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HomeMy WebLinkAboutPermit File 411 35th Street (2) r. • Y a 4: City of Anacortes Invoice/Permit#: BLD-2015-0324 J ' `` 904 6th Street g Applied date: 07/02/2015 P.O.Box 547 Issue date: t Anacortes, WA 98221-0547 Expire date: 12/28/2016 X [`] , e- (360) 293-1901 Job Address: 411 35TH ST Permit Type: Single Family Alteration/Repair Permit ANACORTES WA 98221-3420 Project: APN: P56752 I Remarks: Remodel&addition to home,and-a..dataclaed-aGeetsvrptittilting. 4/-0+ j �� /-�. / Owner: NANCY JONES Contractor: Address: 103 POLAR CIR Address: ORCAS WA 98280 Phone: Phone: License#: General Information: Fees: Building Valuation 175000 Building Permit Fee 1,413.75 Plan Review Fee 918.94 State Building Code Fee 4.50 Total Calculated: 2,337.19 Deposits/Receipts: 0.00 Total Due: 2,337.19 In _ - u -,;, r- r. _; .41 ri. 3 P-.) eXt C) F-.• fY rt. i-h I-'` I VI 0 t S1I: 0 0) ,0 ,_ 14 .R. , T, n c:a .__ to ,n.. ,. r.• h--, r,:, "" V; ,-,- '0 rn (,r, I It, r., O THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DABS, OW IP_, CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMM LACED.' :T' HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PR,OVISIbNSI OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR,L ROT, ;14-1 ,:, GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER TATuk LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. ID 1_1 CI C) 0 'A NI ,4 Q rF., 'J --.. I? it SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY 1 '' S Y 4 City of Anacortes Invoice/Permit#: BLD-2015-0324 \\ ':' 904 6th Street Applied date: 07/02/2015 `. P.O.Box 547 Issue date: 08/24/2015 l e )0 r Anacortes, WA 98221-0547 Expire date: 02/19/2017 `rj ... (360) 293-1901 Job Address: 411 35TH ST Permit Type: Single Family Alteration/Repair Permit ANACORTES WA 98221-3420 Project: APN: P56752 Remarks: Remodel& 188 s.f. addition to home. Owner: NANCY JONES Contractor: Address: 103 POLAR CIR Address: ORCAS WA 98280 Phone: Phone: License#: General Information: Fees: Building Valuation 50000 Building Permit Fee 1,413.75 #of Water Closets 1 Plan Review Fee 418.76 #of Lavatories 1 State Building Code Fee 4.50 #of Clothes Dryers 1 Mechanical Permit Fees 69.95 #of Clothes Washers 1 Plumbing Permit Fee 62.00 #of Dishwashers 1 Total Calculated: 1,968.96 #of Gas Fireplace 1 Deposits/Receipts: 200.00 #of Kitchen Sinks 1 #of Ventilation Fans 2 Total Due: 1,768.96 #of Slop Sinks 1 #of Range Hoods 1 `r1 6- t. w ,1 VA\ .") .1 :I- -1-- Ti 1 r \--'. -.>\'-- \\ C-> \I C61 /1/5 \ 5 . ,... ,. t:. t. ,._. :, , .., :. .., E., :„ , ,.; ,..‘ .1, ..1 7..... :, ,. F;,. . , ..„ Ni. P :, .,- ... •I IL ri f. a ,i 1 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITIIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED: HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OP NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS 0 NY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. 1 1 SIGN L.RE OF OWNER OR AUTHORIZED AGENT ISSUED B J'. 3\ 7 ''C..) .C�.et :., City of Anacortes Invoice/Permit#: BLD-2015-0535 904 6th Street Applied date: 10/16/2015 5 `*+M r!' P.O.Box 547 Issue date: 10/19/2015 _;v' ito< Anacortes, WA 98221-0547 expire date: 0411612017 ',4. }' (360) 293-1901 Job Address: 411 35TH ST Permit Type: Single Family Alteration/Repair Permit ANACORTES WA 98221-3420 Project: APN: P56752 Remarks: Build ADU in rear yard. Owner: NANCY JONES Contractor: Address: 103 POLAR CIR Address: EASTSOUND WA 98245-5056 Phone: Phone: License#: General Information: Fees: Building Valuation 53500 Building Permit Fee 671.75 #of Ventilation Fans 1 Plan Review Fee 436.64 #of Showers 1 State Building Code Fee 4.50 #of Water Closets 1 Mechanical Permit Fees 46.15 #of Lavatories 1 Plumbing Permit Fee 55.00 #of Gas Fireplace 1 Total Calculated: 1,214.04 #of Gas Piping 1 Deposits/Receipts: 0.00 #of Water heaters 1 #of Kitchen Sinks 1 Total Due: 1,214.04 o --1 „ COS.. 0 :I a V m. -v r— :: '-- 'o a '. a, ram- {n .4 ti a I (A Et k li i ro = r.,: co -_J '.'• :I' r.7 I—.. 0 h:. — C) r, !t .-1- '— 5 5 Ift r. .+ {A 0 .. .—• :• I T T u• C, = pI:• .A z:. _ to -: r .-1 :.c, rl- a. ti .i$ n .. u) r—I R• 1 n 3 . '� is, ;,a. m 4 -n r- THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 D/ 'S, OR 1f CONSTRUCTION OR WORK.IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WOI IS COMOINCE , .1`7.1 HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL F1'ROVISI1 OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN ORINOTNMA GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHERITATgaFt CA LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. 4- *-.. ca F:i h•:. .t P.y 1 ((-- --- 7 07/ - . =1 ',0 0 SI NATURE OF OWNER OR AU HORIZED AGENT ISSUED BY 'z• .I. :.. y Anacortes Planning&Community Development Dept. -VgPermit Center 69 P.O. Box 547,Anacortes,WA 98221-0547 PH(360)293-1901 Don Measamer,Building Official,Planning Director FAX(360)293-1938 August 12,2015 Wes Cline Schemmer Consulting Group 3014 Commercial Ave. Anacortes,WA 98221 RE: Proposed addition to home at 411 35t Street . Wes, Please respond to the following plan review note. The shearwall and holdown plan on Sheet 11 does not seem to be accurate or complete.One of the STUD holdowns is shown at a window trimmer between windows that does not extend to the top plate and has no sheathing attached to it. Please have Jim Schemmer look over the plan and verify accurate holdown location notes on the plan. Please note that I am not reviewing the detached guest house structure.That will be a separate permit,with a plan submittal,if and when it is ready to move forward. Sincerely, Paul Ingalls Plans Examiner City of Anacortes 360-293-1901 , .,,c.: \ • . .e a - ir ,,, t\ 706, tit Tr , Ar mil y5 Y A Residential Building Permit Application �-\s ' * it.-"'''-- City of Anacortes Building Department '*0'. s. P.O. Box 547 Anacortes, WA 98221 to ..-*` Street Address: 904 6th Street -• Phone: (360) 293-1901 Fax: (360) 293-1938 SITE ADDRESS: -\ \\ 5 tt-N -,Z'.. CONTRACTOR ❑Applicant PROJECT DESCRIPTION 1 ` Name '-, , . e-4C 1 1 '`) 1\Ind Address City/State/Zip /r d "- ® yy e 4u,94,04 Phone FAX / o 4 -If"r7 t S /p.e✓ s,, State License# Exp YY PARCEL NUMBER 1_, -7 5 City of Anacortes Business License:o Yes o No PROPERTY OWNER ❑Applicant LEGAL DESCRIPTION Name \\1 Sa \C-1 -.S C \e'5 L s '`\-'j 5 P C oC,\\' r�' Address \ C a'(=>•.\- CAC`(-\;"... City/State/Zip C 't-(- A_,,\)\x-1, 0 PROJECT VALUATION f e/''JGUf Phone .-5C-• � FAX Number of Dwelling Units S' 3 50t5 -P '4 PC E-Mail Address Number of Stories j Building Area: ❑Architect—aDesigner 0 Engineer 0 Applicant 151 Floor i'�-3 Z s.f. 2nd Floor s.f. Name u) CA...t Yl �. 