): vc2-c = 68063 lb Controlling Allowable Punching Shear: vc2 = 68063 lb Bending Calculations: Factored Moment: Mu = 153936 in -lb Nominal Moment Strength: Mn = 501578 in -lb Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.72 in Steel Required Based on Moment: As(1) = 0.35 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4): As(2) = 0.99 in2 Controlling Reinforcing Steel: As-reqd = 0.99 in2 Selected Reinforcement: #4's @ 7.0 in. o.c. e/w (6) Min. Reinforcement Area Provided: As = 1.18 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 19.98 in s■ Randy Voeller Alan Mascord Design 2187 NW Reed St Suite 100 Portland OR 97210 StruCalc Version 9.0.1.7 6/3/2015 9:04:26 AM �-5.6 in T 12 In 3 In 3.63 ft Live Load: Dead Load: Total Load: Ultimate Factored Load: Weight to resist uplift w/ 1.5 F.S. PL = 11664 lb PD = 6777 lb PT = 18441 lb Pu = 26795 lb U.R. = 1418 lb ORIGINAL 23103-OLYMPIC VIEW OPT (COMP ROOF) Location: F2- FTG @ CRAWLSPACE [2012 International Building Code(2012 NDS)] Footing Size: 3.5 FT x 3.5 FT x 12.00 IN Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (5) min. Section Footing Design Adequate Allowable Soil Bearing Pressure: Qs = 1500 psf Concrete Compressive Strength: F'c = 2500 psi Reinforcing Steel Yield Strength: Fy = 60000 psi Concrete Reinforcement Cover: c = 3 in Width: W = 3.5 ft Length: L = 3.5 ft Depth: Depth = 12 in Effective Depth to Top Layer of Steel: d = 8.25 in Column Type: Wood Column Width: m = 5.5 in Column Depth: n = 5.5 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu = 1267 psf Effective Allowable Soil Bearing Pressure: Qe = 1350 psf Required Footing Area: Areq = 11.5 sf Area Provided: A = 12.25 sf Baseplate Bearing: Bearing Required: Bear = 22364 lb Allowable Bearing: Bear -A = 83566 lb Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 6789 lb Allowable Beam Shear: Vc1 = 25988 lb Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 55 in Punching Shear: Vu2 = 19967 lb Allowable Punching Shear (ACI 11-35): vc2-a = 102094 lb Allowable Punching Shear (ACI 11-36): vc2-b = 136125 lb Allowable Punching Shear (ACI 11-37): vc2-c = 68063 lb Controlling Allowable Punching Shear: vc2 = 68063 lb Bending Calculations: Factored Moment: Mu = 117413 in -lb Nominal Moment Strength: Mn = 419670 in -lb Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.66 in Steel Required Based on Moment: As(1) = 0.27 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4): As(2) = 0.91 in2 Controlling Reinforcing Steel: As-reqd = 0.91 in2 Selected Reinforcement: #4's @ 8.0 in. o.c. e/w (5) Min. Reinforcement Area Provided: As = 0.98 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 18 in so Randy Voeller �ade / Alan Mascorascord Design so 2187 NW Reed St Suite 100 or —4-a� „Portland OR 97210 StruCalc Version 9.0.1.7 6/3/2015 9:05:27 AM 12 in Live Load: Dead Load: Total Load: Ultimate Factored Load: Weight to resist uplift w/ 1.5 F.S �— 5.5 in —� 3.5 PL = 9354 lb PD = 6165 lb PT = 15519 lb Pu = 22364 lb U.R. = 1184 lb ORIGINAL 3 In Project: 23103-OLYMPIC VIEW OPT (COMP ROOF) Location: F3- FTG @ CRAWLSPACE Footing [2012 International Building Code(2012 NDS)] Footing Size: 3.0 FT x 3.0 FT x 12.00 IN Reinforcement: #4 Bars @ 9.00 IN. O.C. ENV / (4) min. Section Footing Design Adequate Allowable Soil Bearing Pressure: Qs = 1500 psf Concrete Compressive Strength: F'c = 2500 psi Reinforcing Steel Yield Strength: Fy = 60000 psi Concrete Reinforcement Cover: c = 3 in Width: W = 3 ft Length: L = 3 ft Depth: Depth = 12 in Effective Depth to Top Layer of Steel: d = 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m = 5.5 in Column Depth: n = 5.5 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu = 1246 psf Effective Allowable Soil Bearing Pressure: Qe = 1350 psf Required Footing Area: Areq = 8.31 sf Area Provided: A = 9.00 sf Baseplate Bearing: Bearing Required: Bear = 16261 lb Allowable Bearing: Bear -A = 83566 lb Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 4404 lb Allowable Beam Shear: Vc1 = 22275 lb Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 55 in Punching Shear: Vu2 = 13889 lb Allowable Punching Shear (ACI 11-35): vc2-a = 102094 lb Allowable Punching Shear (ACI 11-36): vc2-b = 136125 lb Allowable Punching Shear (ACI 11-37): vc2-c = 68063 lb Controlling Allowable Punching Shear: vc2 = 68063 lb Bending Calculations: Factored Moment: Mu = 73175 in -lb Nominal Moment Strength: Mn = 336668 in -lb Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.62 in Steel Required Based on Moment: As(1) = 0.17 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4): As(2) = 0.78 in2 Controlling Reinforcing Steel: As-reqd = 0.78 in2 Selected Reinforcement: #4's @ 9.0 in. o.c. e/w (4) Min. Reinforcement Area Provided: As = 0.79 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 15 in Note: Plain concrete adequate for bending, therefore adequate development length not required. M. Randy Voeller Alan Mascord Design 2187 NW Reed St Suite 100 Portland OR 97210 StruCalc Version 9.0.1.7 6/3/2015 9:06:25 AM 12 In Live Load: Dead Load: Total Load: Ultimate Factored Load: Weight to resist uplift w/ 1.5 F.S.: f---5.6 ink PL = 7011 lb PD = 4203 lb PT = 11214 lb Pu = 16261 lb U.R. = 870 lb ,aeo o0 ORIGINAL T 3 In 23103-OLYMPIC VIEW OPT (COMP ROOF) is F4- FTG @ CRAWLSPACE [2012 International Building Code(2012 NDS)] Footing Size: 3.0 FT x 3.0 FT x 12.00 IN Reinforcement: #4 Bars @ 9.00 IN. O.C. E/W / (4) min. Section Footing Design Adequate Allowable Soil Bearing Pressure: Qs = 1500 psf Concrete Compressive Strength: F'c = 2500 psi Reinforcing Steel Yield Strength: Fy = 60000 psi Concrete Reinforcement Cover: c = 3 in idth: W= 3 ft ength: L= 3 ft epth: rL Depth = 12 in ffective Depth to Top Layer of Steel: d = 8.25 in Column Type: Wood Column Width: m = 5.5 in Column Depth: n = 5.5 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu = 1131 psf Effective Allowable Soil Bearing Pressure: Qe = 1350 psf Required Footing Area: Areq = 7.54 sf Area Provided: A = 9.00 sf Baseplate Bearing: Bearing Required: Bear = 14363 lb Allowable Bearing: Bear -A = 83566 lb Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 3890 lb Allowable Beam Shear: Vc1 = 22275 lb Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 55 in Punching Shear: Vu2 = 12268 lb Allowable Punching Shear (ACI 11-35): vc2-a = 102094 lb Allowable Punching Shear (ACI 11-36): vc2-b = 136125 lb Allowable Punching Shear (ACI 11-37): vc2-c = 68063 lb Controlling Allowable Punching Shear: vc2 = 68063 lb Bending Calculations: Factored Moment: Mu = 64634 in -lb Nominal Moment Strength: Mn = 336668 in -lb Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.62 in Steel Required Based on Moment: As(1) = 0.15 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4): As(2) = 0.78 in2 Controlling Reinforcing Steel: As-reqd = 0.78 in2 Selected Reinforcement: #4's @ 9.0 in. o.c. e/w (4) Min. Reinforcement Area Provided: As = 0.79 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 15 in Note: Plain concrete adequate for bending, therefore adequate development length not required. �� Page Randy Voeller / Alan Mascorascord Design 2187 NW Reed St Suite 100 ar Portland OR 97210 StruCalc Version 9.0.1.7 6/3/2015 9:07:11 AM 12In Live Load: Dead Load: Total Load: Ultimate Factored Load: Weight to resist uplift w/ 1.5 F.S.: �-5.5 in —� PL = 5365 lb PD = 4816 lb PT = 10181 lb Pu = 14363 lb U.R. = 870 lb ORIGINAL T 3 in Project: 23103-OLYMPIC VIEW OPT (COMP ROOF) Location: DJ1- TYP CANT DECK JSTS Floor Joist [2012 International Building Code(2012 NDS)] 1.5 IN x 9.25 IN x 14.0 FT Pressure Treated (10 + 4) @ 16 O.C. #2 - Douglas -Fir -Larch - Wet Use Section Adequate By: 76.2% Controlling Factor: Deflection Live Load 0.09 IN U1354 -0.11 IN 2U846 Dead Load 0.01 in 0.00 in Total Load 0.10 IN U1173 -0.12 IN 2U812 Live Load Deflection Criteria: U480 Total Load Deflection Criteria: U360 Live Load 267 lb 523 lb Dead Load 56 lb 131 lb Total Load 323 lb 653 lb Uplift (1.5 F.S) -5 lb 0 lb Bearing Length 0.51 in 1.04 in M■ Randy Voeller Alan Mascord Design 2187 NW Reed St Suite 100 Portland OR 97210 StruCalc Version 9.0.1.7 6/3/2015 2:39:38 PM Span Length 10 ft 4 ft loft Unbraced Length -Top O ft O ft Unbraced Length -Bottom 0 ft 0 ft Floor sheathing applied to top of joists -top of joists fully braced. Floor Duration Factor 1.00 JOIST LOADING Uniform Floor Loading Center Right MATERIAL PROPERTIES Live Load LL = 40 psf 40 psf #2 - Douglas -Fir -Larch Dead Load DL = 10 psf 10 psf Base Values Adjusted Total Load TL = 50 psf 50 psf Bending Stress: Fb = 900 psi Fb' = 593 psi TL Adj. For Joist Spacing wT = 66.7 plf 66.7 plf Cd=1.00 C1=0.65 CF=1.10 Cr=1.15 Ci=0.80 Shear Stress: Fv = 180 psi Fv' = 140 psi Cd=1.00 Cm=0.97 Ci=0.80 Modulus of Elasticity: E = 1600 ksi E' = 1368 ksi Cm=0.90 Ci=0.95 Comp. -- to Grain: Fc -1= 625 psi Fc - -L' = 419 psi Cm=O.67 Controlling Moment: -533 ft-lb Over right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 3 Controlling Shear: -340 lb At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2, 3 Comparisons with required sections: Reg'd Provided Section Modulus: 10.8 in3 21.39 in3 Area (Shear): 3.65 in2 13.88 in2 Moment of Inertia (deflection): 56.14 in4 98.93 in4 Moment: -533 ft-lb 1057 ft-lb Shear: -340lb 1292lb Of ft� ORIGINAL Project: 23103-OLYMPIC VIEW OPT (COMP ROOF) Location: DJ2- TYP CANT DECK JSTS Floor Joist [2012 International Building Code(2012 NDS)] 1.5 IN x 9.25 IN x 12.0 FT Pressure Treated (8 + 4) @ 16 O.C. #2 - Douglas -Fir -Larch - Wet Use Section Adequate By: 128.3% Controlling Factor: Moment Live Load 0.04 IN U2644 0.08 IN 2U1202 Dead Load 0.00 in 0.01 in Total Load 0.04 IN U2402 0.09 IN 2U1124 Live Load Deflection Criteria: U480 Total Load Deflection Criteria: U360 REACTIONS A B Live Load 213 lb 480 lb Dead Load 40 lb 120 lb Total Load 253 lb 600 lb Uplift (1.5 F.S) -27 Ib 0 lb Bearing Length 0.40 in 0.96 in BEAM DATA Center Right Span Length 8 ft 4 ft Unbraced Length -Top 0 ft 0 ft Unbraced Length -Bottom 0 ft 0 ft Floor sheathing applied to top of joists -top of joists fully braced. Floor Duration Factor 1.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Base Values Bending Stress: Adjusted Fb = 900 psi Fb' = 683 psi Cd=1.00 CI=0.75 CF=1.10 Cr=1.15 Ci=0.80 Shear Stress: Fv = 180 psi Fv' = 140 psi Cd=1.00 Cm=0.97 Ci=0.80 Modulus of Elasticity: E = 1600 ksi E' = 1368 ksi Cm=0.90 Ci=0.95 Comp. -L to Grain: Fc - -L = 625 psi Fc -1' = 419 psi Cm=O.67 Controlling Moment: -533 ft-lb Over right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 3 Controlling Shear: -285 lb At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2, 3 Comparisons with required sections: Read Section Modulus: 9.37 in3 21.39 in3 Area (Shear): 3.06 in2 13.88 in2 Moment of Inertia (deflection): 39.52 in4 98.93 in4 Moment: -533 ft-lb 1218 ft-lb Shear: -285lb 1292lb s. Randy Voeller Alan Mascord Design 2187 NW Reed St Suite 100 Portland OR 97210 StruCalc Version 9.0.1.7 6/3/2015 2:40:33 PM Uniform Floor Loading Center ftbl Live Load LL = 40 psf 40 psf Dead Load DL = 10 psf 10 psf Total Load TL = 50 psf 50 psf TL Adj. For Joist Spacing wT = 66.7 Dlf 66.7 Dlf Of/ ft-{ Project: 23103-OLYMPIC VIEW OPT (COMP ROOF) �. Paae Randy Voeller Location: D61- TYP DECK BM Alan Mascord Design Multi -Loaded Multi -Span Beam E■ 2187 NW Reed St Suite 100 [2012 International Building Code(2012 NDS)] Portland OR 97210 or 5.5 IN x 11.5 IN x 8.5 FT Pressure Treated�`'� #2 - Douglas -Fir -Larch - Wet Use Section Adequate By: 55.5% StruCalc Version 9.0.1.7 6/3/2015 2:52:03 PM Controlling Factor: Moment Live Load 0.05 IN U1908 Dead Load 0.02 in Total Load 0.07 IN U1484 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 1666 lb 1666 lb Dead Load 475 lb 475 lb Total Load 2141 lb 2141 lb Bearino Length 0.93 in 0.93 in Span Length Unbraced Length -Top Unbraced Length -Bottom Live Load Duration Factor Notch Depth 8.5 ft 0 ft 8.5 ft 1.00 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Base Values Adwusted Bending Stress: Fb = 875 psi Fb' = 700 psi Cd=1.00 CF=1.00 Ci=0.80 Shear Stress: Fv = 170 psi Fv' = 136 psi Cd=1.00 Ci=0.80 Modulus of Elasticity: E = 1300 ksi E' = 1235 ksi Ci=0.95 Comp. -L to Grain: Fc - -L = 625 psi Fc -1' = 419 psi Cm=0.67 Controlling Moment: 4549 ft-lb 4.25 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -1670 lb At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Section Modulus: 77.99 in3 121.23 in3 Area (Shear): 18.42 in2 63.25 in2 Moment of Inertia (deflection): 131.56 in4 697.07 in4 Moment: 4549 ft-lb 7072 ft-lb Shear: -1670lb 5735lb Uniform Live Load 392 plf Uniform Dead Load 98 plf Beam Self Weight 14 plf Total Uniform Load 504 olf rc ORIGINAL s. Page Project: 23103-OLYMPIC VIEW OPT (COMP ROOF) Randy Voeller Location: DB2- TYP DECK BM Alan Mascord Design / Multi -Loaded Multi -Span Beam 2187 NW Reed St Suite 100 [2012 International Building Code(2012 NDS)] Portland OR 97210 5.5 IN x 11.5 IN x 10.0 FT Pressure Treated #2 - Douglas -Fir -Larch - Wet Use Section Adequate By: 22.0% StruCalc Version 9.0.1.7 6/3/2015 2:52:53 PM Controlling Factor: Moment Live Load 0.09 IN U1276 Dead Load 0.03 in Total Load 0.12 IN U990 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A 0- Live Load 1800 lb 1800 lb Dead Load 519 lb 519 lb Total Load 2319 lb 2319 lb Bearing Length 1.01 in 1.01 in Span Length Unbraced Length -Top Unbraced Length -Bottom Live Load Duration Factor Notch Depth 10 ft 0 ft 10 ft 1.00 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Base Values Adiusted Bending Stress: Fb = 875 psi Fb' = 700 psi Cd=1.00 CF=1.00 Ci=0.80 Shear Stress: Fv = 170 psi Fv' = 136 psi Cd=1.00 Ci=0.80 Modulus of Elasticity: E = 1300 ksi E' = 1235 ksi Ci=0.95 Comp. -L to Grain: Fc - -L = 625 psi Fc - -L = 419 psi Cm=0.67 Controlling Moment: 5796 ft-lb 5.