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Home My WebLink AboutPermit File BLD-2018-0695 4113 R Avenue S' C. City of Anacortes Invoice/Permit#: BLD-2018-0695 >4 904 6th Street Applied date: 11/06/2018 P.O.Box 547 Issue date: 11/09/2018 O; Anacortes, WA 98221-0547 ' t . I .,. ' C,O _-471 (360) 293-1901 '' Job Address: 4113 RAVE Permit Type: Single Family Alteration/Repair Permit ANACORTES WA 98221-3643 Project: APN: P57971 Remarks: Interior Remodel with 118 sq ft addition under existing deck. Owner: MARTIN &SARAH LEE Contractor: OWNER Address: 4113 RAVE Address: ANACORTES WA 98221-3643 Phone: Phone: License#: General Information: Fees: Building Valuation 85000 Mechanical Permit Fees 45.25 #of Ventilation Fans 3 Plumbing Permit Fee 104.00 #of Clothes Washers 1 Plan Review Fee 577.69 #of Dishwashers 1 State Building Code Fee Resi 6.50 #of Kitchen Sinks 1 Building Permit Fee 888.75 #of Lavatories 4 Total Calculated: 1,622.19 #of Showers 2 Deposits/Receipts: 0.00 #of Water Closets 3 Total Due: 1,622.19 11 -s K -qrr- t - m -71 A. '< ru cY t.a CO - I-4 a 0 -5 I CCU -4+ -`-. In rV 0 t) ..- ..i, ►+• A•' : .-•• 0 ►.• -t. n inrt r- .- 1 i in C? .t q} r 0 0 Z- L 444 n .5 i7•. m 17, a. Y# 'wi --1 rt. Z m 3E C' 0) ,t 111 (. Zs ' ' rt V CO ,O . it' r +F S• ! m 4+ - M r-- THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCEO";WITHIN lap QAY$,`DR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER-WORK IS C©MMENOLD. I HEREBY CERTIFY.THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND 6ORRECT.AtL1P'ROVItIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREINN.OR THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OVER S',iE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. r , .c, .::, _ / ,Ch .171% -i- :il i 1 j i h•_i t �.-� 1. _ n. to SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY . ' i' m. co tg--1001- �`� °.� PLANNING, COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTMENT RESIDENTIAL BUILDING PERMIT APPLICATION �, Mailing Address: P.O. Box 547, Anacortes, WA 98221 ;, w Office Location: 904 6th Street,Anacortes WA 98821 Phone: (360) 293-1901 PLEASE REFER TO THE RESIDENTIAL BUILDING PERMIT CHECKLIST BELOW FOR SUBMITTAL REQUIREMENTS PROJECT ADDRESS(Street,Suite#): PARCEL(S)#: 5-)9 14 11 5 RAv N '— Subdivision/Lot#: PROJECT VALUATION: $ L.o d- NO(NTA1K) \ti)W pAgic 2 ) Oo0 APPLICANT: Phone: �� 2 �� MA Yv`11�1 Al ) 3AltA 4 Address(Street,City,State,Zip): Em it ddress: 'IRD ODk "l am ,A'� ca s 1y�e- L c i-)d r sded . PROPERTY OWNER: Phone: SAOh Address(Street,City,State,Zip): Email Address: CONTACT PERSON: Phone: �� ) � '15 KS V1 or)-mo ABC �� Ad ess(Street,City,State,Zip): Email A dress:• Z tc aT t\�tri°u' AN 2"f S loco oK-5 b rr ob 1,11\ le-k na�-C1� ►4-eol, c O rn LENDING AGENCY: Phone: 12 one✓ Address(Street,City,State,Zip): Email Address: CONTRACTOR;* Phone: nei- bvi lcfcr Address(Street,City,State,Zip): Email Address: Professional License#: Exp.Date: *All Contractors&Subcontractors must have a valid City of Anacortes business license prior to doing work in the City. Contact Business License#: Exp.Date: the City's Finance Department at(360)299-1968. r PROPOSED WORK: i'eo I 3)610 r ejin to -n'► ly 7 e5��01e(Ice Odaf+b c dd©li iod c.) i ex i'n j deck PROPOSED NEW SQUARE FOOTAGE: Basement SQ': 0 Finished Basement: 0 Unfinished Basement Pt Floor SQ': Garage/Carport SQ': 2nd Floor SQ': / Deck/Covered Porch/Patio SQ': Fire Sprinkler: 0 Yes No Lot Area SQ': `i' 201 5S I declare under penalty of perjury 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 Anacortes. Print Name: . & Lee Owner Agent ❑ (specify): Signature: Date: 11 G; l 18 Page 1 of 5 rep►cfive, e V't JAI- IMPERVIOUS SURFACE AREA: Existing Impervious SQ': Yol 9 3 New Impervious SQ'. r'.UC£Q • ol Z Total Disturbed Land/Soil SQ': ±' 125 S T Total Proposed: Cut:±9 C..y Fill: 1 (30.f New hard surfaces(pervious&impervious) no nl„ _l ct+ l lb (jP ad4 1:4+t a1'}/ Land converted from native vegetation to lawn or landscaping SQ' mne, Land converted from native vegetation to pasture SQ' " one, Equipment Type: Appliance/Equipment Information(new and relocated): Total#: Furnace: Gas#: Elec#: Other#: J Wall Heater: Gas#: Elec#: Other:#: Location(s): Gas Water Heater: #: Location(s): Heat Pump: Elec#: Other#: TM Air Conditioning: Elec#: Other#: C Radiant/Hydronic Heating: Gas#: Elec#: Other:#: Location(s): — Exhaust Fans: Bath#: Laundry#: Other: -I- Range Hood: #: Location(s): Fireplace: Gas#: Elec#: Other:#: Location(s): d Clothes Dryer&Duct: Gas#: Elec#: Other:#: Location(s): •`)- Stove/Range/Oven: Gas#: Elec#: Other:#: Location(s): Gas Piping/Outlet(s): #: Location(s): Boiler Gas#: Elec#: BTUs: Location(s): Other: #: Location(s): J TOTAL MECHANICAL OUTLETS: PLUMBING FIXTURES: Fixture Type(new and relocated): Total#: Fixture Type(new and relocated): Total#: Water Closet(Toilet): 3 ' Refrigerator water supply(for water/ice dispenser): i Kitchen Sink: I Pressure Reduction Valve/Pressure Regulator: Utility Sink: Water Service Line: Tub: Water Piping: Hand Sink: .3 . Clothes Washer: Shower: 2 Electric Water Heater: Tank-less? Yes D No 1 Dishwasher: 1 Backflow Prevention Device: Hose Bib: Other: TOTAL PLUMBING FIXTURES: 12 Page 2 of 5 G,T I, o, PLANNING, COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTMENT iw t RESIDEr` SAL BUILDING PERMIT CHECKLIST 1� w� Mailing Address:P.D. Box 547, Anacortes, WA 98221 '4„9coR41111: '' Office Location: 904 6th Street, Anacortes WA 98821 Phone: (360) 293-1901 Plans shall be of sufficient clarity to indicate the location,nature,and extent of the work proposed, and conform to the provisions of the adopted International Codes and City Ordinances. PERMIT TYPE: r---- e � a g cA O n eD SUBMITTAL REQUIREMENTS: 6 g o o g. �• 14 The number indicates the number of ; U "' b ( aria copies for submittal(if applicable). . o o , 0 t ,-7O 0 I. a oG r V Residential Building Permit Application 1 1 1 1 1 ✓ Site Plan(Drawn to Scale& Surveyed—if 2 2 0 2 2 applicable) / Building Plans (Drawn to Scale) 2 2 2 2 2 to V Reduced Site Plan(11"X 17") 2 2 0 1 1 t'o- ✓ Reduced Floor Plan(11"X 17") 2 2 2 2 1 U ✓ Structural Calculations (if applicable) 2 2 2 2 2 ✓ Energy Code Compliance(shown on plans) ✓ ✓ ✓ Temporary Sion&Sediment Control 2 2 2 -`- NT\ Narrative Ele ents of SWPPP) NA TemporaryPlan 1 Drainage Plan(How the site meets DOE's 2 2 2 Stormwater Manual) NPr Landscape Plan 2 2 2 E" k Grading Plan/Cut/Fill 2 2 2 NIA Critical Areas Report(if applicable) 1 1 1 1 NtiNGeotechnical Report(if applicable) 1 1 1 1 Plan Review Deposit(due upon submittal) ✓ ✓ 1 ✓ 1 1a i0 1 S))1(WI cuRPCl; 416 -I4 Ca -M-10 Pt ,±'1 GT 'mil 1' ) .,o owl,o� Page 3 of 5 Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition,based on the size of the structure,the appropriate numb`,e�r,�of dditional credits are checked as chosen by the permit applicant. O tv'Gu'` Authorize Representative C�3'.- Date I i / /r �' All Climate Zones R-Valuea U-Factora Fenestration U-Factorb n/a 0.30 Skylight U-Factor n/a 0.50 Glazed Fenestration SHGCh'e n/a n/a Ceilingk 49' 0.026 Wood Frame Wall9'"''a 21 int 0.056 Mass Wall R-Value' 21/21h 0.056 Floor 309 0.029 Below Grade Weir"' 10/15/21 int+TB 0.042 Slabd R-Value&Depth 10,2 ft n/a *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Each dwelling unit in a residential building shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: 1.Small Dwelling Unit: 1.5 credits ❑ Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500 square feet. ❑2. Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in#1 or#3. Exception: Dwelling units serving R-2 occupancies shall require 2.5 credits. 03. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. [74. Additions less than 500 square feet: .5 credits Table R406.2 Summary Option Description Credit(s) la Efficient Building Envelope la 0.5 ❑ 1 b Efficient Building Envelope lb 1.0 ❑ 1c Efficient Building Envelope 1c 2.0 ❑ 1d Efficient Building Envelope 1d 0.5 ❑ 2a Air Leakage Control and Efficient Ventilation 2a 0.5 ❑ 2b Air Leakage Control and Efficient Ventilation 2b 1.0 ❑ 2c Air Leakage Control and Efficient Ventilation 2c 1.5 ❑ 3a High Efficiency HVAC 3a 1.0 ❑ 3b High Efficiency HVAC 3b 1.0 ❑ 3c High Efficiency HVAC 3c 1.5 ❑ 3d High Efficiency HVAC 3d 1.0 ❑ 4 High Efficiency HVAC Distribution System 1.0 5a Efficient Water Heating 5a 0.5 5b Efficient Water Heating 5b 1.0 ❑ 5c Efficient Water Heating 5c 1.5 ❑ 5d Efficient Water Heating 5d 0.5 ❑ 6 Renewable Electric Energy 0.5 *1200 kwh 0.0 Total Credits (U.'5 0.00 *Please refer to Table R406.2 for complete option descriptions Table R402.1.1 Footnotes For SI: 1 foot.= 304.8 mm, ci .=continuous insulation, int.=intermediate framing. a R-values are minimums. U-factors and SHGC are maximums.When insulation is installed in a cavity which is less than the label or design thickness of the insulation,the compressed R-value of the insulation from Appendix Table A101.4 shall not be less than the R-value specified in the table. b The fenestration U-factor column excludes skylights.The SHGC column applies to all glazed fenestration. `"10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R-13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. d R-10 continuous insulation is required under heated slab on grade floors.See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. Reserved. g Reserved. h Reserved. The second R-value applies when more than half the insulation is on the interior of the mass wall. Reserved. k For single rafter-or joist-vaulted ceilings,the insulation may be reduced to R-38. Reserved. "'Int. (intermediate framing)denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. Table R402.1.3 Footnote a Nonfenestration U-factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. Table 406.2 Energy Credits (2015 Code) Q-�TION nFSr IF T1AN�a- _ � —CR Estimated Cost 5a EFFICIENT WATER HEATING 5a: 0.5 All showerhead and kitchen sink faucets installed in the house shall be rated at 1.75 GPM or less. All other lavatory faucets shall be rated at 1.0 GPM or less.' To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the maximum flow rates for all showerheads, kitchen sink faucets, and other lavatory faucets. Water heating system shall include one of the following: Gas, propane or oil water heater with a minimum EF of 0.74 or Water heater heated by ground source heat pump meeting the requirements of Option 3 c. or For R-2 occupancy, a central heat pump water heater with an EF greater than 2.0 that would supply DHW to all the units through a central water loop insulated with R-8 minimum pipe insulation. To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the water heater equipment type and the minimum equipment efficiency. 5c EFFICIENT WATER HEATING 5c: 1.5 Water heating system shall include one of the following: Gas, propane or oil water heater with a minimum EF of 0.91 or Solar water heating supplementing a minimum standard water heater. Solar water heating will provide a rated minimum savings of 85 therms or 2000 kWh based on the Solar Rating and Certification Corporation (SRCC) Annual.Performance of OG-300 Certified Solar Water Heating Systems or Electric heat pump water heater with a minimum EF of 2.0 and meeting the standards of NEEA's Northern Climate Specifications for Heat Pump Water Heaters To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the water heater equipment type and the minimum equipment efficiency and, for solar water heating systems, the calculation of the minimum energy savings. 5d EFFICIENT WATER HEATING 5d: 0.5 A drain water heat recovery unit(s) shall be installed, which captures waste water heat from all the showers, and has a minimum efficiency of 40% if installed for equal flow or a minimum efficiency of 52% if installed for unequal flow. Such units shall be rated in accordance CSA B55.1 and be so labeled. To qualify to claim this credit, the building permit drawings shall include a plumbing diagram that specified the drain water heat recovery units and the plumbing layout needed to install it and labels or other documentation shall be provided that demonstrates that the unit complies with the standard. I Al7FOX +238 LEST OF OKAWANC.S A I.i SITE FLAN. FERMI-SUMMARY 1.: 57F.UC`I:RAL JO`ES, STKC: FAI OE- AAS U ( . . � , � \10 ' �--I ..i _I I R ,EPs A2.! E751TG/ . Out1 r ( JR' NN&12E / Tt:O*.? f5 a3.: LlTt1i0i Ei'Ya'i:AS. 'L-:3.V„ cF.�"F7tG. 0W-501E294 E SCCS Cr PFCxC':MADDEt .OS-ORf`uCe FA: OYK :iE/'JCE, ADO i so 5P ADN ✓` CRI TPUCTE5I rS .� s�- Nu SECUh^STUR! DEX/ NovI (� py (yO + fl MOW ADDRESS' 4i :3 Kh'i'.I.UP, akACv??'.r, 'kP. 9822! P.p �t Na'rt `U' {U� L I / P ERTV kD.ESS' 41 5777+ AS"..-f5SOF NU?ASER 3W5.002.'--014-0:•.R)3 4 i 13 K f�-wVesrs ?ONE: P. I CIF?Cr• A1IFCORTES 1 OWNER: IKARTili AND SMPP:I Lfe :aere / owtiERt.'• ADDRU5: TO DO)' 756 AWACOFrE5 WA_ ':622I C11`� ,, OF ANACOF—l�1 ES;J / ARE'A Ncs <z:'s F.me M rs LOT SIZE: -/-25,555 5? IE09 I EX3T D:G F..l,:R FLOOD WING AREA: t 102 5' EKt529:G A.?iACHED/ia'K{ 440E.` EFtst:NG t?rPEN YlbO'b . .-CS 5` / I AREA OF D_%C<TO F& REMO'.ED: 642 5 / AREA OftA:7DIWVJ`t: 1 la SF F.elAa A,1r4e9: / / 1 roc.T Kiff: OF r.CC F. AMP GARAGE AFTER WORK: !7025? TOTAL AREA CT NO:J:_E MO WAAGE ArER WORK: 3246 ENT 4: 13 . Ar_µc &n :I:G /:i'itJ:Ark*' GP :C::: 6.4. Araecte&. VIA 98221 / FXI .i?:c AND New IL!PE 001:5 F7r CJ:'E 1Alte. OLLF.S. T?R:I.T..S, WITH pivr F ?RERT(Jti?S: 4055 Sr / TG t:, A.I.PERviQjs SURFACE CJI.! 4165 a?;D GNIRK.: GS 13 sr / / I TOT 9APFF.I?C2.8 SURFACE AS KEIRCEIIIA.E OF LOI. 26.O% I DESIGN STANDARD / / 1 ' 2015 irinl:A,T'XNE."era—miina1 cox Aloe. and SuA'.: in: I/ ?:RE FROTEC ICK1 DESIGN STA2a3ARJ NO riRe DEWY•ECl1OF. 5?R IMLE?S REOUElE0 / / I I i / SECURED A}O'JE DROPPED CE'L':'G5 TO LIMIT AREA A3G ?Cie.. 79C, YE ct u!r5'O. i O:iJ:re; IvtWc:es. INA 9A22t i ttIrATINGME C/ / X1511NG 1141\ P.w GAS r0wn AIR / / fI VJiT:IP.:ION TYPE hCSI F•r I / ..v fIJJS, ?KGG J_ A1'iF. CFil AS ?ECiUIRf'l lit Kan: / / I AI_NKALAt !IC.UlA CU Y:J.JS AT My WOR< '- 3 Paabt 2012. / I ATT.C`: AIJD KODFA.FJUNGA5Er9WD:.u_5: ? 43 ?XI ONO? WALES: R-2I I j :OOKS: 938 tutERICR WALLS AND ROOFS f:LLCA`Al6 ruaSeal ACOUSTIC ?4:i INSULATION I 4 / ' S:J.ES ON GRADE. R-10 Rr w4: / I / ENEMY CODE 01 / ' ..`. Mir RFMfl f3. S:tO 43t 4tAU3 AND rfCiiEli IcAUTfl 1.75 MI. LAMFAUCETS 1.0 5P`J. 