3`d Floor s.f. Basement s.f. Address 3' k LD col(. tLik) Garage s.f. Carport s.f. City/State/Zip P\ 4 frC-�.. Deck 1411 s.f. Lot Area 9 Qv� s.f. Phone z`?3' Cf FAX FAX tiJ%I...5• U,Vhi E-mail Address S(. c-?."3,<- tA, CONTACT 0 Applicant LENDER . LENDER INFORMATION MUST BE PROVIDED FOR PROJECTS OVER$5,000 Name v�/ ‘-'4, › ? ,C_ IN VALUATION PER RCW. Address Name ICity/State/Zip Address Phone FAX City/State/Z. E-mail Address Phone No. nor— _n_► .. CONTINUED ON THE BACK I C/ /. / LA5 Residential Mechanical ixtiuires _Fuel Ty e 'N to al Gas h Electric U Wood Propane Gas Ill Other Type of Equipment Number of Type of Equipment Number or Fixtures Fixtures Furnace <=100K BTU T Clothes 1ryer Boilers/AC/Heat Pump Gas Water Heater Gas Outlets Gas Fireplace �k.a Ventilation Fans ` : Fireplace Insert Stove, Appliance Other Units Range Hood 4t . Residential ?Writhing Fixtures Type of Fixture Number of Type of Fixture Number of Fixtures Fixtures Toilet Clothes Washer Bathtub Electric Water Heater Shower Utility Sink ii Dishwasher J Hose Bibb Hand Sink t Water Piping Kitchen Sink wlDisposal I Additional Fixtures I HEREBY ACKNOWLEDGE IF HAVE READ THIS PERMIT APPLICANT AND STATE THE INFORMATION IS CORRECT,AND AGREE TO COMPLY WITH ALL CITY ORDINANCES AND STATE LAWS REGULATING ACITIVIES COVERED BY THIS PERMIT APPLICATION. WITH THIS PERMIT ALL CONTRACTORS AND SUBCONTRACTORS SHALL HAVE A CURRENT WASHINGTON STATE CONTRACTORS LICENSE AND A CITY BUSINESS LICENSE. STOP WORK ORDERS WILL BE ISSUED ON JOB SITES WHERE CONTRACTORS/SUBCONTRACTORS ARE WORKING WITHOUT PROPER LICENSE. , 7 - APPLICANT'S SIGNATURE DATE Last Updated Nov.9,2012 New Single Family - Permit Checklist City of Anacortes Building Department 904 6th Street — Anacortes, Washington Phone:4360) 293-1901 Fa (360) 293-1938 ID I rk� Mil '; i!:1 AL i i ww Single Family/Multi-Family Permit Checklist for Submittal Plans which do not contain the following minimum information will not be accepted for plan check. t- "1`r t Project Address: \ Name ofiOwner: \t`k t,\C\C._ e-5 Mailing Address: ' - S•\ Z�� City:����' ' •' WA: Zip: �xT' Lot: j Block: 3 U Addition: � ----� Parcel No.: - Z- Description of Work: KQ-C'V.)&, me t k E'--7-)` b Cc' $ v R SAN C71 `Q.-T" f� Phone No.: — '->7(Q )--9(k Cell No.3'� I d " b t 7 Fax: Please place check marks by completed items, and cross out those that do not apply. A ❑ Two Full sets of Plans (Min 18x24) FLOOR FRAMING -__Pr o Provide Landscaping Plan ,41- ❑ Complete Application Form ❑ Fire Resistive Construction where Required —fl` ❑ Provide Floor Plan for County ❑ Joist Size, Spacing, Grade & Species o Headers, Doubled Joists, Blocking, etc. SITE PLAN (8 1/2 x11 or 11x17) ❑ Floor Sheathing & Underlayment (Provide 3 copies) ❑ Any Conditions That May Impose Heavy Loads ❑ o Setbacks ❑ Insulation to be Installed ❑ ❑ North Arrow ❑ ❑ Lot Elevations ROOF FRAMING ❑ ❑ Lot Coverage ❑ Lot Size ❑ Layout of Trusses & Bearing Points, Show Hips, ❑ Property Lines (Recorded Survey) Valleys & Ridges & Insulation o Easements, Streets, Alleys ❑ o Ceiling Joist Size, Spacing, Span Species & Grade ❑ Location of Utilities ❑ a Insulation ❑ Erosion Control, Small Parcel ❑ ❑ Ceiling Finish Material Storm Water Plan ❑ ❑ Rafter Size, Spacing, Span, Species & Grade ❑ ❑ Location, Size, Etc., of Beams or Purlins I o ❑ FLOOR PLANS e o Indicate Scale of Drawing ❑ Provide Dimensions All Roof Systems A ❑ Size/Locations of Doors &Windows[] ❑ ❑ Attic Ventilation-(4ow-&1 eight) 1 o Label rooms & Spaces ❑ ❑ trrdicate-if Attic- fill Be Used For Storage o ❑ Indicate New Construction From Existing ❑ ❑ w Attic Access--- ❑ ❑ Show Decks, Patios & Landings • ❑ Show Smoke Detector Locations Roofing • ❑ Show Attic Access(s) ❑ Sheathing Type & Thickness ■ 0 Show Mechanical Equipment Locations o ❑ Rooti yWeight(pr.Qvide attachment • ❑ Indicate Bearing Walls schedule if tile or metal) • ❑ Indicate Shear Walls ❑ 0 Underlayment.... ✓ o Indicate All Header & Beam Sizes, Species & Grade i■ ❑ Show All Plumbing Fixtures Including Floor Drains Deck Detail EErgy-c Coinpliarrce o Guardrail, Spacing & Height ❑ ❑ Residential Energy Code Form ❑ Joist Size, Spacing & Species ❑ Types of Connectors, Post to Beam, Joist Hangers Type of Decking Material Elevations Mechanical r- o o 7-aharst•Fans; CFM & Sone Ratings ❑ Show all exterior elevations including o o Location.& Size of Heating Appliances proposed and finished grades from property o ❑ —Dryers- line to property line. 5❑ ❑ Cooking & Other Appliances ❑ Show a section through the lot at the driveway ❑ Range Exhaust Hood (to begin at the street paving or curb) \"-- —StairDetait--- ❑ o Location, Width & Headroom ❑ ❑ Size of Materials & Species ❑ o Rise & Run ❑ o Handrail Type & Height Applicant's Signature: QeN Date: Received By: Date: i Updated March 23,2009 2 ) STRUCTURAL CALCULATIONS - FOR Jones Residence 411 35th Street Anacortes, WA 98221 2012 IBC 06/26/2015 14-079 PREPARED BY: James T.Schemmer,P.E. ^t*�t5 T pRjCNE.*� (,- tv ,r 5 O\ SCHEMMER CONSULTING GROUP PLLCOIgA ENS ENGINEERING CIVILSTRUCTURAL-PLANNING-SURVEYING RESIDENTIAL HOME DESIGN ©(a— -•-2015" 301.4 Commercial Ave. Suite C,Anacortes, WA 98221 ... office: fax:360-293-4051 SCHEMMER CONSULTING GROUP PLLC•3014 COMMERCIAL AVE.,SUITE C,ANACORTES,WA.95221 •(360)293-900fi 14 az-zre�-A79 , r .:.2. -71.001. . 467 ft /5" sh.4.-; g& 2--, eace. ,) r-TS , ( vt T) g-xibe brit. ( vw) .ts (ACO •a-mg- OE G .?c .1i)t ri PI ' ) r----- 6 r 6 ),Q pZ,Sfft 91:c-, 4 4::: kina 4:-. % - r w . • • • y{\ (p ' 1 , . .. r - , � ttr/ ( r 5 al fie /� le 6-Nu r I \\ j ,v ti`? VI lob 0—.0.4vr z'z C?,3:1-- (0 ) ce7,57 fr. LF-,5--/4/(_ ,Oerive: h , „_., Gm . ..a.. 15 :tr- 0 2_ ?N.-It': .---cdoer 1-;:le e tz--st dx. 5 djT/ ,,v_Al) D t c c ctu • Y j\ tç — 6 4 St. 3 ter 3 , ,s-2 �, 39542. :.7 , ,74# , . . 6,.E t ' ota 5S-trtrzt:31 Vest, _ rf - I 8 /9 f 6 /`1 /4/ A ig _ _._ _ __.. .- _ Y'�int- .__ TM_ ._- _ • . • I . V •%I I _ _^^r:s.� , . I�m . . r .r.r.-r: - __.-c.++AA.. ))15j s+v,.•.-�a._aw.ura+rw+� • 0 _j 946 4 2_ / l 7 94.5- lL / /I /o l.o F 23r l • 1 SHEARWALL SCHEDULE Mark# Sheathing Nailing Notes 0 7/16" Structural Grade II OSB 1 FACE 8d Common or 10d Box @ 6" 1, 2, 6, 9 or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field \2> 7/16°' Structural Grade Il OSB 1 FACE 8d Common or 10d Box @ 4" 2, 3, 6, 9 or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. fie➢d (I) 7/16" Structural Grade II OSB 1 FACE 8d Common or 10d Box @ 3" 2, 3, 7, 9 or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field 4 7/16" Structural Grade II OSB 1 FACE 8d Common or 10d Box @ 2" 2, 3, 4, 8, 9 \ / or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field (5) 7/16" Structural Grade II OSB 2 FACE 8d Common or 10d Box @ 4 or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field 2, 3, 4, 8, 9 (6) 7/16" Structural Grade lI OSB 2 FACE 8d Common or 10d Box @ 3" 2, 3: 4, 8, 9 or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field 7/16" Structural Grade II OSB 2 FACE 8d Common or 10d Box @ 2°' 2 3 4 8 9 Oor Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field SHEARWALL NOTES: 1. ALL EXTERIOR WALLS TO BE TYPE n U.N.O. 2. BLOCK ALL PANEL EDGES 3. PROVIDE NOMINAL 3x FRAMING AT ABUTTING PNL. EDGES RECEIVING EDGE NAILING 4. PROVIDE 3x SILL PLATE 5. OFFSET PANEL EDGES 6. PROVIDE 1/2"A.B. @ 48" O.C. W 1/4"x 3" x 3°' PLATE WASHERS, OR (2) 16d @ 8°' O.C. 7. PROVIDE 1/2" A.B. @ 24°' O.C. W 1/4°'x 3"x 3" PLATE WASHERS. 8. PROVIDE 1/2"A.B. @ 12" O.C. W 1/4" x 3" x 3" PLATE WASHERS. 9. STUDS SHALL BE SPACED NOT MORE THAN 16" O.C. HOLD DOWNS Mark# Type O Simpson MSTC52-FLOOR TO FLOOR O2 Simpson MST48 between floors 3O Simpson HDU2-SDS2.5 W/SSTB20&(2)STUDS OR STHDI ORJ O4 Simpson HDU5-SDS2.5 W/SSTB24&(2)STUDS OR STHDI4RJ O5 Simpson HDU8-SDS2.5 W/SSTB28&4x6 POST O Simpson HDU14-SDS2.5 W/SB1x30$6x6 POST 7O Simpson MSTC66 8O Simpson HDU11 -SDS2.5 W/SB1x30&6x6 POST O Simpson STHDI4RJ 10 Simpson STHD14 11 Simpson HHRC44 12 Simpson HCP4Z ROOF TO WALL 1) Stronger hold downs can be used in lieu of these. 2) See Simpson Wood Construction Connectors book for proper installation. 3) 3x sill requires"SSTBL"hold downs where"SSTB"are labled above. 