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -1901 lb At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Section Modulus: 99.37 in3 121.23 in3 Area (Shear): 20.97 in2 63.25 in2 Moment of Inertia (deflection): 196.73 in4 697.07 in4 Moment: 5796 ft-lb 7072 ft-lb Shear: -1901 lb 5735lb Uniform Live Load 360 plf Uniform Dead Load 90 plf Beam Self Weight 14 plf Total Uniform Load 464 plf 0 ORIGINAL Project: 23103-OLYMPIC VIEW OPT (COMP ROOF) Location: Ml- CANT CLG JSTS OVER MSTR BR ENTRY HALL Floor Joist [2012 International Building Code(2012 NDS)] 1.5 IN x 7.25 IN x 8.5 FT (6 + 2.5) @ 24 O.C. 02 - Douglas -Fir -Larch - Dry Use Section Adequate By: 41.6% Controlling Factor: Moment Live Load -0.03 IN U2166 0.10 IN 2U598 Dead Load -0.01 in 0.04 in Total Load -0.04 IN U1727 0.14 IN 2U434 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 Live Load 120 lb 530 lb Dead Load 10 lb 256 lb Total Load 130 lb 786 lb Uplift 0.5 F.S) -99 lb 0 lb Bearing Length 0.14 in 0.84 in Span Length 6 ft 2.5 ft Unbraced Length -Top 0 ft 0 ft Unbraced Length -Bottom 0 ft 0 ft Floor sheathing applied to top of joists -top of joists fully braced. Floor Duration Factor 1.15 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Base Values Adiusted Bending Stress: Fb = 900 psi Fb' = 1212 psi Cd=1.15 C1=0.85 CF=1.20 Cr=1.15 Shear Stress: Fv = 180 psi Fv' = 207 psi Cd=1.15 Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Comp. -L to Grain: Fc -1= 625 psi Fc - -L = 625 psi Controlling Moment: -938 ft-lb Over right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2, 3 Controlling Shear: 414 lb At a distance d from left support of span 3 (Right Span) Created by combining all dead loads and live loads on span(s) 2, 3 Comparisons with required sections: Read Provided Section Modulus: 9.28 in3 13.14 in3 Area (Shear): 3 in2 10.88 in2 Moment of Inertia (deflection): 28.72 in4 47.63 in4 Moment: -938 ft-lb 1328 ft-lb Shear: 414lb 1501 lb 2 X 8 CLG JSTS @ 24" O/C s■ r�ao Alan Mascord Design no Randy Voeller 2187 NW Reed St Suite 100 /.f _.4fAo,, Portland OR 97210 StruCalc Version 9.0.1.7 6/2/2015 8:41:39 AM ft—{ Uniform Floor Loading Cen a RLqht Live Load LL = 20 psf 20 psf Dead Load DL = 10 psf 10 psf Total Load TL = 30 psf 30 psf TL Adj. For Joist Spacing wT = 60 plf 60 plf Wall Loading Wall One Live Load (1 to Joists): L1 = 0 plf 102 plf Dead Load ( -L to Joists):D1 = 0 plf 48 plf Load Location X1 = 0 ft 2.5 ft ORIGINAL Project: 23103-OLYMPIC VIEW OPT (COMP ROOF) page Randy Voeller Location: M2- BM OVER NICHE @ MSTR ENTRY HALL • Alan Mascord Design Multi -Loaded Multi -Span Beam 2187 NW Reed St Suite 100 of [2012 International Building Code(2012 NDS)]�� Portland OR 97210 3.5INx9.25INx3.0FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 601.7% StruCalc Version 9.0.1.7 6/2/2015 9:14:24 AM Controlling Factor: Moment Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN UMAX Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 Live Load 489 lb 489 lb Dead Load 365 lb 365 lb Total Load 854 lb 854 lb Bearing Length 0.39 in 0.39 in Span Length 3 it Unbraced Length -Top 0 ft Unbraced Length -Bottom 3 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Base Values Ad'us e Bending Stress: Fb = 900 psi Fb' = 1080 psi Cd=1.00 CF=1.20 Shear Stress: Fv = 180 psi Fv' = 180 psi Cd=1.00 Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Comp. -L to Grain: Fc -1= 625 psi Fc - -L' = 625 psi Controlling Moment: 640 ft-lb 1.5 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -427 lb At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 7.11 in3 49.91 in3 Area (Shear): 3.56 in2 32.38 in2 Moment of Inertia (deflection): 4.32 in4 230.84 in4 Moment: 640 ft-lb 4492 ft-lb Shear: -427lb 3885lb Uniform Live Load 326 plf Uniform Dead Load 236 plf Beam Self Weight 7 plf Total Uniform Load 569 Dlf ORIGINAL Project: 23103-OLYMPIC VIEW OPT (COMP ROOF) Location: M3- BM OVER MSTR BR @ ENTRY Multi -Loaded Multi -Span Beam (2012 International Building Code(2012 NDS)] 3.5 IN x 9.25 IN x 5.5 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 171.8% Controlling Factor: Moment Live Load 0.01 IN U4662 Dead Load 0.01 in Total Load 0.02 IN U2710 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 Live Load 699 lb 699 lb Dead Load 503 lb 503 lb Total Load 1202 lb 1202 lb Bearing Length 0.55 in 0.55 in Span Length 5.5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 5.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp.-- to Grain: Base Values Fb = 900 psi Cd=1.00 CF=1.20 Fv = 180 psi Cd=1.00 E = 1600 ksi Fc -1= 625 psi d'u ed Fb' = 1080 psi Fv' = 180 psi E' = 1600 ksi Fc - -L' = 625 psi Controlling Moment: 1652 ft-lb 2.75 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -865 lb At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 18.36 in3 49.91 in3 Area (Shear): 7.21 in2 32.38 in2 Moment of Inertia (deflection): 20.45 in4 230.84 in4 Moment: 1652 ft-lb 4492 ft-lb Shear: -865lb 3885lb s■ Vayo Randy Voeller �� Alan Mascord Design 2187 NW Reed St Suite 100 of Portland OR 97210 StruCalc Version 9.0.1.7 Uniform Live Load 254 plf Uniform Dead Load 176 plf Beam Self Weight 7 plf Total Uniform Load 437 Of ft 6/2/2015 9:16:22 AM ORIGINAL Project: 23103-OLYMPIC VIEW OPT (COMP ROOF) Location: M4- BM BTWN DINING & MSTR ENTRY HALL Multi -Loaded Multi -Span Beam [2012 International Building Code(2012 NDS)] 5.5 IN x 11.25 IN x 5.5 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 142.5% Controllinq Factor: Moment Live Load 0.01 IN U5018 Dead Load 0.01 in Total Load 0.02 IN U2949 Live Load Deflection Criteria: U480 Total Load Deflection Criteria: U360 Live Load 1491 lb 1491 lb Dead Load 1046 lb 1046 lb Total Load 2537 lb 2537 lb Bearinq Length 0.74 in 0.74 in Span Length 5.5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 5.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress Shear Stress: Modulus of Elasticity: Comp.1 to Grain: Base Values Fb = 875 psi Cd=1.00 CF=1.00 Fv = 170 psi Cd=1.00 E = 1300 ksi Fc -1= 625 psi Adjusted Fb' = 875 psi Fv' = 170 psi E' = 1300 ksi Fc - -L' = 625 psi Controlling Moment: 3488 ft-lb 2.75 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 1674 lb At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 47.83 in3 116.02 in3 Area (Shear): 14.77 in2 61.88 in2 Moment of Inertia (deflection): 79.67 in4 652.59 in4 Moment: 3488 ft-lb 8459 ft-lb Shear: 1674lb 7013lb s■ Page Randy Voeller / Alan Mascorascord Design 2187 NW Reed St Suite 100 or Portland OR 97210 StruCalc Version 9.0.1.7 Uniform Live Load 542 plf Uniform Dead Load 367 plf Beam Self Weight 13 plf Total Uniform Load 922 Of ft 6/2/2015 9:18:57 AM ORIGINAL Project: 23103-OLYMPIC VIEW OPT (COMP ROOF) Location: M5- HDR OVER DRS BTWN MSTR BR & BATH Multi -Loaded Multi -Span Beam [2012 International Building Code(2012 NDS)] 3.5INx9.25INx5.0FT 02 - Douglas -Fir -Larch - Dry Use Section Adequate By: 89.6% Controllinq Factor: Moment Live Load 0.02 IN U3441 Dead Load 0.01 in Total Load 0.03 IN U2079 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 Live Load 1145 lb 1145 lb Dead Load 750 lb 750 lb Total Load 1895 lb 1895 lb Bearing Length 0.87 in 0.87 in Span Length 5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 5 It Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Base Values Ad'us ed Bending Stress: Fb = 900 psi Fb' = 1080 psi Cd=1.00 CF=1.20 Shear Stress: Fv = 180 psi Fv' = 180 psi Cd=1.00 Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Comp. -- to Grain: Fc - -L = 625 psi Fc - -L' = 625 psi Controlling Moment: 2369 ft-lb 2.5 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 1327 lb At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: RecVd Provided Section Modulus: 26.32 in3 49.91 in3 Area (Shear): 11.05 in2 32.38 in2 Moment of Inertia (deflection): 26.64 in4 230.84 in4 Moment: 2369 ft-lb 4492 ft-lb Shear: 1327lb 3885lb M■ Randy Voeller Alan Mascord Design 2187 NW Reed St Suite 100 Portland OR 97210 or StruCalc Version 9.0.1.7 Uniform Live Load 458 plf Uniform Dead Load 293 plf Beam Self Weight 7 plf Total Uniform Load 758 plf 6/2/2015 9:20:43 AM ft ORIGINAL Project: 23103-OLYMPIC VIEW OPT (COMP ROOF) Location: M6- LAM BM ACROSS KIT Multi -Loaded Multi -Span Beam [2012 International Building Code(2012 NDS)] 3.5INx11.875INx10.0FT 1.55E Timberstrand LSL - iLevel Trus Joist Section Adequate By: 24.6% Controlling Factor: Deflection Live Load 0.18 IN U666 Dead Load 0.09 in Total Load 0.27 IN U449 Live Load Deflection Criteria: U480 Total Load Deflection Criteria: U360 REACTIONS A B Live Load 3115 lb 2708 lb Dead Load 1584 lb 1219 lb Total Load 4700 lb 3927 lb Bearing Length 1.68 in 1.40 in Span Length 10 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 10 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES 1.55E Timberstrand LSL - iLevel Trus Joist Base Values Ad'us ed Bending Stress: Fb = 2325 psi Fb' = 2327 psi Cd=1.00 CF=1.00 Shear Stress: Fv = 310 psi Fv' = 310 psi Cd=1.00 Modulus of Elasticity: E = 1550 ksi E' = 1550 ksi Comp. -L to Grain: Fc -1= 800 psi Fc - -L' = 800 psi Controlling Moment: 11564 ft-lb 4.9 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 3840 lb At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 59.63 in3 82.26 in3 Area (Shear): 18.58 in2 41.56 in2 Moment of Inertia (deflection): 391.92 in4 488.41 in4 Moment: 11564 ft-lb 15953 ft-lb Shear: 3840lb 8590lb s. Randy Voeller Alan Mascord Design so 2187 NW Reed St Suite 100 Portland OR 97210 StruCalc Version 9.0.1.7 ft 6/2/2015 9:23:33 AM oZ Uniform Live Load 460 plf Uniform Dead Load 173 plf Beam Self Weight 13 plf Total Uniform Load 646 Of Load Number QM Live Load 408 lb Dead Load 214 lb Location 5 ft TRAPEZOIDAL LOADS - CI Load Number One Left Live Load 163 pif Left Dead Load 146 plf Right Live Load 163 plf Right Dead Load 146 plf Load Start 0 ft Load End 5 ft Load Length 5 ft ORIGINAL s■ Page Project: 23103-OLYMPIC VIEW OPT (COMP ROOF) Randy Voeller Location: M7- LAM BM ACROSS MSTR BATH Alan Mascord Design / Multi -Loaded Multi -Span Beam 2187 NW Reed St Suite 100 [2012 International Building Code(2012 NDS)] Portland OR 97210 5.25 IN x 11.875 IN x 11.5 FT 2.0E Parallam - iLevel Trus Joist StruCalc Version 9.0.1.7 6/2/2015 9:26:41.AM Section Adequate By: 48.5% Controllinq Factor: Deflection Live Load 0.17 IN U825 Dead Load 0.09 in Total Load 0.26 IN U534 Live Load Deflection Criteria: U480 Total Load Deflection Criteria: U360 Live Load 3582 lb 3582 lb Dead Load 1946 lb 1946 lb Total Load 5529 lb 5529 lb Bearing Length 1.40 in 1.40 in Span Length 11.5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 11.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES 2.0E Parallam - iLevel Trus Joist Base Values Adjusted Bending Stress: Fb = 2900 psi Fb' = 2903 psi Cd=1.00 CF=1.00 Shear Stress: Fv = 290 psi Fv' = 290 psi Cd=1.00 Modulus of Elasticity: E = 2000 ksi E' = 2000 ksi Comp. -L to Grain: Fc -1= 750 psi Fc - -L = 750 psi Controlling Moment: 15895 ft-lb 5.75 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 4644 lb At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 65.69 in3 123.39 in3 Area (Shear): 24.02 in2 62.34 in2 Moment of Inertia (deflection): 493.45 in4 732.62 in4 Moment: 15895 ft-lb 29854 ft-lb Shear: 4644lb 12053lb Uniform Live Load 623 plf Uniform Dead Load 319 plf Beam Self Weight 19 plf Total Uniform Load 961 Dlf 1.5 ft ORIGINAL Project: 23103-OLYMPIC VIEW OPT (COMP ROOF) Location: M8- HDR OVER WDWS @ MSTR BA @ TUB Multi -Loaded Multi -Span Beam [2012 International Building Code(2012 NDS)] 5.125INx 10.5INx6.0 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 31.0% Controlling Factor: Shear Live Load 0.03 IN U2098 Dead Load 0.02 in Total Load 0.06 IN U1273 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 4624 lb 1607 lb Dead Load 2882 lb 1168 lb Total Load 7507 lb 2774 lb Bearinq Length 2.25 in 0.83 in Span Length 6 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 6 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.02 Notch Depth 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Adjusted Bending Stress: Fb = 2400 psi Controlled by: Fb cmpr = 1850 psi Fb' = 2400 psi Cd=1.00 Shear Stress: Fv = 265 psi Fv' = 265 psi Cd=1.00 Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi Comp. -L to Grain: Fc -1= 650 psi Fc - -L = 650 psi Controlling Moment: 9652 ft-lb 1.38 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 7257 lb At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Section Modulus: 48.26 in3 94.17 in3 Area (Shear): 41.08 in2 53.81 in2 Moment of Inertia (deflection): 93.23 in4 494.4 in4 Moment: 9652 ft-lb 18834 ft-lb Shear: 7257lb 9507lb s. Page Randy Voeller / Alan Mascorascord Design 2187 NW Reed St Suite 100 of Portland OR 97210 StruCalc Version 9.0.1.7 ft 6/2/2015 1:15:44 PM Uniform Live Load 135 plf Uniform Dead Load 150 plf Beam Self Weight 12 plf Total Uniform Load 297 Dlf Load Number Qpg Live Load 5421 lb Dead Load 3080 lb Location 1.33 ft ORIGINAL Project: 23103-OLYMPIC VIEW OPT (COMP ROOF) ocation: M9- LAM BM ACROSS KIT / FRONT DIN NEAR HUTCH tulti-Loaded Multi -Span Beam ?012 International Building Code(2012 NDS)] .5INx11.875INx14.0FT .55E Timberstrand LSL - iLevel Trus Joist ection Adequate By: 95.9% :ontrolling Factor: Deflection Live Load 0.18 IN U931 Dead Load 0.18 in Total Load 0.36 IN L/470 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS 6 13 Live Load 1106 lb 1106 lb Dead Load 1085 lb 1085 lb Total Load 2191 lb 2191 lb Bearina Length 0.78 in 0.78 in Span Length 14 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 14 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES 1.55E Timberstrand LSL - iLevel Trus Joist Base Values Ad4usted Bending Stress: Fb = 2325 psi Fb' = 2327 psi Cd=1.00 CF=1.00 Shear Stress: Fv = 310 psi Fv' = 310 psi Cd=1.00 Modulus of Elasticity: E = 1550 ksi E' = 1550 ksi Comp. -L to Grain: Fc -1= 800 psi Fc - -L' = 800 psi Controlling Moment: 7668 ft-lb 7.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 1884 lb At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 39.54 in3 82.26 in3 Area (Shear): 9.12 in2 41.56 in2 Moment of Inertia (deflection): 249.3 in4 488.41 in4 Moment: 7668 ft-lb 15953 ft-lb Shear: 18841b 8590lb s. Randy Voeller rVtl- NoAlan Mascord Design / 2187 NW Reed St Suite 100 or Portland OR 97210 StruCalc Version 9.0.1.7 Uniform Live Load 158 plf Uniform Dead Load 142 plf Beam Self Weight 13 plf Total Uniform Load 313 Of 14 6/2/2015 1:17:40 PM ORIGINAL on Page Project: 23103-OLYMPIC VIEW OPT (COMP ROOF) Randy Voeller Location: M10- BM BTWN DINING & KITCHEN Alan Mascord Design Multi -Loaded Multi -Span Beam so 2187 NW Reed St Suite 100 [2012 International Building Code(2012 NDS)] Portland OR 97210 or 5.5 IN x 22.5 IN x 18.5 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 28.0% StruCalc Version 9.0.1.7 6/2/2015 2:04:08 PM Controlling Factor: Moment Live Load 0.29 IN L1773 Dead Load 0.18 in Total Load 0.47 IN U475 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A R Live Load 7860 lb 7374 lb Dead Load 4769 lb 4754 lb Total Load 12630 lb 12128 lb Bearing Length 3.53 in 3.39 in Span Length 18.5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 18.5 ft Live Load Duration Factor 1.15 Camber Adj. Factor 1 Camber Required 0.18 Notch Depth 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values AAliusted Bending Stress: Fb = 2400 psi Controlled by: Fb_cmpr = 1850 psi Fb' = 2606 psi Cd=1.15 Cv=0.94 Shear Stress: Fv = 265 psi Fv' = 305 psi Cd=1.15 Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi Comp. -L to Grain: Fc -1= 650 psi Fc - -L = 650 psi Controlling Moment: 78734 ft-lb 7.03 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 12045 lb At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 362.49 in3 464.06 in3 Area (Shear): 59.29 in2 123.75 in2 Moment of Inertia (deflection): 2639.22 in4 5220.7 in4 Moment: 78734 ft-lb 100796 ft-lb Shear: 12045lb 25142lb 18.6 Uniform Live Load 0 plf Uniform Dead Load 0 plf Beam Self Weight 27 plf Total Uniform Load 27 Of Load Number DM Live Load 6901 lb Dead Load 4336 lb Location 7 ft Load Number One Two Three Left Live Load 210 plf 320 plf 549 plf Left Dead Load 79 plf 120 plf 342 plf Right Live Load 210 plf 320 plf 549 plf Right Dead Load 79 plf 120 plf 342 plf Load Start O ft 2 ft 7 ft Load End 2 ft 7 ft 18.5 ft Load Length 2 ft 5 ft 11.5 ft I NAL Project: 23103-OLYMPIC VIEW OPT (COMP ROOF) Pave so Randy Voeller Location: M11- LAM JSTS ACROSS FRONT KIT @ STOR CLOS Alan Mascord Design Multi -Loaded Multi -Span Beam 2187 NW Reed St Suite 100 [2012 International Building Code(2012 NDS)] Portland OR 97210 °r 1.75 IN x 11.875 IN x 7.0 FT 1.55E Timberstrand LSL - iLevel Trus Joist Section Adequate By: 63.6% StruCalc Version 9.0.1.7 6/2/2015 2:06:36 PM Controlling Factor: Moment Live Load 0.06 IN U1412 Dead Load 0.04 in Total Load 0.10 IN U877 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 1000 lb 1129 lb Dead Load 581 lb 667 lb Total Load 1581 lb 1795 lb Bearing Length 1.13 in 1.28 in Span Length 7 it Unbraced Length -Top 0 ft Unbraced Length -Bottom 7 ft Live Load Duration Factor 1.00 Notch Death 0.00 MATERIAL PROPERTIES 1.55E Timberstrand LSL - iLevel Trus Joist Base Values Adjusted Bending Stress: Fb = 2325 psi Fb' = 2327 psi Cd=1.00 CF=1.00 Shear Stress: Fv = 310 psi Fv' = 310 psi Cd=1.00 Modulus of Elasticity: E = 1550 ksi E' = 1550 ksi Comp. -L to Grain: Fc -1= 800 psi Fc - -L = 800 psi Controlling Moment: 4874 ft-lb 3.85 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -1641 lb At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Re" Provided Section Modulus: 25.13 in3 41.13 in3 Area (Shear): 7.94 in2 20.78 in2 Moment of Inertia (deflection): 66.81 in4 244.21 1n4 Moment: 4874 ft-lb 7977 ft-lb Shear: -1641 lb 4295lb Uniform Live Load 110 plf Uniform Dead Load 41 plf Beam Self Weight 6 plf Total Uniform Load 157 olf Load Number One Live Load 1359 lb Dead Load 915 lb Location 3.83 ft ORIGINAL Project: 23103-OLYMPIC VIEW OPT (COMP ROOF) Location: M12- BM ACROSS PANTRY & MUD RM Multi -Loaded Multi -Span Beam [2012 International Building Code(2012 NDS)] 5.125 IN x 15.0 IN x 17.5 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 31.0% Controlling Factor: Deflection Live Load 0.35 IN U593 Dead Load 0.31 in Total Load 0.67 IN U314 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 Live Load 3419 lb 3921 lb Dead Load 2973 lb 3494 lb Total Load 6392 lb 7415 lb Bearing Length 1.92 in 2.23 in Span Length 17.5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 17.5 ft Live Load Duration Factor 1.15 Camber Adj. Factor 1 Camber Required 0.31 Notch Depth 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Adeusted Bending Stress: Fb = 2400 psi Controlled by. Fb_cmpr = 1850 psi Fb' = 2749 psi Cd=1.15 Cv=1.00 Shear Stress: Fv = 265 psi Fv' = 305 psi Cd=1.15 Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi Comp. -L to Grain: Fc -1= 650 psi Fc - -L' = 650 psi Controlling Moment: 31683 ft-lb 8.93 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -6352 lb At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Section Modulus: 138.32 in3 192.19 in3 Area (Shear): 31.27 in2 76.88 in2 Moment of Inertia (deflection): 1100.14 in4 1441.41 in4 Moment: 31683 ft-lb 44023 ft-lb Shear: -6352lb 15618lb s. Randy Voeller Alan Mascord Design / 2187 NW Reed St Suite 100 or Portland OR 97210 StruCalc Version 9.0.1.7 6/2/2015 2:26:50 PM LOADING DIAGRAM 17.5 ft UNIFORM LOADS Center Uniform Live Load 0 plf Uniform Dead Load 0 pit Beam Self Weight 17 plf Total Uniform Load 17 Of Load Number 20 TWO Left Live Load 308 plf 458 plf Left Dead Load 237 plf 393 plf Right Live Load 308 plf 458 pit Right Dead Load 237 plf 393 plf Load Start 0 ft 4.5 ft Load End 4.5 ft 17.5 ft Load Length 4.5 ft 13 ft IGINAL s� Page Project: 1 - MPIC VIEW OPT (COMP ROOF) Randy Voeller Location: M13- BM ACROSS UTIL RM Alan Mascord Design / Multi -Loaded Multi -Span Beam 2187 NW Reed St Suite 100 [2012 International Building Code(2012 NDS)] Portland OR 97210 3.5 IN x 11.875 IN x 9.0 FT 1.55E Timberstrand LSL - iLevel Trus Joist Section Adequate By: 82.4% StruCalc Version 9.0.1.7 6/2/2015 2:32:49 PM Controlling Factor: Moment Live Load 0.09 IN U1209 Dead Load 0.08 in Total Load 0.17 IN U641 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 Live Load 2061 lb 2061 lb Dead Load 1827 lb 1827 lb Total Load 3888 lb 3888 lb Bearinq Length 1.39 in 1.39 in Span Length 9 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 9 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES 1.55E Timberstrand LSL - iLevel Trus Joist Base Values Adiusted Bending Stress: Fb = 2325 psi Fb' = 2327 psi Cd=1.00 CF=1.00 Shear Stress: Fv = 310 psi Fv' = 310 psi Cd=1.00 Modulus of Elasticity: E = 1550 ksi E' = 1550 ksi Comp. -L to Grain: Fc -1= 800 psi Fc - -L = 800 psi Controlling Moment: 8748 ft-lb 4.5 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -3110 lb At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 45.11 in3 82.26 in3 Area (Shear): 15.05 in2 41.56 in2 Moment of Inertia (deflection): 182.83 in4 488.41 in4 Moment: 8748 ft-lb 15953 ft-lb Shear: -3110lb 8590lb Uniform Live Load 458 plf Uniform Dead Load 393 plf Beam Self Weight 13 plf Total Uniform Load 864 Of ORIGINAL Project: 23103-OLYMPIC VIEW OPT (COMP ROOF) r�ee Randy Voeller Location: M14- HDR OVER PKT DR BTWN MUD RM & UTIL RM no Alan Mascord Design Multi -Loaded Multi -Span Beam 2187 NW Reed St Suite 100 of [2012 International Building Code(2012 NDS)]f� Portland OR 97210 5.5 IN x 11.25 IN x 6.5 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 16.1 % StruCalc Version 9.0.1.7 6/2/2015 2:39:32 PM Controlling Factor: Shear Live Load 0.02 IN U3583 Dead Load 0.02 in Total Load 0.04 IN U1868 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 Live Load 617 lb 5365 lb Dead Load 592 lb 4816 lb Total Load 1209 lb 10182 lb Bearing Length 0.35 in 2.96 in BEAM DATA Cente Span Length 6.5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 6.5 ft Live Load Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Base Values dA dusted Bending Stress: Fb = 875 psi Fb' = 1006 psi Cd=1.15 CF=1.00 Shear Stress: Fv = 170 psi Fv' = 196 psi Cd=1.15 Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi Comp.1 to Grain: Fc - L = 625 psi Fc - -L = 625 psi Controlling Moment: 6768 ft-lb 5.78 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -6944 lb At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Reced Provide Section Modulus: 80.71 in3 116.02 in3 Area (Shear): 53.28 in2 61.88 in2 Moment of Inertia (deflection): 83.84 in4 652.59 in4 Moment: 6768 ft-lb 9728 ft-lb Shear: -6944lb 8064lb 0 ft Uniform Live Load 0 plf Uniform Dead Load 0 plf Beam Self Weight 13 plf Total Uniform Load 13 Of Load Number QM Live Load 5982 lb Dead Load 5321 lb Location 5.83 ft ORIGINAL Project: 23103-OLYMPIC VIEW OPT (COMP ROOF) Location: M15- HDR OVER WDW @ UTIL RM Multi -Loaded Multi -Span Beam [2012 International Building Code(2012 NDS)] 3.5INx9.25INx4.0FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 63.0% Controlling Factor: Shear Live Load 0.01 IN U4871 Dead Load 0.01 in Total Load 0.02 IN U2685 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 Live Load 910 lb 2455 lb Dead Load 714 lb 2085 lb Total Load 1624 lb 4540 lb Bearinq Length 0.74 in 2.08 in Span Length 4 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 4 ft Live Load Duration Factor 1.15 Notch Depth 0.00 #2 - Douglas -Fir -Larch Base Values Adausted Bending Stress: Fb = 900 psi Fb' = 1242 psi Cd=1.15 CF=1.20 Shear Stress: Fv = 180 psi Fv' = 207 psi Cd=1.15 Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Comp. -L to Grain: Fc -1 = 625 psi Fc - -L = 625 psi Controlling Moment: 2318 ft-lb 2.84 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear:-2742.lb At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 22.39 in3 49.91 in3 Area (Shear): 19.87 in2 32.38 in2 Moment of Inertia (deflection): 20.63 in4 230.84 in4 Moment: 2318 ft-lb 5166 ft-lb Shear: -2742lb 4468lb Le on Randy Voeller Alan Mascord Design 2187 NW Reed St Suite 100 Portland OR 97210 StruCalc Version 9.0.1.7 n 6/2/2015 2:42:42 PM f Uniform Live Load 326 plf Uniform Dead Load 236 plf Beam Self Weight 7 plf Total Uniform Load 569 Of Load Number QM Live Load 2061 lb Dead Load 1827 lb Location 3.5 ft ORIGINAL Project: 23103-OLYMPIC VIEW OPT (COMP ROOF) Randy Voeller Location: MI6- 16' GAR DR HEADER so Alan Mascord Design / Multi -Loaded Multi -Span Beam �■ 2187 NW Reed St Suite 100 or [2012 International Building Code(2012 NDS)] Portland OR 97210 5.125INx13.5INx16.0FT 24F-V4 - Visually Graded Western Species - Dry Use StruCalc Version 9.0.1.7 6/2/2015 3:31:39 PM Section Adequate By: 35.9% Controlling Factor: Deflection Live Load 0.33 IN U574 Dead Load 0.25 in Total Load 0.59 IN U326 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS a B Live Load 3432 lb 3432 lb Dead Load 2608 lb 2608 lb Total Load 6040 lb 6040 lb Bearing Length 1.81 in 1.81 in Span Length 16 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 16 ft Live Load Duration Factor 1.15 Camber Adj. Factor 1 Camber Required 0.25 Notch Death 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Bending Stress: Fb = 2400 Fb_cmpr = 1850 Cd=1.15 Shear Stress: Fv = 265 Cd=1.15 Adjusted psi Controlled by: psi Fb' = 2760 psi psi Fv' = 305 psi Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi Comp. -L to Grain: Fc -1= 650 psi Fc - -I-' = 650 psi Controlling Moment: 24160 ft-lb 8.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -5194 lb At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Section Modulus: 105.04 in3 155.67 in3 Area (Shear): 25.57 in2 69.19 in2 Moment of Inertia (deflection): 772.99 in4 1050.79 in4 Moment: 24160 ft-lb 35805 ft-lb Shear: -5194lb 14057lb Uniform Live Load 429 plf Uniform Dead Load 311 plf Beam Self Weight 15 pif Total Uniform Load 755 Dlf ORIGINAL Project: 23103-OLYMPIC VIEW OPT (COMP ROOF) Page Randy Voeller Location: M17- HDR OVER OPENING BTWN KIT & HALL TO MUD RM • Alan Mascord Design Multi -Loaded Multi -Span Beam 2187 NW Reed St Suite 100 [2012 International Building Code(2012 NDS)] �■ Portland OR 97210 or 5.125 IN x 9.0 IN x 3.0 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 19.9% StruCalc Version 9.0.1.7 6/2/2015 3:33:47 PM Controlling Factor: Shear Live Load 0.01 IN U4417 Dead Load 0.00 in Total Load 0.01 IN U2772 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS g B Live Load 2493 lb 7011 lb Dead Load 1457 lb 4203 lb Total Load 3949 lb 11213 lb Bearing Length 1.19 in 3.37 in Span Length 3 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 3 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0 Notch Depth 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Adjusted Bending Stress: Fb = 2400 psi Controlled by: Fb_cmpr = 1850 psi Fb' = 2400 psi Cd=1.00 Shear Stress: Fv = 265 psi Fv' = 265 psi Cd=1.00 Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi Comp. -L to Grain: Fc -1= 650 psi Fc -1' = 650 psi Controlling Moment: 5556 ft-lb 2.49 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -6796 lb At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Section Modulus: 27.78 in3 69.19 in3 Area (Shear): 38.47 in2 46.13 in2 Moment of Inertia (deflection): 26.95 in4 311.34 in4 Moment: 5556 ft-lb 13838 ft-lb Shear: -6796lb 8149lb v Uniform Live Load 0 plf Uniform Dead Load 0 plf Beam Self Weight 10 plf Total Uniform Load 10 plf POINT LOADS - CENTER SPAF Load Number Vne 2W4 Live Load 1129 lb 7860 lb Dead Load 667 lb 4769 lb Location 0.5 ft 2.5 ft Load Number One Left Live Load 141 plf Left Dead Load 53 plf Right Live Load 202 plf Right Dead Load 76 plf Load Start 0 ft Load End 3 ft Load Length 3 ft 2 ORIGINAL Project: 23103-OLYMPIC VIEW OPT (COMP ROOF) Location: M18- LAM JST OVER STAIRWELL OPENING Multi -Loaded Multi -Span Beam [2012 International Building Code(2012 NDS)] 1.75 IN x 11.875 IN x 4.0 FT 1.55E Timberstrand LSL - iLevel Trus Joist Section Adequate By: 404.5% Controlling Factor: Shear Live Load 0.00 IN U9908 Dead Load 0.00 in Total Load 0.01 IN U6638 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS 9 B Live Load 1215 lb 465 lb Dead Load 649 lb 214 lb Total Load 1864 lb 679 lb Bearing Length 1.33 in 0.48 in Span Length 4 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 4 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES 1.55E Timberstrand LSL - iLevel Trus Joist Base Values Adiuste Bending Stress: Fb = 2325 psi Fb' = 2327 psi Cd=1.00 CF=1.00 Shear Stress: Fv = 310 psi Fv' = 310 psi Cd=1.00 Modulus of Elasticity: E = 1550 ksi E' = 1550 ksi Comp. -L to Grain: Fc -1= 800 psi Fc - -L = 800 psi Controlling Moment: 957 ft-lb 1.16 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 851 lb At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Reced Provided Section Modulus: 4.94 in3 41.13 in3 Area (Shear): 4.12 in2 20.78 in2 Moment of Inertia (deflection): 8.87 in4 244.21 in4 Moment: 957 ft-lb 7977 ft-lb Shear: 851 lb 4295lb s■ Randy Voeller Alan Mascord Design 2187 NW Reed St Suite 100 Portland OR 97210 StruCalc Version 9.0.1.7 6/2/2015 3:36:30 PM Uniform Live Load 170 plf Uniform Dead Load 64 plf Beam Self Weight 6 plf Total Uniform Load 240 plf Load Number QOg Live Load 1000 lb Dead Load 581 lb Location 0.5 ft ORIGINAL Project: 23103-OLYMPIC VIEW OPT (COMP ROOF) Location: M19- BM BTWN GREAT RM & KIT/DINING Multi -Loaded Multi -Span Beam [2012 International Building Code(2012 NDS)] 5.5 IN x 13.5 IN x 14.5 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 39.2% Controlling Factor: Moment Live Load 0.30 IN U579 Dead Load 0.22 in Total Load 0.52 IN U335 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 Live Load 4630 lb 4244 lb Dead Load 3496 lb 3040 lb Total Load 8126 lb 7284 lb Bearinq Lenqth 2.27 in 2.04 in Span Length 14.5 ft Unbraced Length -Top 0 It Unbraced Length -Bottom 14.5 ft Live Load Duration Factor 1.15 Camber Adj. Factor 1 Camber Required 0.22 Notch Depth 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values AA'usted Bending Stress: Fb = 2400 psi Controlled by: Fb_cmpr = 1850 psi Fb' = 2760 psi Cd=1.15 Shear Stress: Fv = 265 psi Fv' = 305 psi Cd=1.15 Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi Comp. -L to Grain: Fc -1= 650 psi Fc - -L = 650 psi Controlling Moment: 27596 ft-lb 6.96 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 7441 lb At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 119.98 in3 167.06 in3 Area (Shear): 36.63 in2 74.25 in2 Moment of Inertia (deflection): 808.56 in4 1127.67 in4 Moment: 27596 ft-lb 38424 ft-lb Shear: 7441 lb 15085lb noRandy Voeller Alan Mascord Design 2187 NW Reed St Suite 100 Portland OR 97210 StruCalc Version 9.0.1.7 6/2/2015 3:40:54 PM LOADING DIAGRAM 14.6 ft UNIFORM LOADS Center Uniform Live Load 0 plf Uniform Dead Load 0 plf Beam Self Weight 16 plf Total Uniform Load 16 Dlf Load Number One Live Load 1106 lb Dead Load 1085 lb Location 2.5 ft TRAPEZOIDAL LOADS -CENTER SPAN Load Number One Two Left Live Load 400 plf 564 plf Left Dead Load 258 plf 381 plf Right Live Load 400 plf 564 plf Right Dead Load 258 plf 381 plf Load Start 0 ft 2.5 ft Load End 2.5 ft 14.5 ft Load Lenqth 2.5 ft 12 ft /I ORIGINAL Project: 23103-OLYMPIC VIEW OPT (COMP ROOF) Location: M20- HDR OVER PATIO DR @ DINING Multi -Loaded Multi -Span Beam [2012 International Building Code(2012 NDS)] 3.5INx9.0INx12.0FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 83.8% Controllinq Factor: Deflection Live Load 0.14 IN U1046 Dead Load 0.19 in Total Load 0.33 IN U441 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 Live Load 678 lb 678 lb Dead Load 929 lb 929 lb Total Load 1607 lb 1607 lb Bearing Length 0.71 in 0.71 in Span Length 12 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 12 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.19 Notch Depth 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Bending Stress: Fb = 2400 psi Adousted Controlled by: Fb cmpr = 1850 psi Fb' = 2400 psi Cd=1.00 Shear Stress: Fv = 265 psi Fv' = 265 psi Cd=1.00 Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi Comp. -L to Grain: Fc -1= 650 psi Fc - -L = 650 psi Controlling Moment: 4821 ft-lb 6.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -1414 lb At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Section Modulus: 24.1 in3 47.25 in3 Area (Shear): 8 in2 31.5 in2 Moment of Inertia (deflection): 115.68 in4 212.63 in4 Moment: 4821 ft-lb 9450 ft-lb Shear: -1414lb 5565lb s. Randy Voeller Alan Mascord Design So 2187 NW Reed St Suite 100 _44.