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S 1 .: 04 m In `J i St ::" N a - ` ar 11 3 BROOKS �11DDLETON , r\ RCH !TRCT N '* M ~, 3n029i 010e toPI4 " 1,:MI5S T Avcmle :UAWe 2112 Annear!es WA 914221 .. ),) civil &structural engineering&planningv a NOV 062018 � J CITY'OF ANACO'ATE s S R U CTI�J lf\ CA� Lee Res Bence 4113 R Avenue Anacortes, WA 98221 c a � Gwa' ZL y U rit o1/41461. `r10NAL 10/25/2018 250 4th Ave S Ste 200 Edmonds,WA 98020 Phone:(425)778-8500 Fax:(425)778-5536 Project Description and Scope This project consists of 120 sf single-story addition to the lower level (NW corner). In addition, the existing stairway from the main floor to the lower floor will be in-filled and a new stairway will be constructed at the south side of the house. The main entrance will be relocated from the south to the west side of the house. Most of the other alterations to the house will be non-structural partition walls, finishes, and MEP system upgrades. Our scope of work is to assist with structural reframing at the stair openings and to provide framing at the new 120 sf single-story addition. Notes and details will be provided as needed. For the most part, the existing lateral system of the house will remain unchanged. We will provide the lateral analysis and design for the west wall of the house, because the new front door will reduce the existing shear capacity at that wall line. We will also provide the lateral design for walls at the new 120 sf addition. Floor Gravity Design Loads Roof DL 12 PSF Roof LL (Snow) 25 PSF Floor DL 12 PSF Floor LL 40 PSF Deck LL 60 PSF Seismic Parameters Design Per 2015 IBC Soil Site Class D Sps = 0.780 (Lat. 48.486605, Long. -122.609075) R = 6.5 (Light-Framed Wood Shear Walls) I = 1.0 (Non-Essential Facility) Wind Parameters 115 MPH Wind Speed, 3-Sec Gust Exposure Category B IW- 1.0 (Non-Essential Facility) Kzt= 1.0 (Based on Topography) Description Project Summary By JGG Date 10/24/18 0 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave.South Project Job No. Suite 200 Lee Residence 18000.10 1 Edmonds,WA 98020 -- I - — — L. ? _ i • - • �o - • I • . . . ! , • • ........ ... . . .... .... . ....... . r•,r.••:.wr••w.-rr...•.r:.._••••.w•_•w....»•.....•w....•.Int n»_..«.w . • .•.. i •.. .... ..•.. ; . . . • tf,r r ; �t:a:,•cE: ._.1zi,. 2 » _ . ....._ ., . ..! t.• �` � . ♦ 1i f , i`�U a •'itty ( raMI::i t ..,.» . .... ... r- . ' .,. , - •r i. : ,:I a :r - 3.3.1 t.! 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I • fit COMPANY PROJECT WoodWorks° SOFTWARE FOR WOOD DESIGN Oct. 24, 2018 18:08 Roof Beam 1 Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL No 96.0 plf Load2 Snow Full UDL No 200.0 plf Self-weight Dead , Full UDL No 11.7 plf Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 40' I 0' 5' 9' 27.5' 37.5' 40' Unfactored: Dead 425 1547 1748 587 Snow 789 2874 3247 1091 Factored: Total 1213 4421 4995 1678 Bearing: Capacity Beam 1993 5006 5545 2430 Support 1213 4421 4995 1678 Des ratio Beam 0.61 0.88 0.90 0. 69 Support 1.00 1.00 1.00 1.00 Load comb #2 #2 #2 #2 Length 0.50 1.83 2.06 0. 69 Min req'd 0.50** 1.83** 2. 06** 0.69** Cb 1.75 1.21 1.18 1.54 Cb min 1.75 1.21 1.18 1.54 Cb support 1.11 1.11 1.11 1.11 Fcp sup 625 625 625 625 **Minimum bearing length governed by the required width of the supporting member. Maximum reaction on at least one support is from a different load combination than the critical one for bearing design, shown here, due to Kd factor. See Analysis results for reaction from critical load combination. Roof Beam 1 Glulam-Bal., West Species, 24F-1.8E WS, 3-1/2"x14-1/2" 9 laminations, 3-1/2" maximum width, Supports: All-Timber-soft Beam, D.Fir-L No.2 Total length: 40.0'; Clear span: 4.979', 3.903', 18.338', 9.885', 2.471'; volume= 14.1 cu.ft. Lateral support: top=full, bottom= at all supports; WARNING: this CUSTOM SIZE is not in the database. Refer to online help. Lt WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Roof Beam 1 WoodWorks®Sizer 11.1 Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 73 Fv' = 305 psi fv/Fv' = 0.24 Bending(+) fb = 561 Fb' = 2760 psi fb/Fb' = 0.20 Bending(-) fb = 744 Fb' = 2066 psi fb/Fb' = 0.36 Deflection: Interior Live 0.11 = <L/999 0.93 = L/240 in 0.11 Total 0.16 = <L/999 1.23 = L/180 in 0.13 Cantil. Live 0.05 = <L/999 0.50 = L/120 in 0.10 Total 0.08 = L/783 0.67 = L/90 in 0.11 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Fv' 265 1.15 1. 00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1. 00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fb'- 2400 1.15 1. 00 1.00 0.748 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1. 00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V max = 2865, V design = 2470 lbs Bending(+) : LC #2 = D+S, M = 5732 lbs-ft Bending(-) : LC #2 = D+S, M = 7607 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 1601e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00 (Dead Load Deflection) + Live Load Deflection. Lateral stability(-) : Lu = 18.50' Le = 30.25' RB = 20.7; Lu based on full span Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012 4. Grades with equal bending capacity in the top and bottom edges of the beam cross-section are recommended for continuous beams. 5. GLULAM: bxd = actual breadth x actual depth. 6. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 7. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY PROJECT .ill WoodWorks® SOFTWARE FOR WOOD DESIGN Oct. 24, 2018 18:11 Roof Beam 2 Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Pat- Location. [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL No 110.0 plf Load2 Snow Full UDL No 230.0 plf Self-weight Dead Full UDL No 11.7 plf Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) 37 0' 4.5' 28' 37' Unfactored: Dead 1820 2682 Snow 3440 5070 Factored: Total 5260 7752 Bearing: Capacity Beam 5794 8135 Support 5260 7752 Des ratio Beam 0. 91 0. 95 Support 1.00 1.00 Load comb #2 #2 Length 2.17 3.20 Min req'd 2.17** 3.20** Cb 1.17 1.12 Cb min 1.17 1,12 Cb support 1.11 1.11 Fcp sup 625 625 **Minimum bearing length governed by the required width of the supporting member. Maximum reaction on at least one support is from a different load combination than the critical one for bearing design, shown here, due to Kd factor. See Analysis results for reaction from critical load combination. Roof Beam 1 Glulam-Bat., West Species, 24F-1.8E WS, 3-1/2"x14-1/2" 9 laminations, 3-1/2" maximum width, Supports: All -Timber-soft Beam, D.Fir-L No.2 Total length: 37.0'; Clear span:4.409', 23.276', 8,867'; volume= 13.0 cu.ft. Lateral support: top=full, bottom= at supports; WARNING: this CUSTOM SIZE is not in the database. Refer to online help. WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Roof Beam 2 WoodWorks®Sizer 11.1 Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 122 Fv' = 305 psi fv/Fv' = 0. 40 Bending(+) fb = 1533 Fb' = 2760 psi fb/Fb' = 0.56 Bending(-) fb = 1394 Fb' = 1761 psi fb/Fb' = 0.79 Deflection: Interior Live 0.55 = L/508 1.18 = L/240 in 0. 47 Total 0.85 = L/332 1.57 = L/180 in 0.54 Cantil. Live -0.33 = L/165 0.45 = L/120 in 0.72 Total -0.50 = L/108 0. 60 = L/90 in 0. 83 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Fv' 265 1.15 1.00 1. 00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1. 00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fb'- 2400 1.15 1.00 1. 00 0.638 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1. 00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V max = 4587, V design = 4116 lbs Bending(+) : LC #2 = D+S, M = 15669 lbs-ft Bending(-) : LC #2 = D+S, M = 14243 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 1601e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00 (Dead Load Deflection) + Live Load Deflection. Lateral stability(-) : Lu = 23.50' Le = 37.44' RB = 23. 1; Lu based on full span Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012 4. Grades with equal bending capacity in the top and bottom edges of the beam cross-section are recommended for continuous beams. 5. GLULAM: bxd = actual breadth x actual depth. 6. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 7. 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COMPANY PROJECT Ill WoodWorks® SOFTWARE FOR WOOD DESIGN Oct. 24, 2018 18:15 Floor Joists at Infill Design Check Calculation Sheet Wood Works Sizer 11.