4) IF PONY WALL IS BELOW STHD,USE EQUAL OR GREATER PHD WITH ALLTHREAD AND COUPLER. Schemmer Consulting Group PLLC Project Title: Jones Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Project ID: 14-079 Anacortes,WA 98221 Project Descr: 360.708.4386 jt.schemmer@scgeng.com jt.schemmer(ascgeng.com Printed:26 JUN 2015,11:12AM ASCE Seismic Base Shear File=C:lUsers\JIMT-1.SCHIDOCUME-1\ENERCA-1ljones.ec6 ENERCALC,INC.1983-2015,Bulld:6.15.1.19,Ver:6.15.1.19 Lie. # : KW-06009216 Licensee : Schemmer Johnston New Addition Risk Category Calculations per ASCE 7-10 Risk Category of Building or Other Structure: "II":All Buildings and other structures except those listed as Category I,Ill,and IV ASCE 7-10, Page 2, Table 1.51 Seismic Importance Factor = 1 ASCE 7-10, Page 5, Table 1.5-2 Gridded Ss&S1 values ASCE-7-10 Standard ASCE 7-10 11.4.1 Max.Ground Motions,5%Damping: Latitude = 48.495 deg North SS = 1.087 g,0.2 sec response Longitude = 122.620 deg West S 1 = 0.4308 g,1.0 sec response Location: Anacortes,WA 98221 Site Class, Site Coeff. and Design Category Site Classification "D":Shear Wave Velocity 600 to 1,200 ft/sec = D ASCE 7-10 Table 20.3-1 Site Coefficients Fa&Fv Fa = 1.07 ASCE 7-10 Table 11.4-1& 11.4-2 (using straight-line interpolation from table values) Fv = 1.57 Maximum Considered Earthquake Acceleration S MS=Fa*Ss = 1.158 ASCE 7-10 Eq. 11.4-1 S M1 =Fv*S1 = 0.676 ASCE 7-10 Eq. 11.4-2 Design Spectral Acceleration S DS S MS 2f3 = 0.772 ASCE 7-10 Eq. 11.4-3 S D1 S M1 2/3 = 0.451 ASCE 7-10 Eq. 11.4-4 Seismic Design Category = D ASCE 710 Table 11.6-1&-2 Resisting System ASCE 7-10 Table 12.2-1 Basic Seismic Force Resisting System... Bearing Wall Systems Light-framed walls sheathed wlwood structural panels rated for shear resistance or steel sheets. Response Modification Coefficient "R" = 6.50 Building height Limits: System Overstrength Factor "Wo" = 3.00 Category"A&B"Limit: No Limit Deflection Amplification Factor "Cd" = 4.00 Category"C"Limit: No Limit Category"D"Limit: Limit=65 NOTE!See ASCE 7-10 for all applicable footnotes. Category"E"Limit: Limit=65 Category"F"Limit: Limit=65 Redundancy Factor ASCE 7-10 Section 12.3.4 Seismic Design Category of D, E, or F therefore Redundancy Factor"p"=1.3 Lateral Force Procedure ASCE 7-10 Section 12.8.2 Equivalent Lateral Force Procedure The"Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-1012.8 Determine Building Period Use ASCE 12.8-7 Structure Type for Building Period Calculation: All Other Structural Systems "Ct"value = 0.020 "hn":Height from base to highest level = 17.0 ft "x"value = 0.75 "Ta"Approximate fundemental period using Eq. 12.8-7 : Ta=Ct*(hn"x) = 0.167 sec "TL":Long-period transition period per ASCE 7-10 Maps 22-12->22-16 8.000 sec Building Period"Ta"Calculated from Approximate Method selected = 0.167 sec " Cs " Response Coefficient ASCE T-10 Section 12.8.1.1 S Ds:Short Period Design Spectral Response = 0.772 From Eq. 12.8-2, Preliminary Cs = 0.119 "R":Response Modification Factor = 6.50 From Eq.12.8-3&12.8-4, Cs need not exceed = 0.414 "I":Seismic Importance Factor = 1 From Eq. 12,8-5&12.8-6, Cs not be less than = 0.034 Cs : Seismic Response Coefficient = = 0.1188 Schemmer Consulting Group PLLC Project Title: Jones Residence 3014 Commercial Ave., Suite C En9ineer: James T. Schemmer, P.E. Project ID: 14-079 Anacortes,WA 98221 Project Descr: 360.708.4386 jt.schemmer@scgeng.com jt.schemmer ,,scgenq.com Printed:26 JUN 2015,11:12AM ASCE Seismic Base Shear File=C:\Users\JIMT-1.SCH\DOCUME-1\ENERCA-11jones.ec6 ENERCALC,INC.1983-2015,Build:6,15.1.19,Ver.6.15.1.19 Lic.#: KW-06009216 Licensee : Schemmer Johnston Seismic Base Shear ASCE 7-10 Section 12.8.1 Cs = 0.1188 from 12.8.1.1 W(see Sum Wi below) = 19.70 k Seismic Base Shear V= Cs*W = 2.34 k Vertical Distribution of Seismic Forces ASCE 7-10 Section 12.8.3 k":hx exponent based on Ta= 1.00 Table of building Weights by Floor Level... Level# Wi:Weight Hi: Height (Wi*Hi)"k Cvx Fx=Cvx*V Sum Story Shear Sum Story Moment 1 19.70 17.00 334.90 1.0000 2.34 2.34 0.00 Sum Wi= 19.70 k Sum Wi*Hi = 334.90 k-ft Total Base Shear= 2.34 k Base Moment= 39.8 k-ft Diaphragm Forces : Seismic Design Category"B"to"F" ASCE 7-10 12.10.1.1 Level# Wi Fi Sum Fi Sum Wi Fpx 1 19.70 2.34 2.34 19.70 3.04 Wpx Weight at level of diaphragm and other structure elements attached to it. Fi Design Lateral Force applied at the level. Sum Fi Sum of"Lat. Force" of current level plus all levels above MIN Req'd Force @ Level 0.20*SDs *I *Wpx MAX Req'd Force @ Level 0.40*S DS *I *Wpx Fpx: Design Force @ Level Wpx*SUM(x->n) Fi ! SUM(x->n)wi, x= Current level, n=Top Level Schemmer Consulting Group PLLC Project Title: Jones Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Project ID: 14-079 Anacortes,WA 98221 Project Descr: 360.708.4386 jt.schemmer@scgeng.com jt,schemmer a@scgeng,com Printed:11 FEB 2015, 4:12PM ASCE Seismic Base Shear File=c:lUsers\JIMT-1.SCHIDOCUME-11ENERCA--11Jones.ec6 ENERCALC,INC.1983-2015,Build:6.15.1.19,Ver.6.12.5.31. • Lic.# KW-0600921.6 Licensee Schemmer Johnston Guest House Risk Category Calculations per ASCE 7-10 Risk Category of Building or Other Structure: "II".All Buildings and other structures except those listed as Category I, III,and IV ASCE 7-10,Page 2, Table 1.5 ? Seismic Importance Factor = 1 ASCE 7-10, Page 5, Table 15-2 Gridded Ss&S1values ASCE•7.10 Standard ASCE 7-10 11.4.1 Max.Ground Motions,5%Damping : Latitude = 48,495 deg North SS = 1,087 g,0.2 sec response Longitude = 122,620 deg West S 1 = 0.4308 g, 1.0 sec response Location: Site Class, Site Coeff. and Design Category Site Classification "D": Shear Wave Velocity 600 to 1,200 ft/sec = D ASCE 7-10 Table 20.3-1 Site Coefficients Fa&Fv Fa = 1.07 ASCE 7-10 Table 11.4-1& 11.4-2 (using straight-line interpolation from table values) Fv = 1.57 Maximum Considered Earthquake Acceleration S MS=Fa*Ss = 1.158 ASCE 7-10 Eq, 11.4-1 S M1 =Fv*S1 = 0.676 ASCE 7-10 Eq. 11.4-2 Design Spectral Acceleration S DST S MS 213 = 0,772 ASCE 7-10 Eq. 11.4-3 S D1=S M1 213 = 0.451 ASCE 7-10 Eq. 11.4-4 Seismic Design Category = D 4SCE 7-10 Table 11.6-1 &-2 Resisting System ASCE 7-10 Table 12.2-1 Basic Seismic Force Resisting System... Bearing Wall Systems Light-framed walls sheathed wlwood structural panels rated for shear resistance or steel sheets. Response Modification Coefficient "R" = 6.50 Building height Limits: System Overstrength Factor "Wo" = 3.00 Category"A&B"Limit No Limit Deflection Amplification Factor "Cd" = 4.00 Category"C"Limit: No Limit Category"D"Limit: Limit=65 NOTE!See ASCE 7-10 for all applicable footnotes. Category"E"Limit: Limit=65 Category"F"Limit: Limit=65 Redundancy Factor ASCE 7-10 Section 12.3.4 Seismic Design Category of D, E,or F therefore Redundancy Factor"p"=1.3 Lateral Force Procedure ASCE 7-10 Section 12.8.2 Equivalent Lateral Force Procedure The"Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-1012.8 Determine Building Period Use ASCE 12.8-7 Structure Type for Building Period Calculation: All Other Structural Systems "Ct"value = 0.020 "hn": Height from base to highest level = 9.0 ft "x"value = 0.75 "Ta"Approximate fundemental period using Eq. 12.8-7 : Ta=Cr(hn^x) = 0.104 sec "TL": Long-period transition period per ASCE 7-10 Maps 22-12->22-16 8.000 sec Building Period"Ta"Calculated from Approximate Method selected = 0,104 sec " Cs " Response Coefficient ASCE 7-10 Section 12.8.1.1 S DS:Short Period Design Spectral Response = 0.772 From Eq. 12.8-2, Preliminary Cs = 0.119 "R": Response Modification Factor = 6.50 From Eq.12.8-3&12.8-4,Cs need not exceed = 0.667 "I": Seismic Importance Factor = 1 From Eq. 12.8-5&12.8-6, Cs not be less than = 0.034 Cs : Seismic Response Coefficient = = 0.1188 Schemmer Consulting Group PLLC Project Title: Jones Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, RE. Project ID: 14-079 Anacortes,WA 98221 Project Descr: 360.708.4386 jt.schemmer@scgeng.com jt.schemmer@scgeng.com Printed:11 FEB2015, 4:12PM ASCE Seismic Base Shear s File=c:\UsersIJIMT-1,SCH\DOCUME-1\ENERCA-11Jones,ec6 ENERCALC,INC.1983-2015,Build:6.15.1.19,Ver.6.12.5.31 Lic.