� Portland OR 97210 StruCalc Version 9.0.1.7 Uniform Live Load 113 plf Uniform Dead Load 148 pit Beam Self Weight 7 plf Total Uniform Load 268 alf 2 ft 6/2/2015 3:44:26 PM of ORIGINAL Project: 23103-OLYMPIC VIEW OPT (COMP ROOF) age Randy Voeller Location: M21- HDR OVER PATIO DR @ GREAT RM ■ Alan Mascord Design Multi -Loaded Multi -Span Beam 2187 NW Reed St Suite 100 [2012 International Building Code(2012 NDS)] �� Portland OR 97210 or 3.5 IN x 12.0 IN x 12.0 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 57.1% StruCaic Version 9.0.1.7 6/2/2015 3:56:06 PM Controlling Factor: Moment Live Load 0.20 IN L/716 Dead Load 0.15 in Total Load 0.35 IN U410 Live Load Deflection Criteria: U360 Live Load 2346 lb 2346 lb Dead Load 1753 lb 1753 lb Total Load 4099 lb 4099 lb Bearing Length 1.80 in 1.80 in Span Length 12 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 12 ft Live Load Duration Factor 1.15 Camber Adj. Factor 1 Camber Required 0.15 Notch Depth 0.00 Total Load Deflection Criteria: U240 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Bending Stress: Fb = 2400 psi Adjusted Controlled by: Fb_cmpr = 1850 psi Fb' = 2760 psi Cd=1.15 Shear Stress: Fv = 265 psi Fv' = 305 psi Cd=1.15 Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi Comp. -L to Grain: Fc - -L = 650 psi Fe - -L' = 650 psi Controlling Moment: 12296 ft-lb 6.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 3443 lb At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Section Modulus: 53.46 in3 84 in3 Area (Shear): 16.95 in2 42 in2 Moment of Inertia (deflection): 295.05 in4 504 in4 Moment: 12296 ft-lb 19320 ft-lb Shear: 3443lb 8533lb Uniform Live Load 391 plf Uniform Dead Load 283 plf Beam Self Weight 9 plf Total Uniform Load 683 Of ft ORIGINAL Project: 23103-OLYMPIC VIEW OPT (COMP ROOF) Location: M22- HDR OVER ENTRY DOOR Multi -Loaded Multi -Span Beam [2012 International Building Code(2012 NDS)] 3.5INx9.25INx7.0FT 1a2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 23.5% Controlling Factor: Moment Live Load 0.06 IN U1523 Dead Load 0.04 in Total Load 0.10 IN U876 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 Live Load 1236 lb 1236 lb Dead Load 916 lb 916 lb Total Load 2152 lb 2152 lb Bearing Length 0.98 in 0.98 in P GAI�1 VMIM • VCIIIC Span Length 7 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 7 ft Live Load Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -L to Grain: Base Values Fb = 900 psi Cd=1.15 CF=1.20 Fv = 180 psi Cd=1.15 E = 1600 ksi Fc -1= 625 psi A6usted Fb' = 1242 psi Fv' = 207 psi E' = 1600 ksi Fc - -L' = 625 psi Controlling Moment: 4182 ft-lb 3.5 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 1731 lb At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 40.4 in3 49.91 in3 Area (Shear): 12.54 in2 32.38 in2 Moment of Inertia (deflection): 63.23 in4 230.84 in4 Moment: 4182 ft-lb 5166 ft-lb Shear: 1731 lb 4468lb ME rayo Randy Voeller / Alan Mascord Design 2187 NW Reed St Suite 100 or Portland OR 97210 StruCalc Version 9.0.1.7 a 6/2/2015 4:00:36 PM Uniform Live Load 313 plf Uniform Dead Load 227 plf Beam Self Weight 7 plf Total Uniform Load 547 Of Load Number QM Live Load 281 lb Dead Load 194 lb Location 3.5 ft ORIGINAL Project: 23103-OLYMPIC VIEW OPT (COMP ROOF) Location: M23- BM ACROSS ENTRY PORCH (TO FRONT) Multi -Loaded Multi -Span Beam [2012 International Building Code(2012 NDS)] 5.5INx11.5INx8.0FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 317.4% Controlling Factor: Moment Live Load 0.01 IN U8567 Dead Load 0.01 in Total Load 0.02 IN U4401 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 Live Load 276 lb 276 lb Dead Load 281 lb 281 lb Total Load 557 lb 557 lb Bearing Length 0.16 in 0.16 in Span Length 8 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 8 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -L to Grain: Base Values Fb = 875 psi Cd=1.00 CF=1.00 Fv = 170 psi Cd=1.00 E = 1300 ksi Fc -1= 625 psi thus ed Fb' = 875 psi Fv' = 170 psi E' = 1300 ksi Fc - -L' = 625 psi Controlling Moment: 2118 ft-lb 4.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -545 lb At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Reaj Provided Section Modulus: 29.04 in3 121.23 in3 Area (Shear): 4.81 in2 63.25 in2 Moment of Inertia (deflection): 38.01 in4 697.07 in4 Moment: 2118 ft-lb 8840 ft-lb Shear: -545lb 7168lb s. rayo Randy Voeller Alan Mascord Design 2187 NW Reed St Suite 100 Portland OR 97210 or StruCalc Version 9.0.1.7 Uniform Live Load 0 plf Uniform Dead Load 0 plf Beam Self Weight 14 plf Total Uniform Load 14 Of Load Number One Live Load 551 lb Dead Load 453 lb Location 4 ft 6/3/2015 6:48:34 AM ORIGINAL Project: 23103-OLYMPIC VIEW OPT (COMP ROOF) Location: U1- BM ACROSS STAIRWELL Multi -Loaded Multi -Span Beam [2012 International Building Code(2012 NDS)] 5.5 IN x 11.5 IN x 9.5 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 63.7% Controlling Factor: Moment Live Load 0.06 IN L/1971 Dead Load 0.04 in Total Load 0.10 IN U1178 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 Live Load 1359 lb 1359 lb Dead Load 915 lb 915 lb Total Load 2274 lb 2274 lb Bearing Length 0.66 in 0.66 in Span Length 9.5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 9.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Base Values Adausted Bending Stress: Fb = 875 psi Fb' = 875 psi Cd=1.00 CF=1.00 Shear Stress: Fv = 170 psi Fv' = 170 psi Cd=1.00 Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi Comp. -L to Grain: Fc - -L = 625 psi Fc - -L' = 625 psi Controlling Moment: 5400 ft-lb 4.75 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -1819 lb At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Reced Provided Section Modulus: 74.06 in3 121.23 in3 Area (Shear): 16.05 in2 63.25 in2 Moment of Inertia (deflection): 142.05 in4 697.07 in4 Moment: 5400 ft-lb 8840 ft-lb Shear: -1819lb 7168lb s. raao Randy Voeller / Alan Mascorascord Design 2187 NW Reed St Suite 100 or Portland OR 97210 StruCalc Version 9.0.1.7 Uniform Live Load 286 plf Uniform Dead Load 179 plf Beam Self Weight 14 pif Total Uniform Load 479 Of 9.5 ft 6/2/2015 6:41:59 AM ORIGINAL Project: 23103-OLYMPIC VIEW OPT (COMP ROOF) Location: U2- BM OVER STAIRWELL Multi -Loaded Multi -Span Beam [2012 International Building Code(2012 NDS)] 3.125 IN x 10.5 IN x 10.5 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 53.9% Controlling Factor: Moment Live Load 0.15 IN U841 Dead Load 0.14 in Total Load 0.29 IN U442 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 Live Load 1083 lb 1536 lb Dead Load 1088 lb 1393 lb Total Load 2171 lb 2929 lb Bearing Length 1.07 in 1.44 in Span Length 10.5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 10.5 ft Live Load Duration Factor 1.15 Camber Adj. Factor 1 Camber Required 0.14 Notch Depth 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values AA'usted Bending Stress: Fb = 2400 psi Controlled by: Fb_cmpr = 1850 psi Fb' = 2760 psi Cd=1.15 Shear Stress: Fv = 265 psi Fv' = 305 psi Cd=1.15 Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi Comp. -L to Grain: Fc -1= 650 psi Fc - -L = 650 psi Controlling Moment: 8582 ft-lb 6.93 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -2703 lb At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Section Modulus: 37.31 in3 57.42 in3 Area (Shear): 13.3 in2 32.81 in2 Moment of Inertia (deflection): 163.71 in4 301.46 in4 Moment: 8582 ft-lb 13207 ft-lb Shear: -2703lb 6666lb onRandy Voeller Alan Mascord Design No 2187 NW Reed St Suite 100 _,,k�: _Portland OR 97210 StruCalc Version 9.0.1.7 Uniform Live Load 120 plf Uniform Dead Load 142 plf Beam Self Weight 7 plf Total Uniform Load 269 Of Load Number One Live Load 1359 lb Dead Load 915 lb Location 7 ft 6/2/2015 6:53:04 AM ORIGINAL Project: 23103-OLYMPIC VIEW OPT (COMP ROOF) Location: U3- MULT JSTS ACROSS HALL @ BR 3 Multi -Loaded Multi -Span Beam [2012 International Building Code(2012 NDS)] (2)1.5INx5.5INx5.0FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 89.8% Controlling Factor: Moment Live Load 0.03 IN U1742 Dead Load 0.02 in Total Load 0.05 IN U1142 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 Live Load 408 lb 408 lb Dead Load 214 lb 214 lb Total Load 621 lb 621 lb Bearing Length 0.33 in 0.33 in Span Length 5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Base Values A 'us ed Bending Stress: Fb = 900 psi Fb' = 1170 psi Cd=1.00 CF=1.30 Shear Stress: Fv = 180 psi Fv' = 180 psi Cd=1.00 Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Comp. -- to Grain: Fc -1= 625 psi Fc - -L' = 625 psi Controlling Moment: 777 ft-lb 2.5 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 510 lb At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Reg'd Provided Section Modulus: 7.97 in3 15.13 in3 Area (Shear): 4.25 in2 16.5 in2 Moment of Inertia (deflection): 8.74 in4 41.59 in4 Moment: 777 ft-lb 1475 ft-lb Shear: 510lb 1980lb s■ Randy Voeller ryaV M■ Alan Mascord Design / 2187 NW Reed St Suite 100 or �� Portland OR 97210 StruCalc Version 9.0.1.7 Uniform Live Load 163 plf Uniform Dead Load 82 plf Beam Self Weight 4 plf Total Uniform Load 249 Of 6/2/2015 6:54:29 AM ORIGINAL Project: 23103-OLYMPIC VIEW OPT (COMP ROOF) Location: R2- TYP RFTRS OVER BBO AREA Multi -Loaded Multi -Span Beam (2012 International Building Code(2012 NDS)) 1.5 IN x 7.25 IN x 10.5 FT (6 + 2.5 + 2) (Actual 12.2 FT) #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 350.2% Controlling Factor: Moment �■ Randy Voeller vage Alan Mascord Design so 2187 NW Reed St Suite 100 / Portland OR 97210 or StruCalc Version 9.0.1.7 6/1/2015 2:51:31 PM DEFLECTIONS L,�ef Cen er Right LOADING DIAGRAM Live Load 0.02 IN U5230 0.00 IN UMAX 0.01 IN 2U4718 Dead Load 0.01 in 0.00 in 0.01 in Total Load 0.03 IN U3157 0.00 IN L17765 0.02 IN 2U2966 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 / REACTIONS 8 5- _Q Live Load 126 lb 309 lb 204 lb Dead Load 86 lb 180 lb 97 lb Total Load 212 lb 489 lb 300 lb Bearing Length 0.23 in 0.52 in 0.32 in BEAM DATA Le Cen er Rift Span Length 6 ft 2.5 ft 2 ft Unbraced Length -Top O ft O ft O ft s n 2.5 n 2 ft � Unbraced Length -Bottom 6 ft 2.5 ft 2 ft Beam End Elevation Difference 6.17 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Lief Cen Ler Right MATERIAL PROPERTIES Uniform Live Load 50 plf 50 plf 50 plf #2 - Douglas -Fir -Larch Uniform Dead Load 27 plf 27 plf 27 plf Base Values Adjusted Beam Self Weight 2 plf 2 plf 2 plf Bending Stress: Fb = 900 psi Fb' = 1141 psi Total Uniform Load 80 plf 80 plf 80 plf Cd=1.15 C1=0.80 CF=1.20 Cr=1.15 Shear Stress: Fv = 180 psi Fv' = 207 psi Cd=1.15 Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Comp. -L to Grain: Fc - L = 625 psi Fc - -L = 625 psi Controlling Moment: -278 ft-lb 6.001 Ft from left support of span 1 (Left Span) Created by combining all dead loads and live loads on span(s) 1, 2 Controlling Shear: -223 lb At a distance d from the right support of span 1 (Left Span) Created by combining all dead loads and live loads on span(s) 1, 2 Comparisons with required sections: Reg'd Provide Section Modulus: 2.92 in3 13.14 in3 Area (Shear): 1.62 in2 10.88 in2 Moment of Inertia (deflection): 2.89 in4 47.63 in4 Moment: -278 ft-lb 1250 ft-lb Shear: -223lb 1501 lb 2 X 8 RAFTERS @ 24" O/C OK ORIGINAL Project: 23103-OLYMPIC VIEW OPT (COMP ROOF) �■ wee Randy r / Location: R1- TYP RFTRS OVER BR. 2 & 3 &DESK AREA Alan Mascorascord Design Multi -Loaded Multi -Span Beam ■■ 2187 NW Reed St Suite 100 [2012 International Building Code(2012 NDS)] Portland OR 97210 or 1.5 IN x 7.25 IN x 12.0 FT (Actual 13.9 FT)'�' #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 15.7% StruCalc Version 9.0.1.7 6/1/2015 2:43:05 PM Controlling Factor: Moment Live Load 0.37 IN U448 Dead Load 0.24 in Total Load 0.61 IN U274 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 Live Load 270 lb 235 lb Dead Load 172 lb 154 lb Total Load 442 lb 389 lb Bearinq Length 0.47 in 0.42 in Span Length 12 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 12 ft Beam End Elevation Difference 7 ft Live Load Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERI #2 - Douglas -Fir -Larch Base Values AA'usted Bending Stress: Fb = 900 psi Fb' = 1428 psi Cd=1.15 CF=1.20 Cr=-1.15 Shear Stress: Fv = 180 psi Fv' = 207 psi Cd=1.15 Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Comp. -L to Grain: Fc -1= 625 psi Fc - -L = 625 psi Controlling Moment: 1351 ft-lb 5.036 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 359 lb At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Reg'd Provide Section Modulus: 11.35 in3 13.14 in3 Area (Shear): 2.6 in2 10.88 in2 Moment of Inertia (deflection): 31.27 in4 47.63 in4 Moment: 1351 ft-lb 1564 ft-lb Shear: 359lb 1501 lb 2 X 8 RAFTERS @ 16" O/C OK 1 2 Uniform Live Load 33 plf Uniform Dead Load 17 plf Beam Self Weight 2 plf Total Uniform Load 53 Of Load Number One Live Load 106 lb Dead Load 53 lb Location 4 ft ORIGINAL Project: 23103-OLYMPIC VIEW OPT (COMP ROOF) apse Randy Voeller ■ Location: R3- RIDGE BM ACROSS BR. 2 & 3 (3 PT BRG) _ Alan Mascord Design Multi -Loaded Multi -Span Beam 2187 NW Reed St Suite 100 [2012 International Building Code(2012 NDS)] a� Portland OR 97210 (2) 1.75 IN x 9.5 IN x 22.33 FT (10.3 + 12) 1.9E Microllam - iLevel Trus Joist Section Adequate By: 36.0% StruCalc Version 9.0.1.7 6/1/2015 3:17:49 PM Controlling Factor: Moment CAUTIONS * Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Left Cen er LOADING DIAGRAM Live Load 0.14 IN U896 0.24 IN U609 Dead Load 0.04 in 0.11 in Total Load 0.18 IN U697 0.35 IN U410 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 i REACTIONS A Live Load 1617 lb 4963 lb 1839 lb Dead Load 880 lb 3398 lb 1134 lb Total Load 2497 lb 8361 lb 2973 lb . Bearing Length 0.95 in 3.19 in 1.13 in BEAM DATA Leif Center Span Length 10.33 ft 12 ft Unbraced Length -Top 0 ft 0 ft 10.33ftAL 14ft Unbraced Length -Bottom 10.33 ft 12 ft Live Load Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center 1.9E Microllam -iLevel Trus Joist Uniform Live Load 354 plf 354 plf Base Values Ad'us ed Uniform Dead Load 232 pif 232 plf Bending Stress: Fb = 2600 psi Fb' = 2928 psi Beam Self Weight 10 plf 10 plf Cd=1.15 C1=0.95 CF=1.03 Total Uniform Load 596 plf 596 plf Shear Stress: Fv = 285 psi Fv' = 328 psi Cd=1.15 Modulus of Elasticity: E = 1900 ksi E' = 1900 ksi Comp. -L to Grain: Fc - -L = 750 psi Fc - -L = 750 psi Controlling Moment: -9449 ft-lb Over left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 1, 2 Controlling Shear: 3936 lb At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 1, 2 Comparisons with required sections: Read Provided Section Modulus: 38.72 in3 52.65 in3 Area (Shear): 18.02 in2 33.25 in2 Moment of Inertia (deflection): 109.73 in4 250.07 in4 Moment: -9449 ft-lb 12847 ft-lb Shear: 3936lb 7265lb NOTES ORIGINAL_ roject: 23103-OLYMPIC VIEW OPT (COMP ROOF) ME Randy Voeller page Location: R4- RIDGE BM ACROSS GAMES RM & HALL Alan Mascord Design / Multi -Loaded Multi -Span Beam 2187 NW Reed St Suite 100 [2012 International Building Code(2012 NDS)] or Portland OR 97210 (2 ) 1.75 IN x 9.5 IN x 14.67 FT 1.9E Microllam - iLevel Trus Joist Section Adequate By: 104.2% StruCalc Version 9.0.1.7 6/1/2015 3:19:55 PM Controlling Factor: Deflection CAUTIONS " Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Cente LOADING DIAGRAM Live Load 0.27 IN U649 Dead Load 0.21 in Total Load 0.48 IN U368 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 