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area No - 12.00 (16.0") psf Load2 Live Full Area Yes 40.00 (16.0") psf Load3 Dead Point No 12.33 107 lbs Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 12.351' t I 0' 11' 12.33' Unfactored: Dead 74 230 Live 294 369 Factored: Total 369 599 Bearing: Capacity Joist 469 831 Support 586 599 Des ratio Joist 0.79 0.72 Support 0. 63 1.00 Load comb #3 #2 Length 0.50* 0.51 Min req'd 0.50* 0.51** Cb 1.00 1.73 Cb min 1.00 1.73 Cb support 1.25 1.25 Fcp sup 625 625 *Minimum bearing length setting used: 1/2"for end supports **Minimum bearing length governed by the required width of the supporting member. Maximum reaction on at least one support is from a different load combination than the critical one for bearing design, shown here, due to Kd factor. See Analysis results for reaction from critical load combination. Joist Framing at Stair In-Fill Lumber-soft, D.Fir-L, No.2, 2x10 (1-1/2"x9-1/4") Supports: All-Timber-soft Beam, D.Fir-L No.2 Floor joist spaced at 16.0"c/c; Total length: 12.35'; Clear span: 10.958', 1.309'; volume = 1.2 cut. Lateral support: top=full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Floor Joists at Infill WoodWorks®Sizer 11.1 Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 37 Fv' = 180 psi fv/Fv' = 0.21 Bending(+) fb = 546 Fb' = 1138 psi fb/Fb' = 0.48 Bending(-) fb = 113 Fb' = 716 psi fb/Fb' = 0.16 Deflection: Interior Live 0.11 = <L/999 0.37 = L/360 in 0.30 Total 0.13 = <L/999 0.55 = L/240 in 0.24 Cantil. Live -0.04 = L/371 0.09 = L/180 in 0.48 Total -0.05 = L/342 0.13 = L/120 in 0.35 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1. 100 1.00 1. 15 1.00 1.00 - 3 Fb'- 900 1.00 1.00 1.00 0. 629 1.100 1.00 1. 15 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1. 6 million 1.00 1.00 - - - - 1.00 1.00 - 3 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V max = 400, V design = 345 lbs Bending(+) : LC #3 = D+L (pattern: L_) , M = 973 lbs-ft Bending(-) : LC #2 = D+L, M = 201 lbs-ft Deflection: LC #3 = (live) LC #3 = (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 158e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00 (Dead Load Deflection) + Live Load Deflection. Lateral stability(-) : Lu = 11.00' Le = 18.13' RB = 29. 9; Lu based on full span Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 10 • • In CC I I ' • }� f• t i F • IT 0. N.UUl F tr .C. ; r -1-7 / � � • it •• ' Ir 2 { ( ct j i ' las • i/ � I r 1 i , �. 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I ) F fit COMPANY PROJECT WoodWorks® SOFTWARE FOR WOOD DESIGN Oct. 24, 2018 18:14 Floor Beam 1 Design Check Calculation Sheet Wood Works Sizer 11.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 228.0 plf Load2 Live Full UDL 740.0 plf Load3 Snow Full UDL 88.0 plf Load4 Dead Point 4.10 1400 lbs Load5 Snow Point 4.10 3000 lbs Load6 Dead Point 12. 60 1500 lbs Load7 Snow Point 12. 60 3200 lbs Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 13.235' 0' 13' Unfactored: Dead 2533 3385 Live 4887 4907 Snow 2781 4584 Factored: - Total 8283 10503 Bearing: Capacity Beam 8283 10503 Support 8548 10838 Des ratio Beam 1.00 1.00 Support 0. 97 0.97 Load comb #3 #3 Length 2.49 3.15 Min req'd 2.49 3.15 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 Floor Beam 1 Glulam-Bal., West Species, 24F-1.8E WS, 5-1/8"x12" 8 laminations, 5-1/8" maximum width, Supports: All-Timber-soft Beam, D.Fir-L No.2 Total length: 13.23'; Clear span: 12.765'; volume = 5.7 cu.ft. Lateral support: top=full, bottom=at supports; la WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Floor Beam 1 WoodWorks®Sizer 11.1 Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 175 Fv' = 305 psi fv/Fv' = 0.57 Bending(+) fb = 2312 Fb' = 2400 psi fb/Fb' = 0.96 Live Defl'n 0.42 = L/367 0.43 = L/360 in 0. 98 Total Defl'n 0. 61 = L/254 0.65 = L/240 in 0. 94 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fb'+ 2400 1.00 1.00 1.00 1.000 1.000 1.00 1. 00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 3 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 3 CRITICAL LOAD COMBINATIONS: Shear : LC #3 = D+.75 (L+S) , V max = 8195, V design = 7162 lbs Bending(+) : LC #2 = D+L, M = 23696 lbs-ft Deflection: LC #3 = D+.75 (L+S) (live) LC #3 = D+.75 (L+S) (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 1328e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00 (Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3, 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 11 d111 COMPANY PROJECT 1 WoodWorks® SOFTWARE FOR WOOD DESIGN Oct. 24, 2018 18:14 Floor Beam 2 Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit _ tern Start End Start End Load1 Dead Full UDL 114 .0 plf Load2 Live Full UDL 380.0 plf Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 6.562' 0' 6.5' Unfactored: Dead 374 374 Live 1247 1247 Factored: Total 1621 1621 Bearing: - Capacity Beam 1621 1621 Support 1794 1794 Des ratio Beam 1.00 1.00 Support 0. 90 0. 90 Load comb #2 #2 Length 0.74 0.74 Min req'd 0.74 0.74 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 Floor Beam 2 Lumber-soft, D.Fir-L, No.2, 4x10 (3-1/2"x9-1/4") Supports:All-Timber-soft Beam, D.Fir-L No.2 Total length: 6.56'; Clear span: 6.438'; volume= 1.5 cu.ft. Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 56 Fv' = 180 psi fv/Fv' = 0.31 Bending(+) fb = 627 Fb' = 1080 psi fb/Fb' = 0.58 Live Defl'n 0.04 = <L/999 0.22 = L/360 in 0. 19 Total Defl'n 0.05 = <L/999 0.33 = L/240 in 0. 17 Iq WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Floor Beam 2 WoodWorks®Sizer 11.1 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.200 1. 00 1.00 1.00 1. 00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1. 00 - - E' 1. 6 million 1.00 1.00 - - - - 1.00 1. 00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1. 00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V max = 1606, V design = 1209 lbs Bending(+) : LC #2 = D+L, M = 2609 lbs-ft Deflection: LC #2 = D+L (live) LC #2 = D+L (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 369e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1. 00 (Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. 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South Suite 200 Project Job No , Edmonds, WA 98020 C-, ifs ; ro sea 425 . 778 . 8500 ` 6 www. cgengineering .com t a � �" fl COMPANY PROJECT WoodWorks® SOFTWARE FOR WOOD DESIGN Oct. 24, 2018 18:14 Floor Beam 3 Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full UDL 132.0 plf Load2 Live Full UDL 440.0 plf Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 18.853' 1 0' 18.75' Unfactored: Dead 1244 1244 Live 4148 4148 Factored: Total 5392 5392 Bearing: Capacity Beam 6470 6470 Support 5392 5392 Des ratio Beam 0.83 0.83 Support 1.00 1.00 Load comb #2 #2 Length 1.23 1.23 Min req'd 1.23** 1.23** Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.00 1.00 Fcp sup 625 625 **Minimum bearing length governed by the required width of the supporting member. Floor Beam 3 LVL, 2.0E, 2600Fb, 1-3/4"x11-7/8", 4-ply (7"x11-7/8") Supports:All -Timber-soft Beam, D.Fir-L No.2 Total length: 18.85'; Clear span: 18.647'; volume= 10.9 cu.ft. Lateral support: top=full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 86 Fv' = 285 psi fv/Fv' = 0.30 Bending(+) fb = 1833 Fb' = 2707 psi fb/Fb' = 0. 68 Live Defl'n 0. 63 = L/359 0. 63 = L/360 in 1.00 Total Defl'n 0.81 = L/276 0. 94 = L/240 in 0.87 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Floor Beam 3 WoodWorks®Sizer 11.1 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 285 1. 