#- KW-06009216 Licensee: Schermer Johnston Seismic Base Shear . ASCE 7-10 Section 12.8.1 Cs = 0.1188 from 12.8.1.1 W(see Sum Wi below) = 13.40 k Seismic Base Shear V= Cs*W = 1,59 k Vertical Distribution of Seismic Forces ASCE 7-10 Section 12.8.3 "k":hx exponent based on Ta= 1.00 Table of building Weights by Floor Level... Level# Wi:Weight Hi:Height (Wi*Hi)Ak Cvx Fx=Cvx*V Sum Story Shear Sum Story Moment 1 13.40 9.00 120.60 1.0000 1.59 1.59 0.00 Sum Wi= 13.40 k Sum Wi*Hi = 120.60 k-ft Total Base Shear= 1.59 k Base Moment= 14,3 k-ft Diaphragm Forces : Seismic Design Category"B"to"F" ASCE 7-10 12.10.1.1 Level# WI Fi Sum Fi Sum Wi Fpx 1 13.40 1.59 1.59 13.40 2.07 Wpx Weight at level of diaphragm and other structure elements attached to it. Fi Design Lateral Force applied at the level. Sum Fi Sum of"Lat. Force" of current level plus all levels above MIN Req'd Force @ Level 0.20*S Ds *I *Wpx MAX Req'd Force @ Level 0.40*S pS *l *Wpx Fpx: Design Force @ Level Wpx*SUM(x->n) Fi / SUM(x->n)wi, x=Current level, n=Top Level • Schemmer Consulting Group PLLC Project Title: Jones Residence 3014 Commercial Ave., Suite C En9ineer: James T. Schemmer, P.E. Project ID: 14-079 Anacortes, WA 98221 Project Descr: 360.708.4386 jt.schemmer@scgeng.com jt,schemmer@scgeng.com Printed:26 JUN 2015,11:16AM IBC 2012 1609.6 Alternate All-Heights Wind File=C:\Users\JIMT--1.SCH\DOCUME--1\ENERCA-1\jones.ec6 g ENERCALC,INC.1963-2015,Build:6.15.1.19,Ver:6.15.1.19 Lic.# : KW-06009216 `�� Licensee : Schemmer Johnston Description : New Addition Analytical Values Calculations per IBC 2012 1609.6 User verified these IBC 2012 All-Heights Wind Method Limitations : Analytical Values . . . 1609.6.1 (1) : Total Height<=75 ftwith (Height/Least Width)<=4 Exposure Category, ASCE 7-10 Sect 26.7.3 Exposure B -or- Fundamental frequency>= 1 hertz Mean Roof Height 15.0 ft 1609,6,1 (2) : Not sensitive to dynamic effects Topographic Factor per ASCE 7-10 Sec 26.8.2 1609.6.1 (3) : Site not affected by channeling/buffeting from upwind items K1 = 0.250 K2 = 1.0 K3 = 1.0 1609.6.1 (4) : Simple diaphragm building per ASCE 7-05 Sec 26.2 Force Kzt to 1.0 per ASCE 7-10 26.8.2 No 1609.6.1 (5) : Aware of ASCE 7 provisions for open buildings,multispan gable Topographic Factor Kzt = (1+K1*K2K3)^2 = 1.563 roofs,stepped roofs, sawtooth roofs, domed roofs, roofs with V : Basic Wind Speed 110.0 mph slopes>45 deg, solid free standing walls&signs. per ASCE 7-10 26.5.1 1609.6,4,1 : Aware of need to check torsion per ASCE 7 Fig.27.4-8 MWFRS Table per IBC 2012 1609.6.2, Section 1 Design Pressure P = 0.00256 VA2 Kz C et Kzt WINDWARD WALLS & PARAPETS WALLS PARAPETS psf Kz based on ibc 2012 1609.6.4.2 Item 1 Enclosed Partially Enclosed Height Kz +Internal -Internal +Internal -Internal Enclosed Partially Enclosed 0 - 15 ' 0.570 11.87 20.15 3.04 28.99 35.34 35.34 20' 0.620 12.91 21.92 3.30 31.53 38.44 38.44 25 ' 0.660 13.75 23.34 3.52 33.57 40.92 40.92 30 ' 0.700 14.58 24.75 3.73 35.60 43.40 43.40 40 ' 0.760 15.83 26.87 4.05 38.65 47.12 47.12 50 ' 0.810 16.87 28.64 4.32 41.20 50.22 50.22 60 ' 0.850 17.70 30.06 4.53 43.23 52.70 52.70 70 ' 0.890 18.54 31.47 4.74 45.26 55.18 55.18 80 ' 0.930 19.37 32.88 4.96 47.30 57.66 57.66 90 ' 0.960 20.00 33.95 5.12 48.83 59.52 59.52 100 ' 0.990 20.62 35.01 5.27 50.35 61.38 61.38 Enclosed Partially Enclosed LEEWARD & SIDEWALLS +Internal -Internal +Internal -Internal Kz based on IBC 2012 1609.6.4.2 Item 2 0.570 Leeward Wall -14.08 -5.80 -22.92 3.04 Side Wall -18.22 -9.66 -26.78 1.10 Parapet Wall : Leeward Both Directions -23.47 Both Directions -23.47 Schemmer Consulting Group PLLC Project Title: Jones Residence 3014 Commercial Ave., Suite C Engineer: James T.Schemmer, P.E. Project ID: 14-079 Anacortes,WA 98221 Project Descr: 360.708.4386 jt.schemmer@scgeng.com it.schemmer(a,scgeng.com Printed:28 JUN 2015,11:16AM IBC 2012 1609.6 Alternate All-Heights Wind File=C:lUsers\JIMT-1.SCHIDOCUME-11ENERCA-11Jones.ec6 g ENERCALC,INC.1983-2015,Build:6.15.1.19,Ver.6.15.1.19 Lic. # : KW-06009216 Licensee : Schemmer Johnston Description : New Addition MWFRS per IBC 2012 Table 1609.6.2 Section 1 Kz per IBC 2012 1609.6.4.2 Item 2 = 0.570 Design Pressure P = 0.00256 VA2 K C K z net zt WIND PERPENDICULAR TO RIDGE psf Enclosed Partially Enclosed +Internal -Internal +Internal -Internal Leeward Roof or Flat Roof -18.22 -9.66 -10.22 -1.10 Windward Roof Slopes Slope<2:12 (10 deg) Condition 1 -30.09 -21.81 -38.93 -12.98 Condition 2 -7.73 0.55 -16.57 9.39 Slope<4:12 (18 deg) Condition 1 -20.15 -11.60 -28.71 -3.04 Condition 2 -1.38 6.90 -10.22 15.74 Slope<5:12 (23 deg) Condition 1 -16.01 -7.73 -24.85 1.10 Condition 2 0.83 9.39 -8.01 17.95 Slope<6:12 (27 deg) Condition 1 -12.98 -4.42 -21.54 4.14 Condition 2 1.66 10.22 -6.90 18.77 Slope<7:12 (30 deg) Condition 1 -10.22 -1.66 -18.77 -7.18 Condition 2 1.93 10.22 -6.90 19.05 Slope<9:12 (37 deg) Condition 1 -7.45 1.10 -16.01 9.66 Condition 2 3.87 12.15 -4.97 20.98 Slope< 12:12 (45 deg) 3.87 12.15 -4.97 20.98 WIND PARALLEL TO RIDGE All slopes including Flat Roofs -30.09 -21.81 -38.93 -12.98 Roof& Overhang Components & Cladding per IBC 2012 Table 1609.6.2, Section 2 & 3 Design Pressure P = 0.00256 VA2 K Cz et Kzt Description Continuity Item Type Eff.Area Kz Enclosed Partially ftA2 Enclosed No Discontinuity Gable, Slope<6:12 10.00 0.570 + : 0.00 0.00 0.00 0.00 Wall & Parapet Components & Cladding per IBC 2012 Table 1609.6.2, Section 4&5 Design Pressure P = 0.00256 VA2 K CK netz zt Kz Description ContinuityItem Type Z, Ht.Above Ground Eff.Area Enclosed Partially p yp Level, ft ftA2 Enclosed No Discontinuity Wall Elements, h<=60ft 25 10.00 0.66 + : 31.97 42.20 -34.85 -44.76 5QQMM4 /N&P . • & A "Ifi. ta7 I. 96 21V1 g° ' i { J4X /o • E' 0 1 s M.MMt t- o � � �y _ A - A 4 -;g--- • l..w.._.._e.c�ex..�...a....-..:_[ems. en _ e -4 ADZOLnpc±!!-2, I 4 . ev /s15?. 33 c [4x._ /._ ...2_ .... . . ...621„, ,,,,,/ ai Atsbust hats 'E--8 4 ii\ IN a. �� � df a . .C6� r 2c( %I B r .i PP' ® cLe sc• sw-Dt 8 -/o A A via rft /5-61- t-35 rr. /0.5 - 1 Az ,- so (7 ) -:- 4/20 -S ( -r. 2 c 00 c / 75 16 >CI / 0 Z%F .If. 2 el) / 1 • . ' < -rce�f , t . �`'' +' b .• i CeY 1(�A �j .,,,� ,.. N Y'.��\Y ' � Nr�n. C 41)4 I ., t t_ _ , � Pnalilid I r - ' eSi //art 1 1 ---.- _ ' . . • _ ., i . PS -- 4 .4;\ A bum r.- is 1 .-c, /.415-6 - . (freczerl-c) _ S - -.5 - )9_ ,`_ )\-c f 1 /3 / //) / 7 - / : i r 1 1 V 5 4. .-/ / a 8 Mel fwa.._ ,s I Sit ems-^ _ ( j z. .,a � . r i. A. - A A i ,.....)4 r..- z5- of )/ , ,, t ,,,,,...._ 75,/ I itL ` / Ue, � ; c ?\ ?d.. tdSr • pt s- x „,,48 -75 es? a i (8 w_ 2.c) eal3i.f.c. 431„tio, i i -- , eilitf. triqY ) — 2,9 11//: . A 3 ar Pig- -.e itii - 6;:t , . i- lc . 1,7)ThCeTisr7j17: _.5; --- /_.;4 (63--*1 --c' 4, t 'ill sii A, - /6o 49 en- 77-707t - P:5"-X it a *715 C .}_ A/lb: _ . ;. 5 4 t f) /z, SS r '-' 44 I fq ) 2r --t- (98 ‘tti< 1(4 1) sty t A 3 , c— 4 ` , ,- l� �� _ 2 1 6 X 8 pr `' 2 28 f f estot ) i 6 x , ,I) 21 ) is-- -_ a c1/24- , { 9 ite(52 x, 23 g F 'fri- 2. .\. 137 /./vs,P P. - Vs s- ‘,, 8 v (r - --`— - 9a N: 1 G-05 g& V e3 7 A rsr ` � `.� A c A. 5 A s~ A -15 ft et // Cs (/')' 1- j-)(1° ) ras 38 0 4.</t f0 1 • ! 1 en ..i--!. 0 f4x /z _PP' 112 ) f_,- ; ` • i _ w� OS A. B ie\ /ti A ►b w= 45 t It - -- ' . ; t bE 1 ., . � /e i , ,titec cis, = �._�___...._ `\-.. __ _.� __.. lc cy. 0 A le, 7-2 7579( ,.. AL/ (.7:- Ato ._ ..,), -- /��y``,/�J,�^ 4..+.-•mow. '� wo/efo.."...r.ri n..fatY4 G f t H (cAt i ' r l e. ke7 l ... f2, 2-Al 0 V 712 • le ) .171 r .._.- ..._.�... ---.._ _,_. • 3-20 /07,6 2 eOdie, 4c 3, c S 2_ c ,47 Schemmer Consulting Group PLLC Project Title: Jones Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Project ID: 14-079 Anacortes,WA 98221 Project Descr: 360.708.4386 jt.schemmer@scgeng.com jt.schemmer@scgeng.com Printed:26 JUN 2015, 1:29PM Wood Beam Flle=c:lUsers'JIMT-1.SCHlDOCUME-11ENERCA--11jones2.ec6 ENERCALC,INC.1983-2015,Build:6,15.1.19,Ver.6.15.1.19 Lic. # : KW-06009216 Licensee : Schemmer Johnston Description : B-2 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 850.0 psi E:Modulus of Elasticity Load Combination IBC 2012 Fb-Compr 850.