y11 REACTIONS A B Live Load 843 lb 1063 lb Dead Load 657 lb 787 lb Total Load 1500 lb 1850 lb Bearing Length 0.57 in 0.70 in BEAM DATA C n er Span Length 14.67 ft AL 14.67 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 14.67 It Live Load Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES 1.9E Microllam -iLevel Trus Joist UNIFORM LOADS Uniform Live Load Center 0 plf Base Values Adausted Uniform Dead Load 0 plf Bending Stress: Fb = 2600 psi Fb' = 3087 psi Beam Self Weight 10 plf Cd=1.15 CF=1.03 Total Uniform Load 10 plf Shear Stress: Fv = 285 psi Fv' = 328 psi TRAPEZOIDAL LOADS - CENTER SPAN Cd=1.15 Load Number One Two Modulus of Elasticity: E = 1900 ksi E' = 1900 ksi Left Live Load 108 plf 177 plf Comp. -L to Grain: Fc -1= 750 psi Fc - J- = 750 psi Left Dead Load 75 plf 116 plf Right Live Load 108 plf 177 plf Controlling Moment: 5819 ft-lb Right Dead Load 75 plf 116 plf 7.78 Ft from left support of span 2 (Center Span) Load Start 0 ft loft Created by combining all dead loads and live loads on span(s) 2 Load End loft 14.67 ft Controlling Shear: -1628 Ib Load Length loft 4.67 ft At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 22.62 in3 52.65 in3 Area (Shear): 7.45 in2 33.25 in2 Moment of Inertia (deflection): 122.44 in4 250.07 in4 Moment: 5819 ft-lb 13541 ft-lb Shear:-1628lb 72651b NOTES ORIGINAL page Project: 23103-OLYMPIC VIEW OPT (COMP ROOF) �. Randy Voeller Location: R5- RIDGE BM OVER ENTRY PORCH Alan Mascord Design Multi -Span Roof Beam 2187 NW Reed St Suite 100 [2012 International Building Code(2012 NDS)]�� Portland OR 97210 or 5.5INx9.5INx7.0FT(5+2) #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 1158.3% StruCalc Version 9.0.1.7 6/1/2015 3:21:45 PM Controlling Factor: Moment Live Load 0.00 IN UMAX 0.00 IN 2U12110 Dead Load 0.00 in 0.00 in Total Load 0.00 IN UMAX 0.00 IN 2U10642 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 Live Load 281 lb 551 lb Dead Load 194 lb 453 lb Total Load 475 lb 1004 lb Bearing Length 0.14 in 0.29 in Span Length 5 ft 2 ft Unbraced Length -Top 0 ft 0 ft Unbraced Length -Bottom 5 ft 2 ft Roof Pitch 8 :12 Roof Duration Factor 1.15 Notch Depth 0.00 #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -L to Grain: Base Values Fb = 875 psi Cd=1.15 CF=1.00 Fv = 170 psi Cd=1.15 E = 1300 ksi Fc -1= 625 psi ft 2 ft� Roof Live Load RLL = 25 psf 25 psf Roof Dead Load RDL = 15 psf 15 psf Roof Tributary Width Side One TW1 = 2.3 ft 2.3 ft Adjusted Fb' = 1006 psi Roof Tributary Width Side Two Wall Load TW2 = WALL = 2.3 0 ft plf 2.3 0 ft plf Fv' = 196 psi BEAM LOADING Center 13ig1b( Total Live Load 113 plf 113 plf E' = 1300 ksi Total Dead Load (Adjusted for Roof Pitch) 81 plf 81 plf Fc - -L = 625 psi Beam Self Weight 11 plf 11 plf Total Load 205 plf 205 pif Controlling Moment: 551 ft-lb 2.3 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -441 lb At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2, 3 Comparisons with required sections: Read Provided Section Modulus: 6.57 in3 82.73 in3 Area (Shear): 3.38 in2 52.25 in2 Moment of Inertia (deflection): 7.79 in4 392.96 in4 Moment: 551 ft-lb 6937 ft-lb Shear: -441 lb 6810lb ORIGINAL o russ Truss Type y TM Ots / Gilbert / Olympic Vw B1504896 A01 Common 5 1 Job Reference (optional) 8-2-7 4x6 = 8.00 F12 eK Inoustnes, Inc. Tue May 26 12:57:37 2015 Page 1 'DoTJODYwQ6FnSdm3XHmw_czUdvKczCbTC 32-0-0 a3 6-q 8-2-7 1-6-0 Scale - 1:68.1 015 lfuES CTR. )'Ms r- Ia 6 2x4 11 3x8 = 2x4 11 8-2-7 16-0-0 23-9-9 324.0 A-0-7 zo_o ze. e Plate Offsets (X,Y)-- (2:0-3-9,0-1-81,(8:0-3-9,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.78 Vert(LL) -0.13 8-10 >999 240 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.46 Vert(TL) -0.34 2-14 >999 180 BCLL 0.0 ' Rep Stress Incr Yes WB 0.34 Horz(TL) 0.10 8 n/a n/a BCDL 8.0 Code IRC2012/TP12007 (Matrix) Weight: 133 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 "Except' W1: 2x4 HF Stud/Std REACTIONS. (lb/size) 2=1477/0-5-8 (min. 0-2-7), 8=1477/0-5-8 (min. 0-2-7) Max Horz 2=-207(LC 6) Max Uplift2=-48(LC 8), 8=-48(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-12, 3-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 2020/51, 3-4— 1385/70, 4-5= 1215/117, 5-6=-1215/117, 6-7=-1385/70, 7-8=-2020/51 BOT CHORD 2-15= 65/1692, 14-15=-65/1692, 14-16=-65/1692, 13-16=-65/1692, 12-13=-65/1692, 11-12=0/1558, 11-17=0/1558, 10-17=0/1558, 10-18=0/1558, 8-18=0/1558 WEBS 5-12— 23/921, 7-12=-773/159, 7-10=0/328, 3-12= 772/158, 3-14=0/328 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3-second gust) V(IRC2012)=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 3x6 MT20 unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard CITY COPX Job Truss cuss ype ty y TM (�5 / Gilbert /Olympic VW B1504896 A02 Common 5 1 Job Reference (optional) C \ITn4 InA—riec Inr Tile M',v 7r 19'F7 :'Ui 9n1.ri PAr1A 1 YrOW110 An1n ion, Ar1m ion,wm 7ozzo - ID:gEu7OPj8sRlgQor036p4w3zCbc?-AkzLmFYH2jLi4TzP6exLn??n tSVN5188NSs3zC TB 8 2-7 16-0-0 23-9-9 32-0-0 33-60, 8-2-7 7-9-9 7-9-9 4x6 = 8.00 12 Iy 0 2x4 11 3x8 = 2x4 11 Scale=1:67.7 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 ' BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr Yes Code IRC2012lrP12007 CSI. TC 0.78 BC 0.47 WB 0.35 (Matrix) DEFL in Vert(LL) -0.13 Vert(TL) -0.34 Horz(TL) 0.10 (loc) I/defl L/d 1-13 >999 240 1-13 >999 180 7 n/a n/a PLATES GRIP MT20 1851148 Weight: 133 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 *Except* TOP CHORD Structural wood sheathing directly applied. T1: 2x4 DF 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 HF No.2 WEBS 1 Row at mldpt 6-11, 2-11 WEBS 2x4 HF No.2 *Except* MiTek recommends that Stabilizers and required cross bracing W 1: 2x4 HF Stud/Std be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=1353/0-5-8 (min. 0-2-4), 7=1481/0-5-8 (min. 0-2-7) Max Horz 1= 201(LC 6) Max Uplittl=-27(LC 8), 7=-48(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2004/54, 2-3= 1393/71, 3-4=-1220/118, 4-5=-1220/119, 5-6=-1391/72, 6-7=-2026/51 BOT CHORD 1-14=-72/1712, 13-14=-72/1712, 13-15= 72/1712, 12-15=-72/1712, 11-12=-72/1712, 10-11=0/1562, 10-16=0/1562, 9-16=0/1562, 9-17=0/1562, 7-17=0/1562 WEBS 4-11=-27/933, 6-11= 773/158, 6-9=0/328, 2-11= 792/164, 2-13=0/329 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 3x6 MT20 unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = B.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 7. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/rPI 1. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard B1504896 I A03 I Common Supported Gable 1-60 16-0-0 " VL ' IwrJub^'a�'VQ0V4WJZ%jW!-0/406Ra610r`Jr%M/OU3Zp1U41YU, 32-0-0 1-6-0 16 0 0 16-0-0 13-6- -6-0 4x4 = a/ 3b 3b 34 33 32 31 30 29 28 27 26 25 24 23 22 3x6 = 5x6 = Scale = 1:68.6 Plate Offsets (X,Y)-- (29:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) -0.01 21 n/r 120 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.03 Vert(TL) -0.02 21 n/r 120 BCLL 0.0 Rep Stress Incr Yes WB 0.17 Horz(TL) 0.01 20 n/a n/a BCDL 8.0 Code IRC2012/TP12007 (Matrix) Weight: 183 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud/Std `Except" WEBS 1 Row at midpt 11-29, 10-30, 12-28 ST8,ST7,ST6: 2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. All bearings 32-0-0. Installation guide (lb) - Max Horz 2= 207(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 2, 30, 32, 33, 34, 35, 36, 37, 28, 27, 26, 25, 24, 23, 22 Max Grav All reactions 250 lb or less at joint(s) 2, 29, 30, 32, 33, 34, 35, 36, 37, 28, 27, 26, 25, 24, 23, 22, 20 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 30, 32, 33, 34, 35, 36, 37, 28, 27, 26, 25, 24, 23, 22. 10) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard o russ cussType y TM Qts /Gilbert / Olympic Vw 81504696 801 Scissor 1 1 Job Reference (optional) - Ir.w T KA 79 19•S7•d1 9n1S Pane 1 PrOBURI Arlington. Anmgton,wA taazzd ............... ____._..... _....._------, _.-. --- -- ID:gEu7OPj8sRlgOor03Bp4w3zCbc?-aJeTOHapKejEywi_nmU2Pdd1 gunibsCu6b7TNzC T8 -2-0-0 7-1-12 14-0-0 20-10-4 28-0-0 30-0-0 2-0-0 7-1-12 6-10-4 6-10-4 7-1-12 2-0-0 1_1 7-1-12 rAUN 7.00 F12 4x6 11 Scale = 1:54.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 1.00 Vert(LL) -0.32 12-13 >999 240 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.56 Vert(TL) -0.75 12-13 >448 180 BCLL 0.0 ' Rep Stress Incr Yes WB 0.93 Horz(TL) 0.62 10 n/a n/a BCDL 8.0 Code IRC2012/TPI2007 (Matrix) Weight: 128 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud/Std MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x6 DF No.2 4-2-11, Right 2x6 DF No.2 4-2-11 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1343/0-5-8 (min. 0-2-3), 1 0=1 343/0-5-8 (min. 0-2-3) Max Horz2=165(LC 7) Max Uplift2=-52(LC 8), 10=-52(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 3155/78, 3-4=-3038/105, 4-5— 2426/0, 5-6= 2346/13, 6-7=-2346/35, 7-8=-2426/0, 8-9=-3038/0, 9-10=-3154/0 BOT CHORD 2-14_ 114/2655, 13-14_ 116/2665, 12-13=0/2665, 10-12=0/2655 WEBS 6-13=0/1818, 8-13=-618/227, 8-12=0/256, 4-13=-618/201, 4-14=0/256 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip / DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 10. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard B1504896 Roof Special ,- -- iv.y Cu r vrj051119U0rV06p4WJZUDCf-4 VUrD0DHSyr4L4GALU 7HyrA5U4UIH2mL -2-0-0 7-1-12 14-0-0 21-2-0 24-8-12 28 0-0 30 0 0 2-0-0 7-1-12 6-10-4 7-2-0 3-6-12 3-3-4 2-0-0 46 11 7.00 12 2x4 11 3x8 = 7-1-12 14-0-0 21-2-0 24-8-12 28-0-0 7-1-1� C_tn_A -i Scale - 1:57.1 Plate Offsets (X,Y)-- j2:0-5-4,Edae] f9:0-3-8 0-2-01 f10:2-11-15 0-2-01 f10.0-5-3 0-1-101 f12.0 3-8 0-1-81� - LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.84 Vert(LL) -0.28 15-16 >999 240 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.58 Vert(TL) -0.63 15-16 >532 180 BCLL 0.0 ' Rep Stress Incr Yes WB 0.95 Horz(TL) 0.50 10 n/a n/a BCDL 8.0 Code IRC2012/TPI2007 (Matrix) Weight: 138 lb FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E *Except* T3: 2x4 DF No.2, T1: 2x4 DF 2400F 2.OE, T4: 2x4 HF No.2 BOT CHORD 2x4 HF No.2 'Except* 133: 2x4 HF Stud/Std WEBS 2x4 HF Stud/Std'Except* W4: 2x4 HF No.2 SLIDER Left 2x6 DF No.2 4-2-11, Right 2x6 DF No.2 3-8-10 REACTIONS. (lb/size) 2=1347/0-5-8 (min. 0-2-3), 1 0=1 340/0-5-8 (min. 0-2-3) Max Horz 2— 166(LC 6) Max Uplift2=-52(LC 8), 10— 51(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 3181/79, 3-4=-3064/107, 4-5=-2439/0, 5-6=-2356/12, 6-7=-2490/33 8-9=-3001/0, 9-1 0=-1 794/23 BOT CHORD 2-16=-117/2679, 15-16= 118/2688, 14-15=0/2823, 10-12=0/1365 WEBS 4-16=0/255, 4-15=-631/203, 6-15=0/1862, 7-15=-743/243, 9-12= 754/5, 9-14=0/1216 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 7-8=-2905/0, 12-14=0/1542, NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3-second gust) V(IRC2012)=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 10. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Qty 'TiA Ots / Gilbert / Olympic Vw , B1504896 Cot Root Special 1 jPly 1 Job Reference (optional) .f •C7A'� 7n1S Dann 1 ProBuild Arlington, Arlin9ton,WA 9822J .. . .......... ..._. . __ ... _ _ ID:gEu7OPi8sRlgQor03Bp4w3zCbc?-WimEpyc3sF_xBErMuBWWU2ictU AWOVL(d4DYGz T6 6-4-12 12-6-0 19-8-0 23-2-12 1 9660 28 6-0 6-4-12 6 1-4 7-2-0 3-6.12 3 3-4 2-0-0 4x6 11 5x6 14 1u a 3x8 II 3x4 11 2x4 11 3x8 = 1-4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 25.0 Plate Grip DOL 1.15 TC 0.93 TCDL 10.0 Lumber DOL 1.15 BC 0.68 BCLL 0.0 ' Rep Stress Incr Yes WB 0.86 BCDL 8.0 Code IRC2012lrP12007 (Matrix) LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 'Except* 133: 2x4 HF Stud/Std WEBS 2x4 HF Stud/Std *Except* W6,W2: 2x4 HF No.2 SLIDER Right 2x6 DF No.2 3-8-10 REACTIONS. (lb/size) 14=1128/0-5-8 (min. 0-1-14), 7=1279/0-5-8 (min. 0-2-2) Max Horz 7=-171(LC 4) Max Upliftl4= 20(LC 8), 7=-53(LC 9) Scale =1:55.5 DEFL in (loc) I/defl Ltd PLATES GRIP Vert(LL) -0.20 12 >999 240 MT20 185/148 Vert(TL) -0.5311-12 >602 180 Horz(TL) -0.36 14 n/a n/a Weight: 125 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installationguide._ FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2572/29, 2-3=-2216/60, 3-4= 2241/34, 4-5= 2707/131, 5-6=-2803/123, 6-7=-1690/25, 1-14=-1129/54 BOT CHORD 12-13=0/2266, 11-12=-170/2657, 7-9=-86/1281 WEBS 2-12= 459/178, 3-12=0/1684, 4-12=-780/213, 1-13=0/1992, 6-9= 702/82, 9-11=-84/1442, 6-11=-47/1131 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 14, 7. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 14. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/fPI 1. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard B1504896 IDOL I Common 8-2-7 16-0 0 - 21 1 4 - 26 6 0 8-2-7 7-9-9 5-1-4 5-4-12 4x4 = 8.00 12 3x6 = " to y A 12 13 7 2x4 II 3x6 = 3x8 = 8-2-7 i 16-0-0 26-6-0 A-9.7 zo_o 3x8 = Scale - 1:65.0 Plate Offsets (X,Y)-- (1.0-3-9,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.94 Vert(LL) -0.52 7-8 >604 240 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.63 Vert(TL) -0.94 7-8 >334 180 BCLL 0.0 ' Rep Stress Incr Yes WB 0.42 Horz(TL) 0.06 7 n/a n/a BCDL 8.0 Code IRC2012lrP12007 (Matrix) Weight: 122 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 *Except* W1,W6: 2x4 HF Stud/Std REACTIONS. (lb/size) 1=1123/0-5-8 (min. 0-1-14), 7=1123/Mechanical Max Horz 1=225(LC 5) Max Upliftl= 28(LC 8), 7=-7(LC 8) Max Grav 1=1131(LC 15), 7=1133(LC 15) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 2-8, 5-8, 5-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2— 1607/58, 2-3— 993/46, 3-4=-843/92, 4-5=-927/120 BOT CHORD 1-11= 94/1378, 10-11=-94/1378, 9-10= 94/1378, 8-9— 94/1378, 8-12— 19/665, 12-13=-19/665, 7-13=-19/665 WEBS 2-10=0/289, 2-8=-766/170, 4-8= 31/593, 5-7=-1062/18 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11 Omph (3-second gust) V(IRC2012)=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 1, 7. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard p HissTruss Type y 'TM Ofs /Gilbert / Olympic vw , Bi50a896 E01 Roof Special 5 1 Job Reference o tional - i"., o° om en�rel. Inrlucr.iee Inc Tun M— 25 1257,45 2015 Paae 1 Nrobu110 Anin ion, Arlin ion,W A vvzza u " ID:gEu70Pj8sRlgQor03Bp4w3zCbc?-S4u_EedJOtEfOY?IOcZ_aTny HGdePknokZKc9z 4 2-0-0 7-1-12 14-0-0 19-7-4 25-6-0 2-0-0 7-1-12 6-10 4 5-7-4 5-10 12 46 11 7.00 F12 13 Jx6 II 3x4 Scale - 1:54.7 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 ' BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr Yes Code IRC2012/TP12007 CSI. TC 0.93 BC 0.50 WB 0.87 (Matrix) DEFL in (loc) Well Ud Vert(LL) -0.23 11-12 >999 240 Vert(TL) -0.55 11-12 >555 180 Horz(TL) 0.41 13 n/a n/a PLATES GRIP MT20 185/148 Weight: 114 Ib FT = 20% LUMBER- TOP CHORD 2x4 DF No.2 'Except" BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. T3: 2x4 HF No.2, T1: 2x4 DF 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 HF Stud/Std be installed during truss erection, in accordance with Stabilizer SLIDER Lett 2x6 DF No.2 4-2-11 Installation guide. REACTIONS. (lb/size) 2=1239/0-5-8 (min.0-2-1), 13=1080/0-5-8 (min.0-1-12) Max Horz 2=183(LC 7) Max Uplift2=-53(LC 8), 13=-16(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2822/94, 3-4= 2705/122, 4-5= 2011/0, 5-6=-1922/33, 6-7=-2024/56, 7-8=-2190/35, 9-13=-1080/16, 8-9— 1067/50 BOT CHORD 2-12— 140/2371, 11-12=-142/2376, 10-11=-4/1923 WEBS 4-12=0/262, 4-11= 671/197, 6-11=0/1492, 7-11= 303/152, 7-10— 307/53, 8-10=0/1706 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2, 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 13. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/fPI 1. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard B1504896 I F01 I Roof Special 3xE ID 10-6-0 17-E 5-1-4 7-2- 4x6 = 3 Jxk$ 11 2x4 11 3x8 = 2 10-6-0 17-8-0 21 2 5-1-4 7_�_n o. bSfutL 2-0-0 Scale - 1:54.7 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 ' BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr Yes Code IRC2012/TP12007 CSI. TC 0.76 BC 0.67 WB 0.82 (Matrix) DEFL in (loc) I/defl Ud Vert(LL) -0.16 11-12 >999 240 Vert(TL) -0.45 11-12 >654 180 Horz(TL) -0.26 14 n/a n/a PLATES GRIP MT20 185/148 Weight: 118 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No.2 'Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B3: 2x4 HF Stud/Std WEBS 2x4 HF St "Except* Std MiTek recommends that Stabilizers and required cross bracing W6: 2x4 HFF No. be installed during truss erection, in accordance with Stabilizer SLIDER Right 2x6 DF No. No.2 3-8-10 Installation guide. REACTIONS. (lb/size) 14=1041/0-5-8 (min. 0-1-11), 7=1193/0-5-8 (min. 0-1-15) Max Horz 7= 174(LC 4) Max Upliftl4— 12(LC 8), 7— 53(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1873/25, 2-3=-1856/78, 3-4=-1905/51, 4-5= 2430/143, 5-6=-2527/136, 6-7— 1547/26, 1-14— 1020/40 BOT CHORD 12-13=0/1642, 11-12=-194/2405, 7-9= 98/1166 WEBS 2-13— 365/45, 3-12=0/1372, 4-12— 808/210, 1-13=0/1473, 6-9= 633/90, 9-11=-98/1312, 6-11=-57/1008 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 14, 7. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 14. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard p fuss ype y y 'TM Ots / Gilbert / Olympic Vw , B1504896 G01 FRoofSpecial 1 1 Job Reference o tional 791n. ice.. oo 9m F 6ATnk indu<rria Inc. Tue Mav 26 12:57:48 2015 Paae 1 ProSuild Arlington, Arunglon,wA BBZZJ ID:gEu7OPj8sRlgQor03Bp4w3zCbc?-tfZ7sggChocEH?kKhk6hB6PZ VDpmw +o_ z 4 4-12 8-6 0 15-8-0 18-11-4 22-6-0 24-6-0 4 4-12 4-1-4 7-2-0 3-3-4 3-6-12 2-0-0 44 = 3x4 Scale = 1:53.8 t t t 3x4 = 3x8 I I 2x4 I I 0 0 8-6-0 15-8-0 19-4-0 22-6-0 - 002 8-3-0 7-2-0 3-8-0 3-2-0 Plate Offsets X Y -- 8:0-5-3 0-1-10 LOADING (psf) SPACING- 2-0-0 CSI. TC 0.56 DEFL in Vert(LL) -0.19 (loc) I/defl Ud 13-14 >999 240 PLATES GRIP MT20 185/148 TCLL 25.0 Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 BC 0.79 Vert(TL) -0.42 13-14 >541 180 BCLL 0.0 ' Rep Stress Incr Yes WS 0.78 Horz(TL) -0.10 14 n/a n/a Weight: 107 lb FT = 20% BCDL 8.0 Code IRC2012/TPI2007 (Matrix) LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-6 oc purlins, except TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 'Except" 63: 2x4 HF Stud/Std BOT CHORD end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 HF Stud/Std *Except* MiTek recommends that Stabilizers and required cross bracing W5: 2x4 HF No.2 be installed during truss erection, in accordance with Stabilizer SLIDER Right 2x6 DF No.2 2-0-14 Installation guide. REACTIONS. All bearings 3-5-8 except Qt=length) 14=0-5-8. (lb) - Max Horz 10=-177(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 10, 14 except 8=-167(LC 16) Max Grav All reactions 250 lb or less at joint(s) 8 except 10=1460(LC 1), 10=1460(LC 1), 14=740(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 1005/60, 3-4_ 1077/33, 4-5=-556/76, 5-6=-654/68, 6-7=79/773, 7-8=-91/701 BOT CHORD 13-14=-45/807, 12-13=-141/709, 4-12=-583/78, 8-10=-601/123 WEBS 3-13=0/554, 4-13=0/263, 10-12=-571/0, 6-12=-63/1014, 6-10=-1060/126, 2-14=-1027/47 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 14 except Qt=lb) 8=167. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 14. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard B1504896 I H01 I Common Structural Gable 4-4-12 8-6-0 15-4-4 22-6-0 24-6-0 4-4-12 4-1-4 6-10 4 7-1-12 2-0-0 44 = 0 to 15 14 39 13 125.6 = 3x8 = 4x6 = 8x8 = Scale = 1:55.2 LOADING (psf) SPACING- 2-0 0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.51 Vert(LL) -0.28 9-10 >588 240 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.45 Vert(TL) -0.62 9-10 >264 180 BCLL 0.0 ' Rep Stress Incr Yes WB 0.73 Horz(TL) 0.02 9 n/a n/a BCDL 8.0 Code IRC2012fTP12007 (Matrix) Weight: 164 lb FT = 20% LUMBER- BRACING TOP CHORD 2x4 HF No.2 TOP CHORD BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 *Except* BOT CHORD W6,W1,W8,W7: 2x4 HF Stud/Std OTHERS 2x4 HF Stud/Std *Except* WEBS S131: 2x4 HF No.2 REACTIONS. All bearings 5-11-8 except at=length) 9=0-5-8, 12=0-3-8. (lb) - Max Horz 15=-203(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 9, 15 except 12= 127(LC 3) Max Grav All reactions 250 lb or less at joint(s) 13, 14 except 9=1276(LC 1), 15=733(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-560/79, 3-4— 623/66, 4-5=-70/605, 5-6= 108/476 BOT CHORD 14-15=-23/447, 14-39= 23/447, 13-39=-23/447, 12-13— 23/447, 11-12=-23/447, 10-11= 23/447, 9-10=0/447 WEBS 3-10=-7/260, 4-9=-1312/143, 2-15=-699/10, 6-9= 519/244 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 8-9. 1 Row at midpt 4-10, 4-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIlTPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9, 15 except (jt=1b) 12=127. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard pTruss RJSSType�Plj 'TM Ots / Gilbert / Olympic Vw , 81504896 101 Scissor 6 1 Job Reference (optional) n"c I.ITnL In.l„efrice Inn T,u I,Anv'lR 19•1,7•1i1 9(NS Pang 1 Pra9U110 Arington, Amngion,wH Razz i - - ID:gEu7OPj8sRlgQor03Bp4w3zCbc?-HEFFUhi4—L-p8TTvMsgOpk1 PiKd2BogBfOegoz _ 4-4.12 8-6-0 12-7-4 17-0-0 4 4-12 4-1-4 4-1-4 4-4-12 4x4 = 410 11 4x10 I Scale-1:37.6 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 ' BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr Yes Code IRC2012/TPI2007 CSI. TC 0.51 BC 0.40 WB 0.58 (Matrix) DEFL in Vert(LL) -0.18 Vert(TL) -0.44 Horz(TL) 0.23 (loc) I/defl Ud 7-8 >999 240 7-8 >455 180 7 n/a n/a PLATES GRIP MT20 185/148 Weight: 70 lb FT = 20% LUMBER- TOP CHORD 2x4 HF No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-10 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 20 HF Stud/Std MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x6 DF No.2 2-8-6, Right 2x6 DF No.2 2-8-6 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=721/0-5-8 (min. 0-1-8), 7=721/0-5-8 (min. 0-1-8) Max Horz 1= 112(LC 6) Max Upliftl=-12(LC 8), 7— 12(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1671/93, 2-3=-1574/122, 3-4— 1403/0, 4-5= 1403/16, 5-6=-1574/38, 6-7=-1671/16 BOT CHORD 1-8=-130/1335, 7-8— 0/1335 WEBS 4-8=0/1130 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 1, 7 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 1, 7. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/fPI 1. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 81504896 1102 Roof Special Structural Gable 3x4 I ME] 44 = 3x10 = 10 S.uu111 8x8 = 3x4 _ 8 7 5x8 = Scale - 1:42.9 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 ' BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr Yes Code IRC2012/TP12007 CS1. TC 0.23 BC 0.18 WB 0.32 (Matrix) DEFL in Vert(LL) -0.05 Vert(TL) -0.11 Horz(TL) 0.04 (loc) I/dell L/d 9-10 >999 240 9-10 >999 180 7 n/a n/a PLATES GRIP MT20 185/148 Weight: 97 lb FT = 20% LUMBER- BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 HF No.2 end verticals. WEBS 2x4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed installed during truss erection, in accordance with Stabilizer REACTIONS. All bearings 5-5-8 except (jt=length) 10=0-5-8. I (lb) - Max Horz 10=-130(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 8, 7, 10 Max Grav All reactions 250lb or less at joint(s) except 8=1040(LC 1), 8=1040(LC 1), 7=255(LC 20), 10=382(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 486/44, 34=-349/55, 4-5=-26/402 BOT CHORD 9-10=-71/637, 8-9= 325/67 WEBS 4-9=-13/551, 4-8=-790/41, 2-10=-530/20, 5-8=-361/49 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 7, 10. 10) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job russ Truss Type y 'TM Ots / Gilbert / Olympic Vw 81504896 J01 Scissor 2 1 Job Reference o tional 9 c, n " inn on onu UA ,k Inm—trmt Ina Tue Mav 26 12:57:53 2015 Paae 1 ProBUlitl Arlington, Aningion,wA yoga - - ID:gEu70Pj8sRlgQor03Bp4w3zCbc?-DdNOvNkINKEXOmcHUHisu97R 2 xez t z y -1-6-0 7-6-0 15-0-0 16-6-0 1-6-0 7-6-0 7-6-0 44 = 3x10 II oniv u Scale = 1:34.8 LOADING (psf) SPACING- 2-0-0 CS1. DEFL in (loc) Well L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.50 Vert(LL) -0.12 6-8 >999 240 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.31 Vert(TL) -0.27 6-8 >658 180 BCLL 0.0 ' Rep Stress Incr Yes WB 0.46 Horz(TL) 0.10 6 n/a n/a Weight: 67 lb FT = 20% BCDL 8.0 Code IRC2012/TP12007 (Matrix) LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std SLIDER Left 2x6 DF No.2 4-7-7, Right 2x6 DF No.2 4-7-7 REACTIONS. (lb/size) 2=748/0-5-8 (min. 0-1-8), 6=748/0-5-8 (min. 0-1-8) Max Horz 2=106(LC 7) Max Uplift2=-30(LC 8), 6=-30(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1340/0, 3-4=-1121/0, 4-5= 1121/0, 5-6= 1340/0 BOT CHORD 2-8=0/1035, 6-8=0/1035 WEBS 4-8=0/903 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-3-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=1IOmph (3-second gust) V(IRC2012)=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/fPI 1. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job rusS Truss I ype Ply *TM Ots / Gilbert / Olympic Vw B1504896 J02 Scissor 7 1 Job Reference (optional) ••"""••"•-•••••b•"•••-••••n•...... --- r.oiusianzszviomlleKlnausines,inc. iuemayz61z:b7:54zu15 Fagel ' ID:gEu70Pj8sRlg0or03Bp4w3zCbc?-ipx07jkzGeMN?wBU2?DSRNfatwOXFa36tdFJP7zCbSx 7-6-0 15-0-0 7-6-0 7-6-0 4x4 = Cl) 3x10 II 3x10 II 7-R-A 7 a Scale =1:33.9 Plate Offsets (X,Y)-- (1:0-1-4,0-3-01,(5:0-4-7 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.56 Vert(LL) -0.12 5-6 >999 240 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.32 Vert(TL) -0.27 5-6 >647 180 BCLL 0.0 ' Rep Stress Incr Yes WB 0.48 Horz(TL) 0.10 5 n/a n/a BCDL 8.0 Code IRC2012ITP12007 (Matrix) Weight: 63 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std SLIDER Left 2x6 DF No.2 4-7-7, Right 2x6 DF No.2 4-7-7 REACTIONS. (lb/size) 1=635/0-5-8 (min. 0-1-8), 5=635/0-5-8 (min. 0-1-8) Max Horz 1=100(LC 7) Max Uplift1=-1O(LC 8), 5=-10(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 1350/0, 2-3=-1170/0, 3-4=-1170/31, 4-5= 1349/2 BOT CHORD 1-6=0/1079, 5-6=0/1079 WEBS 3-6=0/940 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=11 Omph (3-second gust) V(IRC2012)=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ff; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 1, 5 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type ty Ply 'TM Ots / Gilbert / Olympic Vw " B1504896 J03 Common Supported Gable 1 1 Job Reference (optional) ProBuild Arlington, Aflington,WA sezzs ID:Eu7OPj8sRIgOor03Bp4w3zCbc?-A?Um gK31b1xUEd4mgbikK_aCAn_S_76G6H_syazCbSw -1-6-0 7-6-0 15-0-0 16-6-0 1-6 0 7-6-0 7-6-0 1-6 0 44 = 20 19 18 17 16 15 14 13 12 3x8 11 3x8 1. Scale-1:36.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TO 0.14 Vert(LL) -0.02 11 n/r 120 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.02 Vert(TL) -0.03 11 n/r 120 BOLL 0.0 Rep Stress Incr Yes WB 0.11 Horz(TL) 0.00 12 n/a n/a BCDL 8.0 Code IRC2012/TP12007 (Matrix) Weight: 68 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std BOT CHORD OTHERS 2x4 HF Stud/Std REACTIONS. All bearings 15-0-0. (lb) - Max Horz 20=122(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 20, 12, 17, 18, 19, 15, 14, 13 Max Grav All reactions 250 lb or less at joint(s) 20, 12, 16, 17, 18, 19, 15, 14, 13 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 10-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3-second gust) V(IRC2012)=87mph; TCDL=6.Opsf; BCDL-4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 20, 12, 17, 18, 19, 15 14, 13. 11) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIfTPI 1. 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job I russ I russ I ype Qty y 7M as Gilbert / Olympic Vw B1504896 IK01 Scissor 5 1 _ a...a,aA ouo11 Job Reference o tional .o i v 5 Jan Z7 zv 1 o ml I eK inaus[rles. 1nC. 1 ue Mav Lti12:57 7-0-0 44 = .7XIU 7-0-0 14-0-0 7.n.n Scale-1:30.6 Plate Offsets (X,Y)-- [2:0-4-5,0-2-121 [6:0-4-5 0-2-121 LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.09 6-8 >999 240 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.27 Vert(TL) -0.20 6-8 >821 180 BCLL 0.0 ' Rep Stress Incr Yes WB 0.34 Horz(TL) 0.07 6 n/a n/a BCDL 8.0 Code IRC2012lrP12007 (Matrix) Weight: 62 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std SLIDER Left 2x6 DF No.2 4-1-11, Right 2x6 DF No.2 4-1-11 REACTIONS. (lb/size) 2=741/0-5-8 (min. 0-1-8), 6=741/0-5-8 (min. 0-1-8) Max Horz 2=93(LC 7) Max Uplift2=38(LC 8), 6=-38(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 1159/0, 3-4=-962/0, 4-5=-962/0, 5-6= 1159/0 BOT CHORD 2-8=0/894, 6-8=0/894 WEBS 4-8=0/669 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-4-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11 Omph (3-second gust) V(IRC2012)=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job I russ Truss Type y 'TM Ols / Gilbert / Olympic Vw B1504896 K02 Common Supported Gable 1 1 1 Job Reference (optional) T.... "I.... 7C "7.G7 7111 S Denn 1 ' ProBuild Arlington, Anmgton,wA VUZZJ ID:gEu70Pj8sRlg0or03Bp4w3..z.Cbc _?„- 6_O,, .c_W..I.I.n. _rZ..Z..k._y_s-Ow37-mo3 _?H 7TrS-1uYZ_ b-TzOSzC- Su 2-0 0 7-0-0 14-0-0 16 0-0 2-0-0 7-0-0 7-0 0 2-0-0 4x4 = 3x811 v 3x811 Scale = 1:32.3 0 6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.04 11 n/r 120 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.02 Vert(TL) -0.07 11 n/r 120 BCLL 0.0 Rep Stress Incr Yes WB 0.09 Horz(TL) -0.00 12 n/a n/a BCDL 8.0 Code IRC2012/TP12007 (Matrix) Weight: 61 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 HF No.2 end verticals. WEBS 2x4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. REACTIONS. All bearings 14-0-0. (lb) - Max Horz 20=-109(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 20, 12, 17, 18, 19, 15, 14, 13 Max Grav All reactions 250 lb or less at joint(s) 16, 17, 18, 19, 15, 14, 13 except 20=322(LC 19), 12=322(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-20— 293/24, 10-12= 293/32 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 20, 12, 17, 18, 19, 15 14, 13. 11) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard B1504896 Scissor 6-0-0 12-0-0 13-6 0 1-6-0 6-0-0 6-0-0 1-6-0 44 = Scale = 1:29.1 O LOADING (psi) TCLL 25.0 TCDL 10.0 BCLL 0.0 ' BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr Yes Code IRC2012ITP12007 CSI. TC 0.22 BC 0.20 WB 0.33 (Matrix) DEFL in Vert(LL) -0.05 Vert(TL) -0.12 Horz(TL) 0.06 (loc) I/defl Ud 6-8 >999 240 6-8 >999 180 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 55 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud/Std SLIDER Left 2x6 DF No.2 3-8-10, Right 2x6 DF No.2 3-8-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installationuide. REACTIONS. (lb/size) 2=619/0-5-8 (min. 0-1-8), 6=619/0-5-8 (min. 0-1-8) Max Horz 2=89(LC 7) Max Uplift2=-27(LC 8), 6= 27(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-992/0, 3-4_ 803/0, 4-5= 804/0, 5-6=-992/0 BOT CHORD 2-8=0/74216-8=0l142 WEBS 4-8=0/652 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula.. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIIrPI 1. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 0 toss toss ype y y 'TM Ols I Gilbert /Olympic Vw 61504896 L02 Common Supported Gable 1 1 Job Reference (optional) 7 cin � ie 90 ono LAFrok Industries Inc. Tue Mav 26 12:57:59 2015 Paoe 1 ProBuiW Arlington, Anington,wA 9ezzJ - ID:gEu7OPj8sRlgQorO3Bp4w3zCbc?