00 - 1. 00 - - - - 1.00 - 1.00 2 Fb'+ 2600 1.00 - 1. 00 1.000 1.00 - 1.04 1.00 - - 2 Fcp' 750 - - 1. 00 - - - - 1.00 - -E' 2.0 million - 1. 00 - - - - 1.00 - - 2 Eminy' 1.04 million - 1. 00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V max = 5363, V design = 4767 lbs Bending(+) : LC #2 = D+L, M = 25137 lbs-ft Deflection: LC #2 = D+L (live) LC #2 = D+L (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 488e06 lb-in2/ply "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00 (Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. System factor KH may not apply to field-assembled multi-ply beams. 4. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 5. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 6. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. 7. FIRE RATING: Joists, wall studs, and multi-ply members are not rated for fire endurance. 1c6 COMPANY PROJECT i woodworks® SOFTWARE FOR WOOD DESIGN Oct. 24, 2018 18:14 Floor Beam 4 Design Check Calculation Sheet Wood Works Sizer 11.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full UDL No 16.0 plf Load2 Live Full UDL No 53.0 plf Load3 Dead Point No 12.33 2500 lbs Load4 Snow Point Yes 12.33 5200 lbs Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 12.351' '1' 0' 11' 12.33' Unfactored: Dead -210 2908 Live 288 366 Snow -619 5819 Factored: Uplift -829 Total 78 8727 Bearing: Capacity Beam 1969 11251 Support 1758 8727 Des ratio Beam 0.04 0.78 Support 0.04 1. 00 Load comb #2 #4 Length 0.50* 2.48 Min req'd 0.50* 2.48** Cb 1.00 1. 15 Cb min 1.00 1.15 Cb support 1.07 1.07 Fcp sup 625 I 625 *Minimum bearing length setting used: 1/2"for end supports **Minimum bearing length governed by the required width of the supporting member. Maximum reaction on at least one support is from a different load combination than the critical one for bearing design, shown here, due to Kd factor. See Analysis results for reaction from critical load combination. Floor Beam 4 LVL, 2.0E, 2600Fb, 1-3/4"x9-1/2", 3-ply (5-1/4"x9-1/2") Supports: All-Timber-soft Beam, D.Fir-L No.2 Total length: 12.35'; Clear span: 10.876', 1.227'; volume=4.3 cu.ft. Lateral support: top=full, bottom=full; Repetitive factor: applied where permitted (refer to online help); WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Floor Beam 4 WoodWorks®Sizer 11.1 Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 232 Fv' = 328 psi fv/Fv' = 0.71 Bending(+) fb = 6 Fb' = 2791 psi fb/Fb' = 0.00 Bending(-) fb = 1534 Fb' = 3209 psi fb/Fb' = 0.48 Deflection: Interior Live -0. 12 = <L/999 0.37 = L/360 in 0.33 Total -0. 17 = L/760 0.55 = L/240 in 0.32 Cantil. Live 0.09 = L/186 0. 09 = L/180 in 0. 97 Total 0. 12 = L/128 0. 13 = L/120 in 0. 93 Additional Data: FACTORS: F/E (psi)CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 285 1. 15 - 1.00 - - - - 1.00 - 1.00 4 Fb'+ 2600 1.00 - 1.00 1.000 1.03 - 1. 04 1.00 - - 2 Fb'- 2600 1. 15 - 1.00 1.000 1.03 - 1. 04 1.00 - - 4 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 2.0 million - 1.00 - - - - 1.00 - - 4 Eminy' 1.04 million - 1.00 - - - - 1.00 - - 4 CRITICAL LOAD COMBINATIONS: Shear : LC #4 = D+S, V max = 7721, V design = 7712 lbs Bending(+) : LC #2 = D+L, M = 42 lbs-ft Bending(-) : LC #4 = D+S, M = 10095 lbs-ft Deflection: LC #4 = D+S (live) LC #4 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 250e06 lb-in2/ply "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00 (Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. System factor KH may not apply to field-assembled multi-ply beams. 4. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 5. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 6. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. 7. FIRE RATING: Joists, wall studs, and multi-ply members are not rated for fire endurance. 0 COMPANY PROJECT %1 WoodWorks' SOFIIVARE FOR WOOD DESIGN Oct. 24, 2018 18:19 Roof Joists at Addition Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 12.00 (24 .0") psf Load2 Snow Full Area 25.00 (24.0") psf Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 7.042' '1' 0' 7' Unfactored: Dead 85 85 Snow 176 176 Factored: Total 261 261 Bearing: Capacity Joist 304 304 Support 586 586 Des ratio Joist 0. 86 0.86 Support 0. 44 0.44 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1. 00 1.00 Cb support 1.25 1.25 Fcp sup 625 625 *Minimum bearing length setting used: 1/2" for end supports Roof Joists Lumber-soft, Hem-Fir, No.2, 2x8 (1-1/2"x7-1/4") Supports: All-Timber-soft Beam, D.Fir-L No.2 Roof joist spaced at 24.0" c/c; Total length: 7.04'; Clear span: 6.958'; volume= 0.5 cu.ft. Lateral support: top=full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 29 Fv' = 172 psi fv/Fv' = 0.17 Bending(+) fb = 414 Fb' = 1349 psi fb/Fb' = 0.31 Live Defl'n 0.04 = <L/999 0.35 = L/240 in 0.12 Total Defl'n 0.06 = <L/999 0.47 = L/180 in 0. 14 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Roof Joists at Addition WoodWorks®Sizer 11.1 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 850 1.15 1.00 1.00 1.000 1.200 1.00 1.15 1.00 1.00 - 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1. 00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V max = 259, V design = 213 lbs Bending(+) : LC #2 = D+S, M = 453 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 61.9e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) 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COMPANY PROJECT WoodWorks® SOFTIVARE FOR WOOD DESIGN Oct. 24, 2018 18:20 Floor Beam 5 Design Check Calculation Sheet Wood Works Sizer 11.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 42.0 plf Load2 Snow Full UDL 88.0 plf Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 5.042' 0' 5' Unfactored: Dead 106 106 Snow 222 222 Factored: Total 328 328 Bearing: Capacity Beam 709 709 Support 1211 1211 Des ratio Beam 0. 46 0.46 Support 0.27 0.27 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1. 11 1. 11 Fcp sup 625 625 *Minimum bearing length setting used: 1/2"for end supports Floor Beam 5 Lumber-soft, Hem-Fir, No.2, 4x6 (3-1/2"x5-1/2") Supports: All-Timber-soft Beam, D.Fir-L No.2 Total length: 5.04'; Clear span: 4.958'; volume=0.7 cu.ft. Lateral support: top= at supports, bottom=at supports; Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 20 Fv' = 172 psi fv/Fv' = 0.12 Bending(+) fb = 276 Fb' = 1271 psi fb/Fb' = 0.22 Live Defl'n 0. 02 = <L/999 0.17 = L/360 in 0.12 Total Defl'n 0. 03 = <L/999 0.25 = L/240 in 0.12 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Floor Beam 5 WoodWorks®Sizer 11.1 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.15 1. 00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 850 1.15 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V max = 325, V design = 263 lbs Bending(+) : LC #2 = D+S, M = 406 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 63.1e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) 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COMPANY PROJECT 111 WoodWorks® SOFIIFARE FOR WOOD DESIGN Oct. 24, 2018 18:26 Stair Beam 1 Design Check Calculation Sheet Wood Works Sizer 11.