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,400.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir- Larch (North) Fc-Perp 625.0 psi Wood Grade : No. 1/No. 2 Fv 180.0 psi Ft 500.0 psi Density 31.570 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling . i D(0.135V(0.225) i i i D(0.12)S(0.2) i i R 4x10 4x10 Span=10.0 ft Span =4.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.1350, S=0.2250, Tributary Width= 1.0 ft Load for Span Number 2 Uniform Load: D=0.120, S=0.20, Tributary Width= 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.688 1 Maximum Shear Stress Ratio = 0.419 : 1 Section used for this span 4x10 Section used for this span 4x10 fb :Actual = 806.59psi fv : Actual = 86.83 psi FB :Allowable = 1,173.00psi Fv : Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 10.000ft Location of maximum on span = 9.274 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.078 in Ratio= 1547 Max Upward Transient Deflection -0.008 in Ratio = 6645 Max Downward Total Deflection 0.124 in Ratio= 967 Max Upward Total Deflection -0.013 in Ratio= 4153 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 1.465 3.601 -0,026 Overall MiNimum 0.330 0.810 -0.006 +D+H 0.549 1.350 -0.010 +D+L+H 0.549 1.350 -0.010 +D+Lr+H 0.549 1.350 -0,010 +D+S+H 1.465 3.601 -0.026 +D+0.750Lr+0.750L+H 0.549 • 1.350 -0.010 +D+0.750L+0.750S+H 1.236 3.038 -0.022 +D+0.60W+H 0.549 1.350 -0.010 +D+0.70E+H 0.549 1.350 -0.010 Schemmer Consulting Group PLLC Project Title: Jones Residence 3014 Commercial Ave., Suite C En9ineer: James T. Schemmer, P.E. Project ID: 14-079 Anacortes,WA 98221 Project Descr: 360.708.4386 jt.schemmer@scgeng.com jt.schemmer@scgeng.com Printed:26 JUN 2015, 1:29PM Wood Beam Flle=c:lUsers'JIMT-1.SCHIDOCUME-11ENERCA'-1ljones2.ec6 ENERCALC,INC.1983-2015,Bulld:6.15.1.19,Ver:6.15.1.19 Lic. # : KW-06009216 Licensee : Schemmer Johnston Description : B-2 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+0.750Lr+0.750L+0.450W+H 0.549 1.350 -0.010 +D+0.750L+0,750S+0.450W+H 1.236 3.038 -0.022 +D+0.750L+0.750S+0.5250E+H 1.236 3.038 -0,022 +0.60D+0.60W+0.60H 0.330 0.810 -0.006 +0.60D+0.70E+0.60H 0.330 0.810 -0.006 D Only 0.549 1.350 -0.010 Lr Only LOnly S Only 0.915 2.251 -0.016 W Only E Only H Only Schemmer Consulting Group PLLC Project Title: Jones Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Project ID: 14-079 Anacortes, WA 98221 Project Descr: 360.708.4386 jt.schemmer@scgeng.com jt.schemmer(,a7scgeng.com Printed:28 JUN 2015, 1:42PM Wood Beam File=c:lUsers'JIMT-1.SCH\DOCUME-11ENERCA-1ljones2.ec6 ENERCALC,INC.1983-2015,Build:6.15.1.19,Ver:6.15.1.19 Lic. # : KW-06009216 Licensee : Schemmer Johnston Description : B-8 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Analysis Method : Allowable Stress Design Fb-Tension 850.0 psi E:Modulus of Elasticity Load Combination IBC 2012 Fb-Compr 850.0 psi Ebend-xx 1,600.0 ksi Fc-PrIl 1,400.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir- Larch (North) Fc-Perp 625.0 psi Wood Grade : No. 1/No. 2 Fv 180.0 psi Ft 500.0 psi Density 31.570 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Dcoiii� 881 i D(0.113V(0.188) i i D(0113V(0.188) i i i D(0.113)(0.188) D(Oii1S( 88) 6x102 6x10 2 6x10 2 6x10 6x10 Span=1.0 ft Span=5.0 ft Span=6.50 ft Span=6.50 ft Span=1.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D=0.1130, S=0.1880, Tributary Width= 1.0 ft Load for Span Number 2 Uniform Load: D=0.1130, S=0.1880, Tributary Width = 1.0 ft Load for Span Number 3 Uniform Load : D=0.1130, S=0.1880, Tributary Width= 1.0 ft Load for Span Number 4 Uniform Load: D=0.1130, S=0.1880, Tributary Width= 1.0 ft Load for Span Number 5 Uniform Load : D=0.1130, S=0.1880 , Tributary Width= 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.197 1 Maximum Shear Stress Ratio = 0.130 : 1 Section used for this span 6x10 Section used for this span 6x10 fb : Actual = 192.50psi fv: Actual = 26.88 psi FB :Allowable = 977.50psi Fv : Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 6.500ft Location of maximum on span = 6.500 ft Span#where maximum occurs = Span#3 Span#where maximum occurs = Span#3 Maximum Deflection Max Downward Transient Deflection 0.005 in Ratio= 14336 Max Upward Transient Deflection -0.003 in Ratio= 8508 Max Downward Total Deflection 0.009 in Ratio= 8954 Max Upward Total Deflection -0.005 in Ratio= 5314 Vertical Reactions Support notation :Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Support 6 Overall MAXimum 0.904 1.815 2.203 1.098 Overall MINimum 0.204 0.409 0.496 0.247 +D+H 0.339 0.681 0.827 0.412 Schemmer Consulting Group PLLC Project Title: Jones Residence 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer,P.E. Project ID: 14-079 Anacortes,WA 98221 Project Descr: 360.708.4386 jtschemmer@scgeng.com it.schemmer@scgeng.com Printed:26 JUN 2016, 1:42PM Wood Beam File=c:lUsersWlMT-1.SCHIDOCUME-11ENERCA-1ljones2.ec6 ENERCALC,INC.1983-2015,Build:6.15.1.19,Ver:6,15,1.19 Lic.#:KW-06009216 Licensee:Schemmer Johnston Description: B-8 Vertical Reactions Support notation:Far left is#1 Values In KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Support 6 +D+L*H 0.339 0.681 0.827 0.412 +D+Lr+H 0.339 0.681 0.827 0,412 +D+S+H 0.904 1.815 2.203 1.098 +D+0.750Lr+0.750L+H 0.339 0.681 0.827 0.412 +D+0.750L+0.750S+H 0.763 1.531 1.859 0.927 +D+0.60W+H 0.339 0.681 0.827 0.412 +D+0.70E+H 0.339 0.681 0.827 0.412 +0+0,750Lr+0.750L+0,450W+H 0.339 0.681 0.827 0.412 +D+0.750L+0.750S+0.450W+H 0.763 1.531 1.859 0.927 +D+0.750L+0.750S+0.5250E+H 0.763 1.531 1.859 0.927 +0.60D+0.60W+0.60H 0.204 0.409 0.496 0.247 +0,60D+0.70E+0.60H 0.204 0.409 0.496 0.247 D Only 0.339 0.681 0.827 0.412 Lr Only L Only S Only 0.564 1.134 1.376 0.686 W Only E Only H Only • Schemmer Consulting Group PLLC Project Title: Jones Residence 3014 Commercial Ave., Suite C Engineer: James T.Schemmer, P.E. Project ID: 14-079 Anacortes,WA 98221 Project Descr: 360.708.4386 jt.schemmer@scgeng.com jt.schemmer@scgeng.com Printed:26 JUN 2015, 1:42PM Wood Beam Flle=c:\UsersWIMT-1.SCHIDOCUME-11ENERCA-11jones2.ec6 ENERCALC,INC.1983-2015,Bulld:6.15.1.19,Ver:6.15.1.19 Lic.# : KW-06009216 Licensee : Schemmer Johnston Description : B-8 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Analysis Method : Allowable Stress Design Fb-Tension 850.0 psi E:Modulus of Elasticity Load Combination IBC 2012 Fb-Compr 850.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,400.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir- Larch (North) Fc-Perp 625.0 psi Wood Grade : No. 1/No. 2 Fv 180.0 psi Ft 500.0 psi Density 31.570 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.1 3)S `. 88) i D(0.113)S(0.188)i i i D(0.113 S(0.188) i i i D(0.113 S(0.188) i D(Oiit S(0.188) 6x10 6x10 2 6x10 2 6x10 6x10 Span=1.0 ft Span=5.0 ft Span=6.50 ft Span=6.50 ft Span=1.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D=0.1130, S=0.1880, Tributary Width = 1.0 ft Load for Span Number 2 Uniform Load: D=0.1130, S=0.1880, Tributary Width= 1.0 ft Load for Span Number 3 Uniform Load : D=0.1130, S=0.1880, Tributary Width = 1.0 ft Load for Span Number 4 Uniform Load : D=0.1130, S=0.1880 , Tributary Width= 1.0 ft Load for Span Number 5 Uniform Load : D=0.1130, S=0.1880, Tributary Width= 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.197. 