-2nkHARo55A?g6h4RgYpG8QN Rwxar�vy4 s 1-6 0 6-0-0 12-0-0 13 -6 0 1-6-0 6-0-0 6-0-0 1-6 0 4x4 = 0 0 6 16 15 14 13 1Y II 3x8 11 3x8 11 Scale=1:30.5 LOADING (psf) SPACING 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) -0.02 9 n/r 120 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.02 Vert(TL) -0.03 9 n/r 120 BCLL 0.0 ' Rep Stress Incr Yes WB 0.08 Horz(TL) -0.00 10 n/a n/a Weight: 52 lb FT = 20% BCDL 8.0 Code IRC2012/TP12007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std BOT CHORD OTHERS 2x4 HF Stud/Std REACTIONS. All bearings 12-0-0. (lb) - Max Horz 16=104(LC 7) Max Uplift All uplift 100 lb or less at joints) 16, 10, 14, 15, 12, 11 Max Grav All reactions 250 lb or less at joint(s) 16, 10, 13, 14, 15, 12, 11 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 10-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11 Omph (3-second gust) V(IRC2012)=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/fPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 16, 10, 14, 15, 12, 11. 11) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard FF {� CWiU�Lu .0 C`3 O L F N v' y C 4 p m F_ o 0 ODoc�,�C EcEo�� .7 �'� �o u '".' ?•y m �•' men C TJ' 00 ''E G h (O 0 1 i 4 CY) 00 ' O o LO 4 I � I 0 � I I� qo I I, I a I 4 o I ON N -00 d3� � � M r O � NdC� o 0 I � 3 J O ca vi U c � Cf O (D g a w no �m o 0 a a �� OF E D V City of Edmonds Park Impact Fee Worksheet - Name of Proposed Project: Olympic view Plan #23103 Current Site Address:19228 Olympic View Dr Building Permit #: BLD Previous Site Address (if different): Owner/Applicant: Gilbert Construction Company LLC Applicant Mailing Address: 23415 Timberlane, Woodway, WA 98020 Phone: 206-542-7171 E-mail address: ❑ New Commercial: Square footage of all floor area: Description of use: ❑ Commercial Addition: Square footage of all floor area: Description of use: 0 New Single Family: Does this new residence replace an existing residence demolished with previous 12 months? ❑ Yes n No Demo Building Permit No.: Date issued: SFR building permit must be issued within 12 months of issue of demo permit. ❑ New Multi -Family: Number of dwelling units proposed: ❑ Multi -Family Addition: Number of existing dwelling units: Number of dwelling units ❑ Exempt from PI fee (Low-income or other per ECC 3.36.040. Provide additional documentation.) ❑ Credit (For off -site improvement, etc. per ECC 3.36.050.) $ TYPE OF DEVELOPMENT: RATE: Single Family $2 734.05 per dwelling unit Mufti -Family $2 340.16 per dwelling unit Non -Residential $ 1.34 per square foot of new or additional floor area For City Use Only Calculate Fee Here: ECCIVEETotal Fee LABuilding New Folder 2010\Forms\Park Impact Fee Worksheet JMS 2.docx JUN 112015 DEVELOPMENT SERVICES VTR - CITY OF EDMONDS 1000 Wesl Main SI. Wo.982/2 Ph. 360. 794-5506 Monroe, P.O. Box Fox 360.794 6349 whalenUesigns, cor n 01TV oneDy r! February 27, 2015 Gilbert'Construction 23415 Timber Lane VFED Woodway, WA. 98020 Re: -Infiltration Rates for JUN 112015 Parcel Number: 004251-000-004-00 DEVELOPMENT SERVICES CTR. Address: 19228 Olympic View Dr. Edmonds, Wa. CITY OF EDMONDS SL 1 0-36"+ Sandy Loam Infiltration rate 10 inches/hour SL 2 0-26" Sandy loam 26-36" Gravelly sandy loam Infiltration Rate 6 inches/hour @31"(Water Table) a��a SL 3 0-22" Sandy loam 22-36"+ Medium Sand Infiltration Rate 14 inches/hour No ground water table encountered within the top 36" of soil logs 1 and 3. Groundwater at 31" in soil log 2. By using Table S. (Bioretention and Infiltration BMP sizing factors) the infiltration trench should be sized 2.Oinches/hour at 2 foot depth with a sizing factor of 2.3% with category 1 sites for soil log 3. Soil logs 1 and a should be sized 2.Oinches/hour at 3 foot depth with a sizing factor of 1.8% with category 1 sites. Sizing factor 2.0% on Category 2 sites If you require anything additional please feel free to contact us. Richard Whalen Whalen Designs LLC License NO. 5100150 tj S D I FI F D ?( LOT T N I?LT RA-r!'oN M E TH Ott RGSUB AUG 10 2015 BUILDING DEPAF'WENT CITY OF EDMONDS m 70 50 ' SANDY Qw 40 'r~i`ev .. 00 20 Page 1 of 1 20 30 40 A4'7 so .. ;SILTY.•' SLAY 00 3(LTY°.�W1Y 70 s4 StI.T LOAhl 90 1Q;...r...;... ,.. .... St 3 � • DAM ',s� 2 �'- �'� 91 Lr�'. SAN#? , SANP' . 100 90 80 70 s0 50 40 30 20 10 --o Porcent sand by Weight m 167 9 5' SCALE 1'=20' OLYMPIC VIEW DR roof drain PLAN VIEW t4TS 4` dgfd 01 6' nmblo perforated pipe i' 1 ............... ............� ..irtfiftt'ati0cl trOnctl PLAN VIEW 4 root clra?n NTS 4" ri91d or r RoaLe spli4h block per;oMod plpo .._._...... ......:.... I I _........ Varies v°• { W -Q)od rock Varies i VY3la��°° • • varies-�------� A �Icer t�bric =ipaclad bac�flll ;i11:s�J. 6' 4° 4d or 8' flexible 9 0�• ov • podmled pipe Varies 4� o 0 op 00 ° y°a wa:llad rock Vaiics �• a p u po°o�n�a 1.1/2 to 1.3/4Inch �---� 24� SECTION A NTS .INr-,c-rRAT,ON "rPEuCt+ SaEia!L CITY COPY September 3, 2015 R ES U B SEP 0 J 2015 Gilbert Construction 23415 Timber Lane BUILDINc3 DEPAR?MENT Woodway, , WA. 98020 CITY OF EDMONDS Re: Infiltration Rates for Parcel Number: 004251-000-004-00 Address: 19228 Olympic View Dr. Edmonds, Wa. SL 1 0-36"+ Sandy Loam Infiltration rate 10 inches/hour SL 2 0-26" Sandy loam 26-36" Gravelly sandy loam Infiltration Rate 6 inches/hour @31"(Water Table) SL 3 0-22" Sandy loam 22-36"t Medium Sand Infiltration Rate 14 inches/hour. SL 4 0-21" sandy loam 31-38"+ Medium Sand Infiltration rate 11 inches/hour No ground water table encountered within the top 36" of soil logs 1,3 and 4. Groundwater at 31" in soil log 2. By using Table 5. (Bioretention and Infiltration BMP sizing factors) the infiltration trench should be sized 2.Oinches/hour at 2 foot depth with a sizing factor of 2.30 with category 1 sites for soil log 2. Soil logs 1,3 and 4 should be sized 2.0inches/hour at 3 foot depth with a sizing factor of 1.8% with category 1 sites. Sizing factor 2.00-. on Category 2 sites. Modified Pilot Infiltration test method used. If you require anything additional please feel free to contact us. �z" Richard Whalen Whalen Designs LLC License NO. 5100150 1 o/6 Oti m�lc VICld 012W� — f N 0'40'30" W 1 95.00• RECEOV70 jUN 112015 Wetlod ee%#))U IM "' c,�r OF EDMONDS CTR. Delineation ! Mitigation / Restoration / Habitat Creation / Permit Assistance 9505 19th Avenue S.E. Suite 106 Everett, Washington 98208 (425) 337-3174 Fax(425)337-3045 January 15, 2015 Gilbert Construction Co, LLC Attn: John Gilbert 23415 Timberlane Woodway, WA 98020 RE: Wetland Stream Reconnaissance for Tax Parcels: 00425100000300 and 00425100000400 On January 14, 2015, Wetland Resources, Inca (WRI) performed a site reconnaissance to preliminarily evaluate the presence/absence of anadromous and resident fish within the on -site stream and wetlands on and in the vicinity of the approximate one -acre site located at the above - mentioned tax parcels in the city of Edmonds, WA. An electrofishing analysis was not conducted due to stream conditions and seasonal restrictions on sampling. SITE DESCRIPTION Access to the site is via an existing driveway off of Olympic View Drive. An existing single-family residence is located on the southern portion of the site, with most of the northern parcel composed of maintained garden and grassy lawn. Site topography is a moderate west aspect slope. A small creek enters the southern parcel from.a culvert under Olympic View Drive and flows west through the property along the south side of the single-family residence. It flows into a small man-made pond in the western portion of the property. This pond extends off -site to the west, where it outlets into a narrow concrete spillway that extends approximately fifteen feet before cascading down approximately ten feet into a much larger pond. Surrounding land use is primarily residential. Vegetation on the subject parcels is a mix of ornamental and native species including: English ivy (Hedera helix), western red cedar (7huja plicata), yellow archangel (Lamiastrum galeobdolon), English holly (Ilex aquifolium), sword fern (Polystichum munitum), rhododendron (Rhododendron spp.), weeping willow (Salix cultivar), English laurel (Prunus laurocerasus), and snowberry (Symphoricarpos albus). METHODOLOGY Prior to conducting the on -site investigation of the project area, public resource information was reviewed to identify fish presence within the sampling area. These sources included the, USDA/NRCS Web Soil Survey, WDFW SalmonScape Interactive Mapping System, WDFW Priority Habitat and Species (PHS) Interactive Map, the City of Edmonds watersheds map, the Snohomish County SnoScape mapping tool, the WDNR Forest Practices Application and Review System (FPARS) water typing map, and the Edmonds Community Development Code Wedand and Stream Reconnaissance 1 Gilbert — Olympic View Drive January 29, 2015 WRI # 15009 (ECDC). Wetland Resources' staff conducted a site visit in January 2015, to locate wetlands and streams on -site and within 200 feet of the subject property. Wetland conditions were evaluated using routine methodology described in the 2010 Regional Supplement to the Corps of Engineers Wetland Delineation Manua• Western Mountains, Valleys, and Coast Region (Version 2.0), (referred as 2010 Regional Supplement). The methodology in the 2010 Regional Supplement coincides with the methodology described in the Washington State Wetlands Identification and Delineation Manual (Washington State Department of Ecology Publication #96-94, March 1997). The following criteria descriptions were used in the boundary determination: 1) Examination of the site for hydrophytic vegetation (species present and percent cover); 2) Examination of the site for hydric soils; 3) Determining the presence of wetland hydrology Based on the results of the site reconnaissance, one on -site Type Np stream within the boundary of the subject parcel. No wetlands were identified within the boundary of the assemblage or within 200 feet. The on -site stream was depicted on several of the above online mapping resources, labeled as either "Fruitdale Creek" or "Fruitdale On The Sound Creek". DNR's FPARS Map shows a fish passage barrier directly downstream of the subject property. None of the referenced online resources show the on -site portion of the creek as being anadromous or resident fish habitat, nor does ECDC 23.90.010(A)(1) list this creek"among those within the city of Edmonds in which anadromous fish are known to occur. Online resources show the stream continuing upstream between 1,400 and 2,000 feet beyond the subject property to the east. All pools, including the small man-made pond, within the on -site reach were visually examined for fish presence starting on the downstream end and slowly working upstream. With the exception of the small man-made pond, the characteristics of the channels did not provide any pools that were three square feet in size and/or one foot in depth FINDINGS /RESULTS The on -site stream was observed and the presence of the fish passage barrier depicted on the online FPARS map was verified. No resident or anadromous fish presence was visually observed in the on -site stream or small on -site in stream pond. , Based on the lack of fish observed during my site investigation efforts and the presence of a downstream fish passage barrier, the stream does not appear to support resident or anadromous fish. In addition, based on physical stream parameters (gradient, width and open water), it does not appear to provide the necessary habitat. Existing, available on-line resources also all depict the on -site and upstream portion of this stream as non -fish habitat. As a result of the above information, the lack of observed fish, and the appearance that the stream is perennial, it appears that a Type Np classification is appropriate for the on -site stream segments. Per ECDC 23.90.040(D)(1)(e) Type Np Streams in Edmonds are designated a 50-foot protective buffer from Wetland and Stream Reconnaissance 2 Gilbert — Olympic View Drive January 29, 2015 WRI # 15009 their delineated ordinary high water marks. Fish presence/absence was not directly observable in the large in stream man-made pond due to its off -site location. This pond is within the reach of Fruitdale Creek that has the potential for anadromous fish access due to lack of fish passage barriers. It is therefore classified as a Type F anadromous fish -bearing stream, adjacent to non-anadromous fish -bearing stream. Streams with these characteristics are designated 75-foot protective buffers from their flagged ordinary high water mark. This buffer will extend slightly into the triangular portion of Tax Parcel 00425100000400, but due to the shape of the lot will not likely impact any potential building footprint. USE OF THIS REPORT This Wetland and Stream Reconnaissance Report is supplied to Gilbert Construction Co. LLC. as a means of determining the presence of critical areas as required by the City of Edmonds. This report is based largely on readily observable conditions and, to a lesser extent, on readily ascertainable conditions. No attempt has been made to determine hidden or concealed conditions. The laws applicable to critical areas are subject to varying interpretations and may be changed at any time by the courts or legislative bodies. This report is intended to provide information deemed -relevant in the applicant's attempt to comply with the laws now in effect. This reconnaissance and report conforms to the standard of care employed by wetland ecologists. No other representation or warranty is made concerning the work or this report and any implied representation or warranty is disclaimed. Wetland Resources, Inc. Scott Brainard, PWS Principal Ecologist Wetland and Stream Reconnaissance 3 Gilbert — Olympic View Drive January 29, 2015 WRI # 15009 . f�`�^ �Jr,1f r- Y r tcTir• �'�l �' V r VlQX i 1 i f I- N Way A" J..�� r .. �•o. � i� mod^ , ti ` � {�.-s � r � 1 __ .. 5 z. •P �i n t d 'l i..-S i _4 � � t � + 1, t .ti r ��.+•^t� v rird t ,y,, g , �" � i �el L ^ � _ F ` -. pyppgg_,�,��{t ,. >_ f ' e �1,r5'IF"• .J r A: �`f� ..ri` . ,., � ' L { •. � k rife r� 'Y{ J; 13 K\' 1-wr+i '�I W s .�'^y��.►°�i".� � S � �i. �; ri'�� i 5 CJ t � d, 9 i L"!_..`.. a?i�.o.i. _6 ...�.a�_��.•:�..L'i�liiv++...la'ra�+`. .o ... ..., ,. •✓/.�,r ...r'S:s__._.).+1Bi: ��I, 1Iv i� '' ,}•1• � �, fit; �,. 4C y Ir If � r5 r /.� t ' ; S .v r NSA 11 ii: 11 C d t1 r 4}Ni f ti�a a r f a Ir v 1• d � -f� �Sr 1 i i{ .� 1 7 . ;'ts � a i`'w"��•��...,``��•�.�,,,��"`t��Fecar. I� j 1'. yi r ;1 .'�l•�."'me+M� 1�Mw�.L_.-'�i'f"4- � ; ,�. ..�,1..: rf .. { .. ,f � t ��.1 i .. .... T _. �• •"�i �rw� N ANV.0 N0110nUISN00 1tl391* -Ae �u Y6 ell rL i w .e•au � .s.. 00•t00.000.192100 'ON 100v "I /r7• /, w�a ouo 9a W. = {,OI£Z ! 3Ae10 MIN OWNA10 rgets 1011 3A180 M31A 01dWA10 e o , I 93.00, Lj 1 I <� �38n68 I I I _ I I I ' I ` Q 0. I Om o I LLn �4 I � , 31 � e �; 'RA Z STD � N fCi LEAT'/'on ------ Lh�� puI-S �oC of 6oL SSE -rFSc D3Sif.