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 21.0 plf Load2 Live Full UDL 70.0 plf Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 9.18' 0' 7.5' Unfactored: Dead 93 93 Live 264 264 Factored: Total 357 357 Bearing: F'theta 507 507 Capacity Beam 761 761 Support 1055 1055 Des ratio Beam 0.47 0.47 Support 0.34 0.34 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.13 1.13 Fcp sup 625 625 *Minimum bearing length setting used: 1/2"for end supports Stair Beam 1 (Stair Stringers) Lumber n-ply, Hem-Fir, No.2, 2x6, 2-ply (3"x5-1/2") Supports: All-Timber-soft Beam, D.Fir-L No.2 Total length: 9.18'; Clear span: 8.795'; volume= 1.1 cu.ft.; Pitch: 7.5/12 Lateral support: top= full, bottom= at supports; a , WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Stair Beam 1 WoodWorks®Sizer 11.1 Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 24 Fv' = 150 psi fv/Fv' = 0.16 Bending(+) fb = 529 Fb' = 1105 psi fb/Fb' = 0.48 Live Defl'n 0.13 = L/828 0.29 = L/360 in 0.43 Total Defl'n 0.17 = L/611 0.44 = L/240 in 0.39 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 405 - 1. 00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V max = 301, V design = 269 lbs Bending(+) : LC #2 = D+L, M = 666 lbs-ft Deflection: LC #2 = D+L (live) LC #2 = D+L (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 27.0e06 lb-in2/ply "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00 (Dead Load Deflection) + Live Load Deflection. Bearing: Allowable bearing at an angle F'theta calculated for each support as per NDS 3.10.3 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member(that is, no butt joints are present) and that each ply is equally top-loaded. Where beams are side-loaded, special fastening details may be required. 5. SLOPED BEAMS: level bearing is required for all sloped beams. 6. FIRE RATING: Joists, wall studs, and multi-ply members are not rated for fire endurance. tn COMPANY PROJECT WoodWorks® SOFTWARE FOR WOOD DESIGN Oct. 24, 2018 18:26 Stair Beam 2 Design Check Calculation Sheet Wood Works Sizer 11.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 21.0 plf Load2 Live Full UDL 70.0 pif Load4 Dead Point 3.50 75 lbs Load5 Live Point 3.50 245 lbs Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 8.59' 0' 7' Unfactored: Dead 125 124 Live 370 368 Factored: Total 495 493 Bearing: F'theta 507 507 Capacity Beam 761 761 Support 1055 1055 Des ratio Beam 0. 65 0.65 Support 0.47 0.47 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1. 13 1.13 Fcp sup 625 625 *Minimum bearing length setting used: 1/2"for end supports Stair Beam 2 (Stringer) Lumber n-ply, Hem-Fir, No.2, 2x6, 2-ply (3"x5-1/2") Supports: All-Timber-soft Beam, D.Fir-L No.2 Total length: 8.59'; Clear span: 8.206'; volume = 1.0 cu.ft.; Pitch: 7.5/12 Lateral support: top=full, bottom= at supports; 30 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Stair Beam 2 WoodWorks®Sizer 11.1 Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 35 Fv' = 150 psi fv/Fv' = 0.23 Bending(+) fb = 905 Fb' = 1105 psi fb/Fb' = 0.82 Live Defl'n 0. 18 = L/565 0.28 = L/360 in 0. 64 Total Defl'n 0.23 = L/424 0.41 = L/240 in 0.57 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.47 million 1.00 1. 00 - - - - 1.00 1. 00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V max = 418, V design = 385 lbs Bending(+) : LC #2 = D+L, M = 1140 lbs-ft Deflection: LC #2 = D+L (live) LC #2 = D+L (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 27.0e06 lb-in2/ply "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00 (Dead Load Deflection) + Live Load Deflection. Bearing: Allowable bearing at an angle F'theta calculated for each support as per NDS 3. 10.3 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member(that is, no butt joints are present) and that each ply is equally top-loaded. Where beams are side-loaded, special fastening details may be required. 5. SLOPED BEAMS: level bearing is required for all sloped beams. 6. FIRE RATING: Joists, wall studs, and multi-ply members are not rated for fire endurance. 31 COMPANY PROJECT it WoodWorks® SOFTTVARF FOR WOOD DESIGN Oct. 24, 2018 18:26 Stair Beam 3 Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 66.0 plf Load2 Live Full UDL 220.0 plf Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 3.542' 0' 3.5' Unfactored: Dead 117 117 Live 390 390 Factored: Total 506 506 Bearing: Capacity Beam 607 607 Support 1055 1055 Des ratio Beam 0. 83 0.83 Support 0. 48 0.48 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1. 00 1.00 Cb min 1. 00 1.00 Cb support 1.13 1.13 Fcp sup 625 625 *Minimum bearing length setting used: 1/2" for end supports Stair Beam 3 Lumber n-ply, Hem-Fir, No.2, 2x6, 2-ply (3"x5-1/2") Supports: All -Timber-soft Beam, D.Fir-L No.2 Total length: 3.54'; Clear span: 3.458'; volume= 0.4 cu.ft. Lateral support: top= full, bottom=at supports; Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 33 Fv' = 150 psi fv/Fv' = 0.22 Bending(+) fb = 347 Fb' = 1105 psi fb/Fb' = 0.31 Live Defl'n 0.01 = <L/999 0. 12 = L/360 in 0. 12 Total Defl'n 0.02 = <L/999 0. 17 = L/240 in 0. 10 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Stair Beam 3 WoodWorks®Sizer 11.1 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear LC #2 = D+L, V max = 501, V design = 363 lbs Bending(+) : LC #2 = D+L, M = 438 lbs-ft Deflection: LC #2 = D+L (live) LC #2 = D+L (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 27.0e06 lb-in2/ply "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1. 00 (Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member(that is, no butt joints are present) and that each ply is equally top-loaded. Where beams are side-loaded, special fastening details may be required. 5. 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Edmonds, WA 98020 LEE 12, E. 5 : 0 chi c- �� 425 .778 . 8500 R>KNv o . www. cgengineering . com fit COMPANY PROJECT WoodWorks® SOFTVARE FOR WOOD DESIGN Oct. 24, 2018 18:29 Stair Beam 4 Design Check Calculation Sheet Wood Works Sizer 11.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Partial UDL 0.00 3. 00 21.0 21.0 plf Load2 Live Partial UDL 0.00 3. 00 70.0 70.0 plf Load3 Dead Partial UDL 3.00 6. 00 70.0 70.0 plf Load4 Live Partial UDL 3.00 6.00 230.0 230.0 plf Load5 Dead Point 3.00 120 lbs Load6 Live Point 3.00 380 lbs Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 6.057' 0' 6' Unfactored: Dead 161 232 Live 525 755 Factored: Total 687 986 Bearing: Capacity Beam 687 986 Support 1192 1712 Des ratio Beam 1.00 1.00 Support 0.58 0.58 Load comb #2 #2 Length 0.57 0.81 Min req'd 0.57 0.81 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.13 1.13 Fcp sup 625 625 Stair Beam 4 Lumber n-ply, Hem-Fir, No.2, 2x10, 2-ply (3"x9-1/4") Supports: All -Timber-soft Beam, D.Fir-L No.2 Total length: 6.06'; Clear span: 5.943'; volume= 1.2 cu.ft. Lateral support: top=full, bottom= at supports; WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Stair Beam 4 WoodWorks®Sizer 11,1 Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 41 Fv' = 150 psi fv/Fv' = 0.28 Bending(+) fb = 458 Fb' = 935 psi fb/Fb' = 0. 49 Live Defl'n 0.03 = <L/999 0.20 = L/360 in 0.14 Total Defl'n 0.04 = <L/999 0.30 = L/240 in 0.12 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.100 1.00 1.00 1.00 1.00 - 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V max = 986, V design = 764 lbs Bending(+) : LC #2 = D+L, M = 1634 lbs-ft Deflection: LC #2 = D+L (live) LC #2 = D+L (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 129e06 lb-in2/ply "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00 (Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member(that is, no butt joints are present) and that each ply is equally top-loaded. Where beams are side-loaded, special fastening details may be required. 5. FIRE RATING: Joists, wall studs, and multi-ply members are not rated for fire endurance. 