1 Maximum Shear Stress Ratio = 0.130 : 1 Section used for this span 6x10 Section used for this span 6x10 fb :Actual = 192.50psi fv : Actual = 26.88 psi FB : Allowable = 977.50 psi Fv :Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 6.500ft Location of maximum on span = 6.500ft Span#where maximum occurs = Span#3 Span#where maximum occurs = Span#3 Maximum Deflection Max Downward Transient Deflection 0.005 in Ratio = 14336 Max Upward Transient Deflection -0.003 in Ratio= 8508 Max Downward Total Deflection 0.009 in Ratio= 8954 Max Upward Total Deflection -0.005 in Ratio= 5314 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Support 6 Overall MAXimum 0.904 1.815 2.203 1.098 Overall MINimum 0.204 0.409 0.496 0.247 +D+H 0.339 0.681 0.827 0.412 Schemmer Consulting Group PLLC Project Title: Jones Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Project ID: 14-079 Anacortes,WA 98221 Project Descr: 360.708.4386 jt.schemmer@scgeng.com it.schemmer@scgeng.com Printed:26 JUN 2015, 1:42PM Wood Beam Flle=c:lUsersWIMT-1.SCHIDOCUME-11ENERCA-11jones2.ec6 ENERCALC,INC.1983-2015,Build:6.15.1.19,Ver:6.15.1.19 Lic. #: KW-06009216 Licensee : Schemmer Johnston Description : B-8 Vertical Reactions Support notation :Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Support 6 +D+L+H 0.339 0.681 0.827 0.412 +D+Lr+H 0.339 0.681 0.827 0.412 +D+S+H 0.904 1.815 2.203 1.098 +D+0.750Lr+0.750L+H 0.339 0,681 0.827 0.412 +D+0.750L+0.750S+H 0.763 1.531 1.859 0.927 +D+0.60W+H 0.339 0.681 0.827 0.412 +D+0.70E+H 0.339 0.681 0.827 0.412 +D+0.750Lr+0.750L+0.450W+H 0.339 0.681 0.827 0.412 +D+0.750L+0.7505+0.450W+H 0.763 1.531 1.859 0.927 +D+0.750L+0.7505+0.5250E+H 0.763 1.531 1.859 0.927 +0.60D+0.60W+0.60H 0.204 0.409 0.496 0.247 +0.60D+0.70E+0.60H 0.204 0.409 0.496 0.247 D Only 0.339 0.681 0.827 0.412 Lr Only L Only S Only 0.564 1.134 1.376 0.686 W Only E Only H Only Schemmer Consulting Group PLLC Project Title: Jones Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Project ID: 14-079 Anacortes,WA 98221 Project Descr: 360.708.4386 jt.schemmer@scgeng.com jt.schemmer(a),scgeng.com Printed:26 JUN 2015, 1:53PM Wood Beam File=c:WUsers\JIMT-1.SCHIDOCUME-11ENERCA-11jones2.ec6 ENERCALC,INC.1983-2015,Build:6,15.1.19,Ver:6.15.1.19 Lic.# : KVV-06009216 Licensee : Schemmer Johnston Description: B-9,B-10 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Analysis Method : Allowable Stress Design Fb-Tension 850.0 psi E:Modulus of Elasticity Load Combination IBC 2012 Fb-Compr 850.0 psi Ebend-xx 1,600.0ksi Fc-Prll 1,400.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir- Larch (North) Fc-Perp 625.0 psi Wood Grade : No. 1/No. 2 Fv 180.0 psi Ft 500.0 psi Density 31.570 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.105)L(0.42)S(0.175)D(0.105)L(0.42)S(0.175) D(0.105)L(0.42)S(0.175) D(0.105)L(0.42)S(0.175) D(0.1051 L(0.42)S(0.175) itiii * i i i i i * i i i i *0'0 6x102 6x10 6x10 6x10 6x10 Span=1.0 ft Span=5.0 ft Span=6.50 ft Span=6,50 ft Span=1,0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D= 0.1050, L= 0.420, S=0.1750, Tributary Width= 1.0 ft Load for Span Number 2 Uniform Load : D=0.1050, L=0.420, S=0.1750, Tributary Width= 1.0 ft Load for Span Number 3 Uniform Load : D=0.1050, L= 0.420, S=0.1750 , Tributary Width= 1.0 ft Load for Span Number 4 Uniform Load : D=0.1050, L= 0.420, S=0.1750, Tributary Width= 1.0 ft Load for Span Number 5 Uniform Load : D=0.1050, L=0.420, S=0.1750, Tributary Width= 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.39a 1 Maximum Shear Stress Ratio = 0.260 : I Section used for this span 6x10 Section used for this span 6x10 fb : Actual = 335.75psi fv : Actual = 46.89 psi FB : Allowable = 850.00psi Fv : Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 6.500ft Location of maximum on span = 6.500ft Span#where maximum occurs = Span#3 Span#where maximum occurs = Span#3 Maximum Deflection Max Downward Transient Deflection 0.012 in Ratio= 6417 Max Upward Transient Deflection -0.006 in Ratio= 3808 Max Downward Total Deflection 0.016 in Ratio = 4889 Max Upward Total Deflection -0.008 in Ratio = 2900 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Support 6 Overall MAXimum 1.655 3.324 4.035 2.011 Overall MINimum 0.189 0.380 0.461 0.230 +D+H 0.315 0.633 0.769 0.383 Schemmer Consulting Group PLLC Project Title: Jones Residence 3014 Commercial Ave.,Suite C En9ineer: James T.Schemmer,P.E. Project ID: 14-079 Anacortes,WA 98221 Project Descr: 360.708.4386 jt.schemmer@scgeng.com it.schemmer(asceeng.com Printed:25JUN2015,1:53PM Wood Beam File=c:IUsers'JIMT-1.SCHID000ME-11ENERCA-1yones2ec6 ENERCALC,INC.1983-2015,Bulld:6.15.1.19,Ver..6.15.1.19 Lic.#: KW-06009216 Licensee:Schemmer Johnston Description: B-9,B-10 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Support 6 +D+L+H 1,576 3.165 3.843 1.916 +D+Lr+H 0.315 0.633 0.769 0.383 +D+S+H 0.841 1.688 2.050 1.022 +D+0,750Lr+0.750L+H 1.261 2.532 3.074 1.532 +D+0,750L+0.7505+H 1.655 3.324 4.035 2.011 +D+0.60W+H 0.315 0.633 0.769 0,383 +0+0.70E+H 0.315 0.633 0.769 0.383 +D+0,750Lr+0.750L+0.450W4l 1.261 2.532 3.074 1.532 +D+0.750L+0.750S+0.450W+H 1.655 3.324 4.035 2.011 +D+0.750L+0.750S+0.5250E+H 1.655 3.324 4.035 2.011 +0,60D+0.60W+0.60H 0.189 0.380 0.461 0.230 +0,60D+0.70E+0.60H 0.189 0.380 0.461 0.230 D Only 0.315 0.633 0.769 0.383 Lr Only L Only 1.261 2.532 3.074 1.532 S Only 0.525 1.055 1.281 0.639 W Only E Only H Only Project Title: Jones Residence Schemmer Consulting Group PLLC 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Project ID: 14-079 Anacortes, WA 98221 Project Descr: 360.708.4386 jt.schemmer@scgeng.com jt.schemmer@scgeng.com Printed: 11 FEB 2015,11:17AM Wood Beam • File=c:\Users\JIMT-1.SCHIDOCUME-1IENERCA-11jones.ec6 ENERCALC,INC.1983-2015,Build:6.15.1.19,Ver..6.12.5.31 Lic.# : KVN-06009216 Licensee: Schemmer Johnston Description : Ridge Beam Guest House_RB4 CODE REFERENCES Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Analysis Method : Allowable Stress Design Fb-Tension 2,900.0 psi E:Modulus of Elasticity Load Combination IBC 2012 Fb-Compr 2,900.0 psi Ebend-xx 2,000.0 ksi Fc-Prll 2,900.0 psi Eminbend-xx 1,016.54 ksi Wood Species : Truss Joist Fc-Perp 750.0 psi Wood Grade : Parallam PSL 2.0E Fv 290.0 psi Ft 2,025.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling i i Dt0.135)8(0.251 i 1 1 )s 3.5x11.875 A Span=7.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D=0.1350, S=0.250 , Tributary Width= 1.0 ft DESIGN SUMMARY _ _ Design OK Maximum Bending Stress Ratio = 0.118 1 Maximum Shear Stress Ratio = 0.115 : 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 fb : Actual = 394.90psi fv : Actual = 38.41 psi FB : Allowable = 3,335.00 psi Fv : Allowable = 333.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.750ft Location of maximum on span = 6.515 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.018 in Ratio = 4910 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.028 in Ratio = 3188 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Schemmer Consulting Group PLLC Project Title: Jones Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, RE. Project ID: 14-079 Anacortes,WA 98221 Project Descr: i 360.708,4386 jt.schemmer@scgeng.com jt.schemmer@scgeng.com Printed:11 FEB 2015,11:17AM File=clUsersIJIMT-1.SCHIDOCUME-11ENERCA-11Jones.ec6 WOOC� Beare ENERCALC,INC.1983.2015,Build:6.15.1.19,Ver..6.12.5.31 Lie.# : KW-06009216 Licensee : SchemmerJohnston Description : HB-5, HB-7,HB-8 CODE REFERENCES Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties , Analysis Method : Allowable Stress Design Fb-Tension 2,900.0 psi E:Modulus of Elasticity Load Combination IBC 2012 Fb-Compr 2,900.0 psi Ebend-xx 2,000.0 ksi Fc-Prll 2,900.0 psi Eminbend-xx 1,016.54 ksi Wood Species : Truss Joist Fc-Perp 750.0 psi Wood Grade : Parallam PSL 2.0E Fv 290.0 psi Ft 2,025.0 psi Density 32.210 pcf 1 Beam Bracing : Beam is Fully Braced against lateral-torsion buckling i i o(0.1 l7iSro.1o5) i do i i�s�i 19,) A 3 5x11.875 `375x11.875 Span = 14.50 ft Span = 1.