►4 ✓ t.rj W r -- S '40*30--0• 30.00E , ' .I b i t3-r J A ��ZZ. Rc;� 5 3- A s ram. r� o �o� Is r A y C 1Ty of ZDNON DS FoR ST72>rA/7 ANALAsist PER THE C-A;-r►c-41- ARc, s, ��Sf RECEIVED JUL 10 2015 DEVELOPMENT SERVICES COUNTER 0 i ROWELL rdliTy co ENGINEERING, LLC Py STRUCTURAL ENGINEERING LATERAL ANALYSIS May 14, 2015 Mascord Plan: 23103 - GILBERT - OLYMPIC VIEW 19228 Olympic View Drive Edmonds, WA 98020 10570 SE Washington St Suite 212 Portland, OR 97216 Tel. 503-254-6292 Fax. 503-254-6761 JUN 112015 DEVELOPMENT SERVICES CTR. CITY OF EDMONDS 110 mph Ultimate Wind, Exposure B Seismic Category D 2012 IBC / 2014 OSSC Mascord Design Associates 2187 NW Reed St, Suite 100 Portland, OR 97210 Tel. 503-225-9161 R Rowell Engineering Project Number: 150149 1 $ MAY 21, /-A F2V - I EXCLUSION OF LIABILITIES I. DISCLAIMER AND RELEASE BUYER HEREBY WAIVES, RELEASES AND RENOUNCES ALL WARRANTIES (EXPRESS OR IMPLIED), OBLIGATIONS, AND LIABILITIES OF ROWELL ENGINEERING AND ALL OTHER RIGHTS, CLAIMS AND REMEDIES AGAINST ROWELL ENGINEERING (EXPRESS OR IMPLIED) WITH RESPECT TO ANY NONCOMFORMITY, IMPROPER INSTALLATION, WORKMANSHIP OR MATERIALS. 11. EXCLUSION OF CONSEOUENTIAL AND OTHER DAMAGES ROWELL ENGINEERING SHALL HAVE NO OBLIGATION OF LIABILITY, WHETHER ARISING IN CONTRACT (INCLUDING WARRANTY), TORT (INCLUDING ACTIVE, PASSIVE OR IMPUTED NEGLIGENCE) OR OTHERWISE, FOR LOSS OF USE, REVENUE OR PROFIT, OR FOR ANY OTHER INCEDENTAL OR CONSEQUENTIAL DAMAGES. ID. THIS PRODUCT IS FOR A SINGLE USE ONLY AND IS NOT TO BE REUSED WITHOUT SPECIFIC AUTHORIZATION. Page 1 3 I'✓ W E20NT ELEVATION ROWELL ENGINEERING e SCALE :I/0• °a O GIVIL• STRUCTURAL ENGINEERS }W IO RT R . OR. III" SiA[E1 STC. NT AN Iwll 9O b619) Apgi{,4N0. OR. 9iNb IOYI]03 Y+'161b Page 2 ) 3 w ■ a � a 9 � a ■ so 'a N 21GNT rLEV,a.T10N RO �� ENGINEERING MIL SCALE :1J0' 1•. p' GO . • CAVIL- S7S UCTU—L CNG-CCRS W .*S,o SC w•SKNGIOM SMUT SIC Zit oW ISD1 tN•.29) •Mtt•+9. on •:>t! r•vlSoll t3�.a)i1 111111 IIIIYi�' ■n �1L Jill I �Illll ■ � YI .� III •� �� -- ELEVATIONENGINEERING1. - COLLFCI ION N LEFT ELEVATION _ RENGIN EERING o W` �� -" ENGIN rEN& SCALE I1/W O. , • I, 1,- STRUCTV-L ENGINEERS r ( \ i05)0 SC WnSMWOtON STNEEt S1E 21? PN 15M t1�.619] Y w oMiun9. oR. •rM _t w IIN 6tEi DATE: 05/14/15 WIND LOADS .. 9993019=1=1 Page 5 PROJECT: 23103 - GILBERT - OLYMPIC VIEW mean roof height, h = ft least horizontal dimension, b = ft a=min(0.1 b, 0.4h) >= max(3', 0.04b) 0.1 b = 3.7 ft 0.4h = 9.6 ft min = 3.7 ft 3' = 3 ft 0.04b = 1.48 ft max = 3 a = 3.7 ft 2a = 7 ft roof rise, y =� roof run, x = 12 arctan(y/x) = 30.26 DEG A = 21.6 psf B = 14.8 psf C = 17.2 psf D = 11.8 psf ti 1 1 1 I I I I I 1 I I 1 I I i 0 W 0 ge 6 I i 1 I 1 1 I 1 1 t 1 I V6 1 .____________-_-- _-_--___J 0 $ N UPPEQ FLOO2 PLAN RO WELL �� ENGINEERING 'tea SCALE , I/B' • 1'-0' VO CIVIL• ST'RUCIURAL ENGINEERS W 10 6)0 .I. — 6m RyiTtlrM, OR 9)r6 )IS:IW.V 0 0 via nO A -I a r O CHI cm A m I D I g T,D r ---- T----------- - - - .7 - ---- -- T �k --- - � t 1: �� q 7 ............_.._..........__......................._...................._..I 7_ 40 - D 9 N I I � I � I I A N MAIN FL002 PLAN ROWELL e(� NEON - ENGINEERING SCALE :V0' . 1._®. CIVIL. STRUCTURAL ENGINEERS G O W M010 SC WASM070, s19[(T STC. !s PM llWaI 9S •i2fl b POP TIGII'i. 011. 9>T.f if.f011 tS.•f)4 0> 0> 0> 0� <�> 0> 0> in VIOm {/100 G �?OPOPOP ZZ m m Y Y mr Y g u g u ri ul m m Px P� Yx P P� m � O O O O O O O m0 Vy v O I `s p p p p n n C1 , Z Nr V N � (A N (AA O� x�C� O r, O n O n o n 0 b 0 h 0 n o n mazm ;a r C y o C) W X W X U W XN X W X W N XX N X N X N to N T i m W O O N W AA A O� V1 y . v O O 00 OP 00 O O NQ� ... 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CORNER 4 NAIL SHEATHING TO HEADER W/ 0.148'0 X 21i4' F. RH, P-NAILS 9 3' O.G. BOTH WA75 G; ,4 41; E (OR OTHER OPEN'G) - 15/32' APA-RATED SHTH'G FROM SINGLE SHEET, FASTENED PER SHEAR SCHEDULE SPECIFICATIONS AND NOTES - BLOCK ALL PANEL EDGES PER SHEAR SCHEDULE SPECIFICATIONS 4 NOTES IfRE5,4fR (oO GRADE SEE SHEAR SCHEDULE AND NOTES FOR HOLDDOWN SPECS PANEL WIDTH 03 TIES • II II II. II II ��--- —al II II II II II ? X lQ----- 0-----�J 1*3 TIES II u II u 11 10' O.C. II II PLAN VIEW OP STEM WALL EACH SIDE 4' CONC. SLAB --71----IT— II II II II II II II II II — — --- ------ II II II MIN. 12'xl2' CONT. "5 REBAR W/ 24' HOOK FOOTING o GARAGE TOP 4 BOTTOM A CORNERS DOOR W/ (4) 04 CONT. 12 NAi�izOW 5' !D z PANEL NO SCALE (REDUCES PANEL HGTJ NRWSHEAR30 Qg�WRRFLIL, CIVIL- STRUCTURAL ENGINEERS 10570 SE WASHINGTON ST. STE 212 PH: (503) 254-6292 PORTLAND. OR. 97216 FAX: (503) 254-6761 D F,,4WN 5 T - J.T. DATE- 02-23-11 Page 9 Page 10 EDGE NAILING (2) 2x OR LARGER i /DEPENDING ON H.D. �.—LARGxEST OF THE (2) H.D'S fD CORNER 6 FOUNDATION EDGE NAILING LARGEST OF THE (2) H.D STRAPS 9 CORNER (2) 2X OR LARGER (DEPENDING ON H.D.) e UPPER FLOOR CO"«INED �-IOLDOLUN � COfiRNEFR SCALE: 314' = I'-0' G�O�MC L f� CIVIL- STRUCTURAL ENGINEERS 10570 SE WASHINGTON ST. STE 212 PH: (503) 254-6292 PORTLAND, OR. 97216 FAX: 1503) 254-6761 DRAWING NOT TO SCALE DiRAWN 5Y- J.Y. DATE- 02-23-11 1v1 IAI I 1 /2 G Page 11 HEADER (CONTINUOUS) CONTINUE HEADER TO BLDG. CORNER B NAIL SHEATHING TO HEADER LU/ 0.145'0 X 21/4" F. RH. P-NAILS e 3 ° O.G. BOTH LUAYS LU I N D O UJ (OR OTHER OPEN'G) 15/32' APA-RATED SHTI-I'G ,FROM SINGLE SHEET, FASTENED PER SHEAR SCHEDULE SPECIFICATIONS AND N0TE5 BLOCK ALL PANEL EDGES PER SHEAR SCHEDULE SPECIFICATIONS 8 NOTES 5EE SHEAR SCHEDULE AND NOTES FOR H0LDD0UIN SPECS NAfRFOUJ &HEAR FANEL NO SCALE (REDUCES PANEL NGT.) NRWSHEARNOFDTN DFRAUJING NOT TO SCALE CIVIL- STRUCTURAL EI`JGIPJEERS 10570 SE WASHINGTON ST. STE 212 PH: (503) 254-6292 D. PORTLANOR. 97216 FAX: 15031 254-6761 DRAWN BSI'- J."r. DATE- 02-23-11 Page 12 DATE: 05/14/15 PROJECT: 23103 - GILBERT - OLYMPIC VIEW ver012208 DESCRIPTION: 2012 IBC, Binder -Stock SIMPLIFIED STATIC PROCEDURE - 2012 IBC BY: J.Y. _ 110 EXPOSURE: B SEISMIC CAT: D (SDS-2/3 Sm 0.850 R: 6.5 A upper: 1201 A main: 3302 A lower: 0 Adjustment Factor for Building Height k = Increase 110/B wind loads by 11.00 to obtain 110/B 1.2SDSI 1.02 snow load = mean roof height, h = ft V=1.2SDSWDL/R ASD Load Combination = V/1.4 UPPER FLOOR PSF WALL HT. HEIGHT LINEAL FEET SQUARE FEET wDl DEAD LOAD POUNDS V SEISMIC POUNDS ASD LOAD COMB. Eq. 16-18 EXT. WALLS INT. WALLS BRICK 15 1 1201 18015 2827 2019 10 81 158 6320 992 708 8 8 80 2560 402 287 40 0 0 0 0 TOTAL 26895 4 0 3 15 2377 356 6 FLOOR 10 925 9250 1452 1037 EXT. WALLS 10 9 300 13500 2118 1513 INT. WALLS 8 9 100 3600 565 404 WALLS ABOVE I 1 8880 1393 995 DECK 1 101 0 0 0 BRICK 1 401 0 0 0 0 TOTAL 708 5 1 123 • "ONE -ON REDUNDANCY FACTOR = 1.0 or 1.3 per ASCE 7-10 12.3.4.1 and 12.3.4.2 Allowable Load (plf) wind/seis Shear wall Floor to Floor Holdown Floor to FoundanonHoldown lag Load Type ag Load I ype 6 1 1500 CMST12X36" 6 2684 STHD14RJ 350/350 2 3430 CMST12X48" 7 5090 HTT5 600/600 3 4700 CMST12X60- 8 7870 HDU8 896/640 4 6210 CMST12X72" 9 9535 HDU11 jdD 980/980 5 8350 CMST12X9o" 10 14445 HDU-14 1280/1280 ? 14446 to high 1540/1540 Page 13 DATE: 05/14/15 PROJECT: 23103 - GILBERT - OLYMPIC VIEW WALLS &. SHEAR1LENGTH OF WALLS (FEET) ® • NMI • m 3.8 6.8 3.8 ® • � Nul Page 14 DATE: 5/14/15 PROJECT: 23103 - GILBERT - OLYMPIC VIEVI WIND IUy115 mi 3002 3002 1876 6.0 500 3131 M2 2926 2926 1829 18.2 161 100 M3 4522 1985 6506 4066 16.8 387 242 M4 4162 3054 7217 4510 10.4 694 434 M5 1606 1606 1004 5.0 321 201 M6 1971 2736 4707 2942 44.8 105 66 M7 2891 2891 1807 12.5 231 145 M8 3807 3203 7010 4382 4.4 1593 996 M9 3416 3416 2135 7.0 488 305 M10 1104 1104 690 14.0 79 49 M11 1123 1123 702 3.8 296 185 M 12 987 987 617 11.9 83 52 M13 2332 2332 1458 4.0 583 364 M14 1835 1835 1147 5.0 367 229 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 400dZ Page 15 DATE: 05/14/15 PROJECT: 23103 - GILBERT - OLYMPIC VIEW SEISMIC DIREC. F-B L-R TOTALo FLOOR SHEAR FEET SEIS. OF FLR SHEAR WALL SETS. BRICK SETS. FROM ABOVE TOTAL SEISMIC SEIS. UNIT SHEAR REDUN. FACT. MAX. REDUN. FACT. ADJUST UNIT SHEAR 0 Tm Ooo 0 0 0 0 1.00 0 3015 0% 0 0 0 0 1.00 0 V3 X 3015 566 47% 1421 0 1421 54 1.00 1.00 54 V4 X 3015 635 53% 1594 0 1594 74 1.00 1.00 74 0 3015 0% 0 0 0 0 1.00 0 V6 X 3015 492 41 % 1235 0 1235 86 1.00 1.00 86 0 3015 0% 0 0 1 0 0 1.00 0 V8 X 3015 709 59% 1780 0 1780 96 1.00 1.00 96 0 3015 0% 0 0 0 0 1.00 0 0 3015 0% 0 0 0 0 1.00 0 0 3015 0% 0 0 0 0 1.00 0 0 3015 0% 0 0 0 0 1.00 0 0 3015 0% 0 0 0 0 1.00 0 0 3015 0% 0 0 0 0 1.00 0 0 3015 0% 0 0 ol 0 1.00 0 0 1 3015 0% ol ol ol ol 1.00 0 NU% U ouzu 1 x 79451 448 1 0 1078 0 1078 180 1.00 1.00 180 M2 X 7945 437 13% 1052 0 1052 58 1.00 1.00 58 M3 X 7945 784 24% 1886 0 1421 3307 197 1.00 1.00 197 M4 X 7945 818 25% 1968 0 1594 3562 343 1.00 1.00 343 M5 X 7945 192 6% 462 0 1 462 92 1.00 1.00 92 M6 X 7945 911 28% 2192 0 1235 3427 76 1.00 1.00 76 M7 X 7945 677 21 % 1629 0 1629 130 1.00 1.00 130 M8 X 7945 615 19% 1480 0 1780 3259 741 1.00 1.00 741 M9 X 7945 507 15% 1220 0 1220 174 1.00 1.00 174 M10 X 7945 142 4% 342 0 342 24 1.00 1.00 24 M11 X 7945 143 4% 344 0 344 91 1.00 1.00 91 M12 X 7945 143 4% 344 0 344 29 1.00 1.00 29 M13 X 7945 392 12% 943 0 943 236 1.00 1.00 236 M14 X 7945 391 12% 941 0 941 188 1.00 1.00 188 0 7945 0% 0 0 0 0 1.00 0 0 7945 0% 0 0 ol ol 1.00 0 lduu"/o Yl9l U U% Page 16 DATE: 05/14/15 PROJECT: 23103 - GILBERT - OLYMPIC VIEW • . WALL SUMMARY •U=Lm ... EM MEE 1 313 1.75 314 x 3141 2814 A A 2 OR 7 2x M2 100 1.00 58 X 100 904 S S 0 OR 0 2x M3 242 1.00 197 X 242 2178 S S 2 OR 6 2x M4 434 1.32 451 X 451 4337 B B 3 OR 7 2x M5 201 1.00 92 X 201 1807 S S 2 OR 6 2x M6 1 661 1.00 76 X 76 6881 S S 0 OR 0 2x M7 145 1.00 130 X 145 1301 S S 1 OR 6 2x M8 996 1.75 1296 X 1296 8962 F E ? OR 9 3x M9 305 1.50 261 X 305 2745 A A 2 OR 7 2x M10 49 1.00 24 X 49 443 S S 0 OR 0 2x Mll 185 1.18 1071 X 1 185 1663 S S 2 OR 6 2x M12 52 1.45 421 X 1 52 467 S S 0 OR 0 2x M13 364 1.25 295 X 364 3644 B B 3 OR 7 2x M14 229 1.00 188 X 229 2065 S S 2 OR 6 2x ol 0 1.00 0 0 0 0 OR 0 ol ol 1.00 0 01 ol I 1 0 OR 0 ECGE vt M. -T1 !J)J. OA L<RGEc: EDGE —IL i I �DEPENDMG ON HD `-51 or TuE f:) uD STR<P5 • CORNER ;I• -I__ <c:,rES: 0- 14S f) A OR LL LEc A_ 'o, f1 a PQTCJ<:IOti • UF:cER' F:OOR g C01"t�M=G` HOLJOli1V a CO,''N��' ci ml nl3 -!JY?- _I =-:1 "TIC DT.'=: ZT� 111 .i �•II D I fl r 1 III AA II;[D i I �' I i • EOLt tl•.<f 1 BO_T l55S rr ..- , SLHEDULE) O f�/1�=•II�� i LOOS =L�.\� • A Q CRI I CM] `J AEA. EF ff 1 j' ` v-••-GONTn.;)E r•EaDER• •O 5LDG COCT+ER I 11 N<k 6rE<T WG To 'Q I i4,•s, RH,TAWIlS ^ 11 3' oC B . OTH tJ<t 5 WINDOW u (OR OSHER o-E`.'G) /` 15A7• aP<•; ZTED STAG 1 I / FRCrT V1 LE SHEET, F<51ENED PER SLIER 41 1 i• 6CaEDULE 5PECIFIC<TICI:5 ]W <yD .' TE6 _ _ 1 BLOC< ALL PN!L EDGES 11; 9 EcTlc AT ION5 . NOTE! 11 1•. 1. II •• I 6EE 5�E<R, SCAEVV E <ti 'OTES FOR AOL=411N SF:ECS i Ii i IL • li t� 1r r !1 11 U U y—SIN. H/39 —j- <GER. ¢L M. Ea ICE ._ _ _ � ____a ANT 1'CP::. «<(�•G 1 rEADEo coa+EQ . 04 j ..E<.^.E• u• cl.e•. a < j `.7i J•a.a RH lA-16 a �i � W w / I . SNGLE 6HEE: x�e�e rec ffe lae j ). 6�ECarC<TI. •.6 . «CtEE Al Y (] 1'. -r \.i• _ —tEE 6+E4. x-ECAE <,t h 1 St �f rO;E! sOe �0.D70J: =Tl d I 11 II p _-- I 11 ITi««' C'.1J' CAi l.� 1 E6<. rr •aCd[ iOCi.+4 . G<4:GE CP . Br.i O: a C.^.Rv.RS O:lDR �v (•>!. COv'i +� x<LE tvEDYES P<VEL .<r:) ✓nw✓n REgUB AUG 20E'l BUILDINGiF EDMONDS NT co nr_ T n 20r, mv.ELL v G tgI G a n v F� -------------------, I-----------------J I f a T , ' K=C PE4 old\ B I _ EN • - -- _. - -- ---' 3'-8 I I\TERICR 5HRWALL =iG--. 9CGLE 3/<• 1 -C• u f��P F-O! II\IDS. E ION PLAN CO rarcxa (Ci 2013 RcN£LI. ENsntBdG TYPICAL "ICD-<F_la. /�...00 R00r S. E'T::ti4-._ ' I 5 caTI T0— na:C� Jati e_t0� 7 .: 9:aD 9aLt .5e•.�50'3• ads• rFEe t."ce a tt Eau atx<_ Wa13ELCW) —rDe w•c_raN ` C_G JSi. 1 Edge SHEt iNI.Vi 1 5ZdD Watl Shea [SEE SC-FE JLE! � ' 2.s SHEAR Sheathing, _ Beveled blocking. Top chord Edge tailing. Sheathing to marts below Shear nailing. 2. each fide of buss.- f • I a• Web blocking. � r �r I Shear nad"vIg lI'''•}}}I...II t Bottom chord IVI-li, Edge trailing __ SECT. CC Interior shearwall parallel to trusses Scale: 3 V' . 1•.0- I t h 11 d' I n liner s earwa perpen icu air to trusses Scale: 1' . 1'-0' INTERIOR ROOF DETAILS 2. blocking rvhh shears naamg into top Wale. See schedute. Nadrlg to match shear rra0 edge naiing requirement. Floor shealhir g, Connect joist w blotting .*Rhranting. 2. Mock :hear Edge Nailing. a pit. Shawn scheduh Floor piss. 2 . studs. Sbudutal Sheathing Floor sheathing. Nailing to match shear all edge natirg requirement. Shear railing, see schedule. 2. [docking. Edge railing. Structural sheathing. 2 . muds, Parallel to joists wa11b0low Perpendicular to foists wantelow Scale: I' . 1'•0' Scale: t' . 1•.0' INTERIOR UPPER FLOOR DETAILS Sh.whing, see schedul.. tludcdt, see cehedule la raqurertents. Edge haling. Threaded rod (or SSTB) 2. studs Sheathing. see schedule. Edge noisng. see schedule. Shear nailing, site schedule Floor sheathing Floor joists. Continuous double M, Fanning clip, see schedule. P.T. plate. see schedule lot sce end anchor boh r.q. Crawl space. ---- 8'Concrele wah. �-- Doulrb run With 2' da washer hetcveen. �- 04 bars 18' o,c. Holdown bolt @ slab on grade Shear wall @ perpendicular joists Scale: 1' . 1'-0' Scale: 1' . 1' 0' INTERIOR FOUNDATION DETAILS 2. Stu act Mu for Ed, WALL DETAILS Sheathing see schedule. ---� 2. studs. Blocking smh 8d 3' ox -_-- Shear nailing. - Upper Boor edge -11mg. 2' me.. Sheathing Meat. 2' mar. Lower floor edge nailing. Laver Iloor staggered edge nailing 2 . muds Sheathing, see schedule. Floor joists parallel Scale: 1' . 1'•0• Sheathing, see schedule. •-�1 2. studs-----"��. Floor sheathing. Floor joists. ----- �� Shear nailing. Upper floor edge nailing. -� Sheathing break. 2'na. lower fhwr edge railing. �'k Lorin floe staggered P edge nodmg. ---- �'�,. 2 . studs Sheallang, see schedule. Floor joists perpendicular Scale! 1' . I'-0' EXTERIOR UPPER FLOOR DETAILS Garage slab Scale. 1' . 1'0' Root sheathing. — Rool fa or outs. ABC clip required at [locked diaphragms. Isee ABC cchedute) Simpson "I Nip @ 2a' o c..�� Boundary nailing, 8d comngns @ 6' o.c. UNO •-� 2. No.". — Edge trading. 2. swd wa8— Sheathing, Ceiling joists or truss. Rafter / Truss at eaves (a) I6d each side.:._, Scale: 1' . I' 0' Beveled blocking at Mace. L30 Nips at blocking. Sountlary naairg into lookouts or blocking adpcer0 to Mace. Btl commons @6'o.c. �� Blocking whh shear nailing B drab to chord. ABC SCHEDULE (Roof Boundary Chp) Blocked diaphragms only Aeq. nailing Chp spacing 8d @ 6' 36' o.c. 8d @ a' 18- O.C. 10d04' 12.0... 2 . a Ital Edge railing. Sheathing to match 2 . a angled brace, wall below. B A A u � 'SIB1erle is than g brace is less than V. V. Framing dip, Ise. tttttltl7l11! \ SECT. A•A schedule) �f Scale: 1 1.2' . 1' 0' �� Edge nailing - Sheathing. Sheathing. I Boundary nairrg into hlocking.�� 2. duds L30 clip. GBC trip. ' Top sherd ,. i 2 . a angled traces 48' o.c. 2 . a angkW brace-----�" (4) 16d blocking w brace. Gable end truss SECT: B.B Scale: 1' . 1--0 Scale: 1.17' . 1.0' EXTERIOR ROOF DETAILS 2. wd:. _ 2. studs -- 6 2. blocking @ 48' Floor shealkrrg.---�� Btl @ 3' o c \ Shear railingsee k �` Shear nailing, see schedule. schedule h SheatArg per plan, -- -�ti Sheathing, see _�-� I Edge railing ( schedule..�� ~, Edge nailing 1 9i Can. 2. rim ��Ji,{ Cool. 2. rim Sheathing. Edge nailing.-•'-�'" / } Edge nailing. Mudsill, see schedule �+i Mudsill. see schedule la requirements, ti la'.quinementc Mudsal anchor boh. I Mudsil anchor boa. / T %i �'' 0 Ices schedule la s¢a � (sae schedule la size �� 6 spacing ) 6 spacing.) __= I I_ TI��T oil_ lilts )EPAR7MEN I" if n n; F!"tW)NDS I �)1 E11�i I9� `- 1 jalt—Illy Floor joists perpendicular Floor joists parallel Scale: 1' . i'.0- Scale: I' . 1' 0' EXTERIOR FOUNDATION DETAILS