3(0 COMPANY PROJECT ea WoodWorks® SOFTWARE FOR WOOD DESIGN Oct. 24, 2018 18:29 Stair Beam 5 Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Live Point 1.75 708 lbs Load2 Dead Point 1.75 282 lbs Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 3.042' - V 0' 3' Unfactored: Dead 119 163 Live 300 408 Factored: Total 419 571 Bearing: Capacity Beam 709 709 Support 1211 1211 Des ratio Beam 0.59 0.81 Support 0.35 0.47 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 *Minimum bearing length setting used: 1/2"for end supports Stair Beam 5 Lumber-soft, Hem-Fir, No.2, 4x6 (3-1/2"x5-1/2") Supports: All-Timber-soft Beam, D.Fir-L No.2 Total length: 3.04'; Clear span: 2.958'; volume= 0.4 cu.ft. Lateral support: top=full, bottom= at supports; 31 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Stair Beam 5 WoodWorks®Sizer 11.1 Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 44 Fv' = 150 psi fv/Fv' = 0.30 Bending(+) fb = 493 Fb' = 1105 psi fb/Fb' = 0. 45 Live Defl'n 0.01 = <L/999 0.10 = L/360 in 0. 11 Total Defl'n 0.01 = <L/999 0.15 = L/240 in 0. 10 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V max = 571, V design = 571 lbs Bending(+) : LC #2 = D+L, M = 725 lbs-ft Deflection: LC #2 = D+L (live) LC #2 = D+L (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 63.1e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00 (Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. .;g Column Design The columns are designed using the column design table from a computer spreadsheet program. Refer to the column table to follow. Beam reactions are used from the previous beam design section, and columns are selected with capacities that exceed these loads. Bearing Wall Design Bearing walls are designed using another spreadsheet. The wall capacity is selected to exceed the actual bearing wall loads. Refer to the bearing wall spreadsheet to follow. /}T lye A n att-r,, Maximum Load to Exterior 2x6 Wall 200- Use 2x Stud Grade @ Maximum Load to Interior 2x4 Wall NA_ ' 16"o.c. for all Stud Maximum Load to Interior(2)-2x4 Party Wall NA Walls Foundation Design In absence of a geotechnical engineering report,the allowable soil bearing pressure is assumed below. The minimum continuous wall footing is 14"wide and the minimum isolated spread footing is 24"square. Continuous Wall Footing Capacity: 20003 PSF * 1 17 Feet = 2333 PLF (Note that this values exceeds all proposed bearing wall loads) Spread Footing Design: Where loads exceed the capacity of the continuous wall footing, or where isolated point loads occur, spread footings will be used. If load exceeds 2333 PSF * 3 Feet = 7.0 Kips then provide a spread footing as follows c ekepct bF ON- ,-4 phi Foot Square Footing Footing Capacity Ott ,p a,ouo �a� tt *it 2 x 2 6 Kips _��-- 2.5 x 2.5 9 Kips Hts' ttatar col uwtIA3 i10Rd htG, bt,l 3 x 3 14 Kips 1I1 14.“0. n- A-L_Ls 51'qAn LA An 3.5 x 3.5 18 Kips Du A Fut EN R Description Gravity Design By JGG Date 10/24/18 o Columns/Bearing Walls/Foundations Checked Date ENGINEERING Scale Sheet No. 250 4th Ave.South Suite200 Project Let REStbe,Ice- Job No. 31 Edmonds,WA 98020 i8 l0�.l� COLUMN TABLE Height(ft) 4 5 6 7 8 9 10 11 12 13 14 15 16 (2)2x4 HF Stud Pali(lb) 7090 6133 5045 4061 3273 . 2668 2205 1848 1569 1347 1168 1022 901 Pall,spi(Ib) 4253 4253 4253 (3)2x4 HF Stud Pap(Ib) 11258 10266 8969 7568 6285 5217 4362 _ 3682 3141 2706 2353 2063 1823 Pa1I,s1i1(Ib) 6379 6379 6379 6379 (4)2x4 HF Stud Pap(Ib) 15011 13687 11958 10090 8380 6957 _ 5815 4910 4188 3608 3137 2751 2430 Pail,siil(Ib) 8505 8505 8505 8505 (5)2x4 HF Stud Pap(lb) 18763 17109 14948 12613 10476 8696 7269 6137 5235 4510 3921 3438 3038 Paasm(Ib) 10631 10631 10631 10631 4x4 HF#2 Pap(lb) 13121 11117 8973 7136 5712 4637 3823 3198 2711 2325 2015 1762 1554 Pap,sip(Ib) 4961 4961 4961 4961 4961 BasePlate 3/4xbx10 5/8xbx10 5/8xbx10 1/2xbx10 1/2xbx10 4x6 HF#2 Pali(lb) 20619 17469 14101 11213 8975 7286 6007 5026 4260 3654 3167 I 2770 2442 Paa,sm(Ib) 7796 7796 7796 7796 7796 Base Plate 1xbx15 3/4xbx12 3/4xbx12 5/8xbx12 5/8xbx12 4X8 HF#2 Pap(Ib) 28117 23821 19228 15291 12239 9936 8192 6853 5810 4983 4318 3777 3330 Papslil(Ib) 10631 10631 10631 10631 10631 Base Plate 13/8xbx20 11/8xbx18 3/4xbx14 3/4xbx14 5/8xbx14 4x10 HF#2 P311(lb) 35614 30174 24355 19368 15503 12585 10376 8681 7359 6312 5470 4784 4218 Pa1i,sip(Ib) 13466 13466 13466 13466 13466 Base Plate 13/4xbx25 13/8xbx22 1xbx18 3/4xbx16 5/8xbx16 COLUMN TABLE Height(ft) 4 5 6 7 8 9 10 11 12 13 14 15 16 (2)2x6 HF Stud Pap(Ib) 11142 9637 7928 6382 5144 4193 3466 2904 2465 2116 1835 1606 1416 Pail 1 (Ib) 6683 6683 6683 (3)2X6 HF Stud Pap(Ib) 18636 17831 16712 15271 13604 11892 10298 8901 7716 6723 I 5893 5199 4614 Paii,sii(Ib) 10024 10024 10024 10024 10024 10024 10024 (4)2x6 HF Stud Paii(Ib) 25411 24766 23888 22734 21284 19577 17720 15856 14099 12512 11116 9903 8855 Pail,s111(Ib) 13365 13365 13365 13365 13365 13365 13365 13365 13365 (5)2X6 HF Stud Pap(Ib) 31764 30957 29860 28418 26605 24471 22151 19820 17624 15640 13895 12378 11068 P.u.si1 (1b) 16706 16706 16706 16706 16706 16706 16706 16706 16706 6x6 DF#1 Pa1i(lb) 29194 28511 27586 26373 24841 23015 20989 18906 16902 15061 13421 11984 10734 Papsiu(Ib) 12251 12251 12251 12251 12251 12251 12251 12251 12251 12251 12251 BasePlate 1xbx14 1xbx14 3/4xbx12 3/4xbx12 3/4xbx12 3/4xbx12 3/4xbx12 5/8xbx12 5/8xbx12 5/8xbx12 5/8xbx12 6x8 DF#1 Pap(Ib) 39810 38879 37618 35963 33874 31384 28621 25781 23048 20538 18302 16342 14637 P211s111(Ib) 16706 16706 16706 16706 16706 16706 16706 16706 16706 16706 16706 BasePlate 11/4xbx18 11/4xbx18 11/4xbx18 1xbx16 7/8xbx15 7/8xbx14 7/8xbx14 7/8xbx14 3/4xbx14 3/4xbx14 3/4xbx14 6x10 DF#1 Pap(Ib) 50426 49247 47649 45553 42908 39753 36253 32656 29194 26015 23183 20700 18541 Pa,11(Ib) 21161 21161 21161 21161 21161 21161 21161 21161 21161 21161 21161 BasePlate 13/4xbx22 13/4xbx22 13/4xbx22 13/8xbx20 13/8xbx20 11/8xbx18 1xbx16 1xbx16 7/8xbx16 7/8xbx16 3/4xbx16 v • • ( ' 0L. r It r l i 'I t• fill +!,i,• l + f 1 �' i '( .q: ; , i '• :l ; 'll is r\ •7, It. , ,. /�/'� U I1,(i •it tidy , 1 r ti •') ' i; n• ' 1 ifi 1 •6,5 \/\ • l4rll !j , t l�-i)Y \ ) ( .� I! ,''V./�I� l'��i 3 V + 1 V'! i C) Ii.d'.� 1 ^1 }\ I- „:.•:; Y,•,+�' ' T'� 'i{ N t,'t ust l CO I•: if O M mot' i lk'=; ry;t toy ,t C37 ;4 C!7. nj ,� ' ;-rah.1fNi ') N11 .;: CC) Ic0 O ! 4'ryi , Ld .,!...'- j..,.:,,f.:.l N r CC7 l I fit— N , N N I• .• N M .• Z� f i . t l 1 r. l 1 , l.' \. , _ : + + J �� C4 C. - \ , lit• Ca,• ?il ,tL'1 • : ,. .V 1 S a , t , .r. rq Cr t F' F:; ) r e) ,{ft; rt !':vr i r , t Y ♦ f , I t+ ; O / -i! .:r. i ' r , - t i , / , t r t r. ! 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' /ild�n ' ...:n^'AG.IC.<`h� n'r +7_.2 `J �Sn . :Y I atilt,„ 5kJ- 10/22/2018 Design Maps Summary Report USGS Design Maps Summary Report User-Specified Input Report Title Lee Residence Mon October 22, 2018 15:49:08 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 48.48661°N, 122.60908°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III 1 - An �.f r -'.. ` A 1 .- . -\ ro-Wo( fl 5#aT r pl it ' . ,_ '�.r,'1L „. „ _ • . /if .ips ' z-,:--__ . _- - , - . 0aw RE,Sa V i o.vri t: e o USGS-Provided Output Ss = 1.106 g SMs = 1.170 g Sps = 0.780 g Si = 0.437 g SM1 = 0.683 g S01 = 0.455 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. AMCER Response Spectrum Design Response Spectrum 01,14 1.31 OM 1 X ti 0.72 0;;f1 0,C.4 t, 0.72 Et 04:1 LR- )4 032 036 0.14 CO; 0.16 CI.1_' WM 0.00 07 rti.1 0.0) o.11, 0.10 01.0 OM 1!