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D= 0.1170, S=0.1950 , Tributary Width = 1.0 ft Load for Span Number 2 Uniform Load : D=0.1170, S=0.1950 , Tributary Width= 1.0 ft DESIGN SUMMARY Design OK !Maximum Bending Stress Ratio = 0.355 1 Maximum Shear Stress Ratio = 0.213 : 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 fb : Actual = 1,184.83psi fv : Actual = 71.08 psi FB : Allowable = 3,335.00psi Fv :Allowable = 333.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 7.209ft Location of maximum on span = 13.528ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.198 in Ratio= 878 Max Upward Transient Deflection -0.043 in Ratio = 558 Max Downward Total Deflection 0.317 in Ratio = 549 l Max Upward Total Deflection -0.069 in Ratio= 348 Schemmer Consulting Group PLLC Project Title: Jones Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Project ID: 14-079 Anacortes, WA 98221 Project Descr: 360.708.4386 jt.schemmer@scgeng.com jt.schemmer@scgeng.com Printed:11 FEB 2015,11:17AM File=caUsersIJIMT-1.SCHIDOCUME-11ENERCA-11Jones.ec6 Wood Beam ENERCALC,INC.1983-2015,Build:6.15.1.19,Ver..6.12.5.31 ' Lic.# :.KW-06009216 Licensee Schemmer Johnston Description : HB-6 CODE REFERENCES Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Analysis Method : Allowable Stress Design Fb-Tension 2,900.0 psi E:Modulus of Elasticity Load Combination IBC 2012 Fb-Compr 2,900.0 psi Ebend-xx 2,000.0ksi Fc-Prll 2,900.0 psi Eminbend-xx 1,016.54 ksi Wood Species : Truss Joist Fc-Perp 750.0 psi Wood Grade : Parallam PSL 2.0E Fv 290,0 psi Ft 2,025.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling iv i 0(0,117�s(0.195) i i * D(o.117i(o.tss) * Dc i i�si.�95' 3.5x11.875 A3.5x11.875 43'.5x11.875 Span=7.0 ft Span=7.50 ft Span=1.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D=0,1170, S=0.1950 , Tributary Width= 1.0 ft Load for Span Number 2 Uniform Load: D= 0.1170, S=0.1950, Tributary Width = 1,0 ft Load for Span Number 3 Uniform Load : D=0.1170, S=0.1950 , Tributary Width= 1.0 ft DESIGN SUMMARY _ __ _ Design OK Maximum Bending Stress Ratio = 0.088 1 Maximum Shear Stress Ratio = 0.122 : 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 fb : Actual = 294.23psi fv : Actual = 40.54 psi FB :Allowable = 3,335.00psi Fv : Allowable = 333.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 7,000ft Location of maximum on span = 7.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.006 in Ratio = 15155 Max Upward Transient Deflection -0.003 in Ratio= 8564 Max Downward Total Deflection 0.010 in Ratio= 9472 Max Upward Total Deflection -0.004 in Ratio= 5352 Schemmer Consulting Group PLLC Project Title: Jones Residence 3014 Commercial Ave., Suite C En9ineer: James T. Schemmer, P.E. Project ID: 14-079 Anacortes,WA 98221 Project Descr: 360.708.4386 jt.schemmer@scgeng.com jt.schemmer@scgeng.com Printed:II FEB 2015,11:17AM File=caUserstJlMT-1,SCHIDOCUME-11ENERCA--11jones.ec6 Wood Beam ENERCALC,INC.1983-2015,Build:6.15.1.19,Ver.6.12.5.31 Lic.#:KW-06009216 Licensee: Schemmer Johnston, Description : B-25 CODE REFERENCES Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Analysis Method : Allowable Stress Design Fb-Tension 2,900.0 psi E:Modulus of Elasticity Load Combination IBC 2012 Fb-Compr 2,900.0 psi Ebend-xx 2,000.0ksi Fc-PrIl 2,900.0 psi Eminbend-xx 1,016.54ksi Wood Species : Truss Joist Fe-Perp 750.0 psi Wood Grade : Parallam PSL 2.0E Fv 290.0 psi Ft 2,025.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling ID(0.053V(0.088) ( ) 0 A 3.5x11.875 I Span=15.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D= 0,0530, S=0.0880, Tributary Width= 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.185 1 Maximum Shear Stress Ratio = 0.104 : 1 Section used for this span 3.5x11,875 Section used for this span 3.5x11.875 fb : Actual = 617.72 psi fv : Actual = 34.54 psi FB :Allowable = 3,335.00psi Fv : Allowable = 333.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 7.750ft Location of maximum on span = 14.538 ft Span#where maximum occurs = Span# 1 Span#where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.118 in Ratio = 1580 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.189 in Ratio = 986 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Schemmer Consulting Group PLLC Project Title: Jones Residence 3014 Commercial Ave., Suite C Engineer: James T, Schemmer, P.E. Project ID: 14.079 Anacortes,WA 98221 Project Descr: 360.708.4386 jt.schemmer@scgeng.com jt.schemmer@scgeng.com Printed'11 FEB 2015,11:17AM Wood Bearn File=caUsersIJIMT--1.SCHIDOCUME-11ENERCA-11Jones.ec6 ENERCALC,_INC.1983-2015,Bulld:6,15.1.19,Ver.6.12.5.31 Lic.#: KW-06009216 Licensee : Schemmer Johnston_ Description : B-26 CODE REFERENCES Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Analysis Method : Allowable Stress Design Fb-Tension 2,900.0 psi E:Modulus of Elasticity Load Combination IBC 2012 Fb-Compr 2,900.0 psi Ebend-xx 2,000.0 ksi Fc-Pr° 2,900.0 psi Eminbend-xx 1,016.54ksi Wood Species : Truss Joist Fc- Perp 750.0 psi Wood Grade : Parallam PSL 2.0E Fv 290.0 psi Ft 2,025.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 0(0.87)S(1.45) D(o.029) ro.a4sa i roi2si%4s' i i i v 3 5x11.875 3.5x11.875 Span=3,50 ft Span=1 50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.0290, S=0.0490 , Tributary Width= 1.0 ft Load for Span Number 2 Uniform Load: D=0.0290, S=0,0490 , Tributary Width = 1.0 ft Point Load : D=0.870, S= 1.450 k @ 1.50 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.156 1 Maximum Shear Stress Ratio = 0.255 : 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 fb : Actual = 520.47 psi fv: Actual = 85.17 psi FB :Allowable = 3,335.00psi Fv : Allowable = 333.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.500ft Location of maximum on span = 3.500 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.010 in Ratio= 3750 Max Upward Transient Deflection -0.003 in Ratio= 14203 Max Downward Total Deflection 0.015 in Ratio= 2342 Max Upward Total Deflection -0.005 in Ratio= 8876 Schemmer Consulting Group PLLC Project Title: Jones Residence 3014 Commercial Ave., Suite C En9ineer: James T. Schemmer, P,E. Project ID: 14-079 Anacortes,WA 98221 Project Descr: 360.708.4386 jt.schemmer@scgeng.com jt.schemmer@scgeng.com Printed:11 FEB 2015,11:17AM Wood Beam File=c:lUsersIJIMT-1.SCHIDOCUME-11ENERCA--11jones.ec6 ENERCALC,INC.1983-2015,Build:6.15.1.19,Ver.6.12.5.31 Lic.# : KW-06.00921.E Licensee: Schemmer Johnston Description : 8-27 CODE REFERENCES Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Analysis Method : Allowable Stress Design Fb-Tension 850 psi E:Modulus of Elasticity Load Combination IBC 2012 Fb-Compr 850 psi Ebend-xx 1600 ksi Fc- PrIl 1400 psi Eminbend-xx 580 ksi Wood Species : Douglas Fir- Larch (North) Fc- Perp 625 psi Wood Grade : No. 1/No. 2 Fv 180 psi Ft 500 psi Density 31.57 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0 075 S(0 125) 0(0.075) S(0.125) D(0,075)810.125) * * * * * i i i i i i $ (A) ( ) ) ) n A 6x8 6x8 6x8 Span=5 50 ft Span=3.50 ft Span=3.