_4 1.3) 14') I!A 1N) 210 ')1) CO) 040 010 1 1 Ai 1!:!i t.1i 1.40 110 1I.)) 2.0) Perk►d, "F(see) Period, T(see) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge. https://prod01-earthquake.cr.usgs.gov/designmaps/us/summary.php?template-minimal&latitude=48.486605&longitude=-122.609075&siteclass=3&risk... 1/1 1 Seismic Anal sis Design Per 2015 IBC&ASCE 7-10 Seismic Coefficients Soil Site Class D Occupancy Category II Seismic Design Category D From Computer Program: SS= 3 106'_ Lat. = 48.487 Short& 1-Sec Period Mapped Si = r 0 437 Long. = -122.609 Aceleration Parameters (MCE) e z ASCE 7-10(Eq. 11.4-1) e • IE •• -1.562 ASCE 7-10(Eq. 11. 2). -3)ASCE 7-10 (Eq. 11.4-4) e e e e ASCE 7-10(Table 12.8-2) ASCE 7-10(Table 12.8-2) 0.75 R Factor= 040215T(Light-Framed Wood Shear Wall) ASCE 7-10(Table 12.2-1) IE Factor= -_ 0_3 (Non-Essential Facility) ASCE 7-10(Table 1.5-2) Seismic Base Shear — V= 0.044SDSI = 0.034 W (Minimum Force) ASCE 7-10(Eq. 12.8-5) V= (SDslW)/R= 0.120 W (Governing Force) ASCE 7-10(Eq. 12.8-2) V= (SpIIW)/RTa= 0.345 W (Maximum Force) ASCE 7-10(Eq. 12.8-3) Description Seismic Base Shear By JGG Date 10/24/18 Checked Date ENGINEERING Scale NTS Sheet No. 250 4th Ave.Suite 200 South project Lt=t t�eyt,nkac-tA Job No. LiLI Edmonds,WA 98020 l g k) 0,10 ( ' �� __�_ �_ 'L_ _-�..... --_- -'___ -__ _ �--_- �_ _---____---. 'Sels00UK:F��~V�r�� k�bWtion � '_-__-L_'_ �-�--_---�--_-' �_-__�-_-_-_ � �Refer toASCE7- 08eoUon12.8.3 � k= � . ------_---_' -................ - -' `OL Area wu� � Story � °^i. / wv.�: Shear � Sum ------� Diaphragm . Levo ! (oof «+� (kips) � E�v. (h) � ( -ft) %v�.h� F. . F. --- 35.7Roof Framing I= W 785 0.83 � �1 4.1 ----- __' .�� WOR �_�__-- 2nd Framing F 39.6 455 0.37 2.4 / 8.5 7S�= ' � � ' ! 1241 110 � � � - ----'-----------'� ------- ! / � � �------'- �_ '_____-__--__. Base Shear(ULT) 9.0 kips 8aoo 6.5 kips ^note that all tub� /V forces--� i --�---��-- -' ---��-----^----'------ ----� ------ ----------- .......... --^----'-----'----'-�------�--'----`-----��- �--'------- --_ ' S�K�N0i� F�K�� ~V��i :� ��i�t�� I��{�di�� Rho ' _-' -__- R�r�ASCE7�08��n12�4� �__-_-___ -- __�_�__-_ -_____^_'_'__'___�__-_ � '_____ --__-__-_ Diaphragm Rho Shear Sum . � �__�__--�_�'-__-_--____-' -________-_-_�-__-^___---_-�---__-___'_-�__�-'-__ ....... _-' Level o . Fx F. -_-____'_�--- -_L-----�----�---- �--�---- RnofFraming FUM 4.1 4.1--'----------��-p�==�°��==� �--------------------�-------�----- ----^- -� ------ 2odFraming 1.0 2'4 6.5 C= G� ' -- ........... ___ .... Diaphragm Forces -Vertical Distribution _ L ---_ --__-__' - Refer bzA8CE740 Section 12.1[i1.�-1 ' � -- Diaphragm v4 . ZW/ Fi . 2F_ Z Fl.wpx FpJMm> F Px(Nax) Fm_ Lava ! (kips) (kips) (kips) (kips) | Y,w4 0.2a"slwp, 0.4»oSIwPX. Govern Roof 357 357 4.1 /i1 ' 4.1 4� 8� 41 __ .__-��-_L_'-_��__-�� -_�_ L '---_-_-�______-�__-_ 2nd Framing . 39.6 . 75.3 2/4 6� � 3.4 4.4 . 8.O 4�. . . . / ! -�---� --------'�r------ --- --- '- '-- ----- -- - ' - - —' __-__ --__'-_--_'- --r-----�-------- --�- ------' -- - '-- - ---� - - ---- ---'-- Description ax DateSa�mic& DkaphmgmFonmDi��buUon JGG 10/24/18 chev�a o"m -_-------�� ' ENGIN ERUNG 'ovmo NTS Sheet No. zoo4mAve.South Pr �,m mumv. uuu=uoo Lee P-eI.*n&wce- sumoouo.VVa000uo ' Wind Design (ASCE 28.5 Enclosed Simple Diaphragm) 2015 IBC ASCE 7-10 Building Exposure Exp.= B Section 1609.4 Section 26.7.3 Basic Wind Speed V= 115 Per Jurisdiction Risk Category IW= II Table 1.5-1 Top of Roof Height(feet) h= 22 Mean Roof Height(feet) hmeaa= 21 Building Length (feet) L= 60 Building Width (feet) W= 34 End Zone Width, a (feet) a= 3.4 Figure 28.6-1 Roof Angle Angle= 5.0 Design Wind Pressure,Ps3oA Ps3oA= 21 Figure 28.6-1 Design Wind Pressure,ps3oB ps3oB= -10.9 Figure 28.6-1 Design Wind Pressure,Ps30c Ps3oc= 13.9 Figure 28.6-1 Design Wind Pressure, ps3oo Ps3OD= -6.5 Figure 28.6-1 Design Wind Pressure,Ps3oE 13s3oE= -25.2 Figure 28.6-1 Design Wind Pressure,ps3oF ps3oF= -14.3 Figure 28.6-1 Design Wind Pressure, ps30G ps3oG= -17.5 Figure 28.6-1 Design Wind Pressure, Ps3oH ps30H= -11.1 Figure 28.6-1 Design Wind Pressure,Ps3oE0H Ps3OEOH= -35.3 Figure 28.6-1 Design Wind Pressure, Ps3oGOH Ps30GOH= -27.6 Figure 28.6-1 Height/Exposure Adjustment,X Amax= 1.00 Topo. Effect Coeff., KA Kn= 1.00 Vasil=Vult*V0.6 Section 1609.3.1 ULT ASD ps X*Kzt*ps3o ps=R*Kzt*ps30*0.6 Ps3OA= 21.0 12.6 ps3oB= -10.9 -6.5 Ps3oc= 13.9 8.3 Ps30o= -6.5 -3.9 ps30E= -25.2 -15.1 Ps3oF= -14.3 -8.6 Ps30G= -17.5 -10.5 ps3oH= -11.1 -6.7 Ps3oroH= -35.3 -21.2 Ps3ocoH= -27.6 -16.6 Description By Date JGG 10/24/2018 O Checked Date Wind Summary ENGINEERING Scale Sheet No. 250 4th Ave South NTS Project Job No. Suite 200 Lk (0 Edmonds,WA 98020 ' Topo North AmericaTMl 10 r j / Lot1g13AJ Yv IF IF _ erg ddeba tz It- allc /:B1uft, Cy �C � `( s o\ Ve - _- - Guemi§ 0€2C111 L$outheast<Fotnt KellYsPoint GFI yettles C/19»nelIF - _ Hat lsla 1I:tf _ _ = _ = 6l H Sf -� Cap Sante - _ G(ty Of Seattle Rock " Cap IF < i = - - ShanrlanPolnt / It - = — JEass IF, 71 Frt4 IF Sltrp (/j�JOT� k = - — - $�na m a _ > - ` IF Fl t t t IF = f a .- -.i - - r / = i Clan alb it Marc Point - t N48° 29.196 Y r — �VI22° 36 544 - to _ Trdglga ➢ € - = ArilcpB aah � I t IFFIF - - �1IF IF F IF F IF I - F F i — E rIt FF t,F _ Weavenn9 SP t 11 IF IIIF. � _ Ftdat90 Be K _ a I . - _ = Resort _ AlexanderBeach = rIF _ a j� _ 1 -_ IF _ - � - = : FIZZ 1 Br11 r ortid Bcr� - t p� FFtF IF_ _ _ IF 'F - - ng 20IF IF Whitmarsh JynctIF- ion f - F.`; Su adoaf_IF herpes Cor er w r s r ? / . IF r PCICIC = l 'Fr ' I Fc IFs tj ��IF OCepn _ yIII trcll� = Summit Park i Backers aAe 4 r r IF rF �i ; a �I o Is sore ount E Pa Resn Ci Cefn od HowIF FII ards Corned } t` z IF Etli[h P I�gke Simili�Beach F I- _ IF I - i I)mlIsL76 w r ? i' iv _ > Scvmom(sh ind(an z Po(nl - + \ ?� 1 Reservaioit I wJg7ei> r T <_IF IF p Col}tp�iclliI. F IF � - - ' 577 . 9 ft — IF IF I I N : 3QD Z � . Z 450ft � blb 300 ft — % 4. .F,IF (. I IF F IF IF 0 mi 2, 640 ft 1 mi 1 , 50 mi 2 mi 2 . 50 mi 3 mi 3 .50 mi 4 . 01 mi Lin Dist: 4 . 0 mi Terr Dist: 4 . 0 mi Elev Gain : -430. 7 ft Avg Grade: 3 Climb Elev: 187 . 5 ft Desc Elev: 618 . 2 ft Max. Elev: 577. 9 ft Min . Elev: -0 . 3 ft Climb Dist: 1 .2 mi Desc Dist: 2 . 7 mi Data use subject to license. TN Scale 1 ; 62, 500 © Y DeLorme: Topo North AmericaTM 10. * , MN (15,F ° x K Z ro www.delorme.com I � 1 " = 5,208.3 ft Data Zoom 11 -6 }y + T^' 10 Tapo North America ¢ \ -j C -: l f dw W D�Ca Sante > 6 H 5 ¢ ¢ 6TH`ST rn s = City Of Seattle Rock , w w > ¢ 7TH S Cap Sante U LLJ a rtes m 2° t9 a m m f= ^ TH Si D w _ O v go f PVEjN2 Yrcur I ? �u.< tu w ka UJ SUTION .P Q ¢ 25TH_ST ¢ w COPPER PONDi�' U / ¢ ° _ w 27TH CTJ ` - � POLNT RD71 5 W. 11T S. . m � 8TiH S 29TH�5I U w µRC�u w m a CLU 5' - y S p F{ � IPA > ly 37Tt Ta < m 20 �F¢uLtJm Opp FOREST PARK'N _ D_a ¢ a� da I S rch ointrl p�Z Lei Fz N48 29.796' p ¢ 43ST ST w P N122 36.514' Fidylgo Duy� ' .. O }I,EART LAK�PL HADO Lp �J '� ��i .t : J' �~ p �A iRIC A -LN r� � =-F, A� GR � • FZ �Pc tip" g 5°° 5 Fidatgo Bay RV OI I JG ALY Resort � c9 AM YAM P � - �JQ = • S TEXAS RD S TEXAS RD : rarpes Corner tit ��..— c F�f M mil D AUE Summit Park � � h 4 -1 lrr `L Is�lanlan 3 �000- - _ ^ s HrdsCorner f Edith F olntL O ' Vpop ?� RLDGEQLtiR°n grou �%ICTOR ' LN - f r� •• 1C o 5CLM1A £ SHADOW LN VIP 316 . 3 ft / i 200 ft — I 100 ft — _ Oft 100 ft 0 mi 21640 ft 1 mi 1 . 50 mi 2 mi 2 . 50 mi 3 mi 3 , 50 mi 4 . 01 mi Lin Dist: 4.0 ml Terr Dist: 4 . 0 mi Elev Gain : 54. 1 ft Avg Grade : 4 Climb Elev: 511 .7 ft Desc Elev: 457 . 6 ft Max. Elev: 316 . 3 ft Min . Elev: -1 . 7 ft Climb Dist: 2 . 1 mi Desc Dist: 1 . 9 mi Data use subject to license. TH Scale 1 : 46, 875 Y © DeLorme. 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