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D=0.0750, S=0.1250 , Tributary Width= 1.0 ft Load for Span Number 2 Uniform Load: D = 0.0750, S=0.1250 , Tributary Width= 1.0 ft Load for Span Number 3 Uniform Load : D = 0.0750, S=0.1250 , Tributary Width = 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.131: 1 Maximum Shear Stress Ratio = 0.093 : 1 Section used for this span 6x8 Section used for this span 6x8 fb : Actual = 127.62psi fv : Actual = 19.26 psi FB :Allowable = 977.50psi Fv : Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 5.500ft Location of maximum on span = 4.899 ft l Span#where maximum occurs = Span#1 Span#where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.005 in Ratio= 13672 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.008 in Ratio= 8545 Max Upward Total Deflection -0.001 in Ratio = 41096 Schemmer Consulting Group PLLC Project Title: Jones Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Project ID: 14-079 Anacortes, WA 98221 Project Descr: 360.708,4386 jt.schemmer@scgeng.com jt.schemmer@scgeng.com Printed:11 FEB 2015,11:17AM Wood Beam File=c:lUsersIJIMT-1.SCHIDOCUME--1IENERCA--1ljones,ec6 ENERCALC,.INC.1983-2015,Build:6.15.1,19,Ver.6.12.5.31 Lic.#: KW-06009216 License a Schemmer'Johnston Description : B-28 CODE REFERENCES Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Analysis Method : Allowable Stress Design Fb-Tension 850.0 psi E:Modulus of Elasticity Load Combination IBC 2012 Fb-Compr 850.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,400.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir- Larch (North) Fc-Perp 625.0 psi Wood Grade : No. 1/No. 2 Fv 180.0 psi Ft 500.0 psi Density 31.570 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling + i Dro.075),S(0.125) + A 6x8 Span=4.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0750, S=0.1250, Tributary Width= 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.121: 1 Maximum Shear Stress Ratio = 0.057 : 1 Section used for this span 6x8 Section used for this span 6x8 fb :Actual = 117.82psi fv : Actual = 11.82 psi FB :Allowable = 977.50psi Fv : Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 2.250ft Location of maximum on span = 3,876ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.004 in Ratio = 14401 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.006 in Ratio = 9000 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Schemmer Consulting Group PLLC Project Title: Jones Residence 3014 Commercial Ave., Suite C En9ineer: James T. Schemmer, P.E. Project ID: 14-079 Anacortes,WA 98221 Project Descr: 360.708.4386 jt.schemmer@scgeng.com jt.schemmer@scgeng.com Printed:11 FEB 2015,11:17AM Wood B@a111 • File=c:lUserslJlMT-1.SCH1D0CUME-11ENERCA-1ljones.ec6 ENERCALC,INC.1983-2015,Build:6.15.1.19,Vec6.12.5.31 Lic.#: KW-06009216 • Licensee_ Schemmer Johnston Description : 8-29 CODE REFERENCES Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Analysis Method : Allowable Stress Design Fb-Tension 850.0 psi E:Modulus of Elasticity Load Combination IBC 2012 Fb-Compr 850.0 psi Ebend-xx 1,600.0 ksi Fc- Prll 1,400.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir- Larch (North) Fc- Perp 625.0 psi Wood Grade : No. 1/No. 2 Fv 180.0 psi Ft 500.0 psi Density 31.570 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 13(0.2851 L(0.381 S(0.2381(0.285)L(0.38)S(0 238) D(0,285)L(0.38)S(0,238) D(0.285)L(0.38)S(0.2381 D(0.285)L(0,38)S(0.238)D(0.2B5)L(0.38)S(0.238) i * i i i i i i i i i i i i i i i i i i i i i i i A 4x12 4x12 4x12 A 4x12 4x12 4x12 Span=3.0 ft Span=5.0 ft Span=5.0 ft Span=5.0 ft Span=5.0 ft Span=3.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D= 0.2850, L=0.380, S=0.2380 , Tributary Width= 1.0 ft Load for Span Number 2 Uniform Load : D= 0,2850, L=0.380, S=0,2380, Tributary Width= 1.0 ft Load for Span Number 3 Uniform Load : D= 0.2850, L=0.380, S=0.2380, Tributary Width= 1.0 ft Load for Span Number 4 Uniform Load : D= 0.2850, L=0.380, S=0.2380, Tributary Width= 1.0 ft Load for Span Number 5 Uniform Load : D=0.2850, L=0.380, S=0.2380, Tributary Width= 1.0 ft Load for Span Number 6 Uniform Load : D= 0.2850, L=0.380, S =0,2380 , Tributary Width = 1.0 ft DESIGN SUMMARY __ Design OK Maximum Bending Stress Ratio = 0.254 1 Maximum Shear Stress Ratio = 0.241 : 1 Section used for this span 4x12 Section used for this span 4x12 fb : Actual = 237.06psi fv: Actual = 43.44 psi FB : Allowable = 935.00psi Fv : Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 5.000ft Location of maximum on span = 4.114ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#2 Maximum Deflection Max Downward Transient Deflection 0.002 in Ratio= 28996 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.004 in Ratio = 14721 Max Upward Total Deflection -0.000 in Ratio = 172976 Schemmer Consulting Group PLLC Project Title: Jones Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Project ID: 14-079 Anacortes, WA 98221 Project Descr: 360.708.4386 jt.schemmer@scgeng.com jt.schemmer(,a��scgeng,com Printed:30 JUN 2015, 7.07PM Wood Beam File=c:lUsers'JIMT-1.SCH\DOCUME-1\ENERCA-1ljones2.ec6 ENERCALC,INC.1983-2015,Build:6.15,1.19,Ver:6.15.1.19 Lic.# : KW-06009216 Licensee : Schemmer Johnston Description : B-37 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Analysis Method : Allowable Stress Design Fb-Tension 850.0 psi E:Modulus of Elasticity Load Combination /BC 2012 Fb-Compr 850.0 psi Ebend-xx 1,600.0ksi Fc-PrIl 1,400.0 psi Eminbend-xx 580.0ksi Wood Species : Douglas Fir- Larch (North) Fc-Perp 625.0 psi Wood Grade : No. 1/No. 2 Fv 180.0 psi Ft 500.0 psi Density 31.570 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.285)L(0.38)S(0.23ff (0.285) L(0.38) S(0 238) D(0.285)L(0.38)S(0.238) D(0.285)L(0.38)S(0.238) D(0.285)L(0.38)S(0.238)D(0.285)L(0.38) S(0.238)*i i * * * i i i i i i i i i i i i i i i i i $ 4x12 4x12 4x12 4x12 4x12 4x12 Span=3,0 ft Span=5.0 ft Span=5.0 ft Span=5.0 ft Span=5.0 ft Span=3.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D=0.2850, L=0.380, S=0.2380, Tributary Width = 1.0 ft Load for Span Number 2 Uniform Load : D= 0.2850, L=0.380, S=0.2380 , Tributary Width = 1.0 ft Load for Span Number 3 Uniform Load : D= 0.2850, L=0.380, S=0.2380 , Tributary Width= 1.0 ft Load for Span Number 4 Uniform Load : D= 0.2850, L= 0.380, S=0.2380 , Tributary Width= 1.0 ft Load for Span Number 5 Uniform Load : D= 0.2850, L=0.380, S=0.2380 , Tributary Width = 1.0 ft Load for Span Number 6 Uniform Load : D=0.2850, L=0.380, S=0.2380 , Tributary Width= 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.254 1 Maximum Shear Stress Ratio = 0.241 : 1 Section used for this span 4x12 Section used for this span 4x12 fb : Actual = 237.06psi fv : Actual = 43.44 psi FB : Allowable = 935.00psi Fv : Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span - 5.000ft Location of maximum on span = 4.114ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#2 Maximum Deflection Max Downward Transient Deflection 0.002 in Ratio = 28996 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.004 in Ratio = 14721 Max Upward Total Deflection -0.000 in Ratio= 172976 Vertical Reactions Support notation :Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Support 6 Support 7 Overall MAXimum 0.701 3.340 3.841 3.701 3.809 3.525 0.918 Schemmer Consulting Group PLLC Project Title: Jones Residence 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer,P.E. Project ID: 14-079 Anacortes,WA 98221 Project Descr: 360.708..4386 jtschemnner@scgeng.com jt.schemmer@scgeng.com Printed'30 JUN 2015,7:07PM Wood Beam ENERCALC, ENERCALC,INC.1983-2015,Build:6.15.1.19,Ver.6.15.1.19 Lic.#: KW-06009216 Licensee: Schemmer Johnston Description: B-37 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Support 6 Support 7 Overall MINimum 0.160 0.763 0.878 0.846 0.870 0.805 0.210 +D+H 0.267 1.272 1.463 1.409 1.450 1.342 0.349 +D+L+H 0,623 2.968 3.413 3.288 3.384 3.132 0.815 +D+Lr+H 0.267 1.272 1.463 1.409 1.450 1.342 0.349 +D+S+H 0.490 2.334 2.684 2.586 2.661 2.463 0.641 +D+0.750Lr+0.750L+H 0.534 2.544 2.925 2.819 2.900 2.684 0.699 +D+0.750L+0.750S+H 0.701 3.340 3.841 3.701 3.809 3.525 0.918 +D+0.60W+H 0.267 1.272 1.463 1.409 1.450 1.342 0.349 +D+0.70E+H 0.267 1.272 1.463 1.409 1.450 1.342 0.349 +D+0.750Lr+0.750L+0.450W+H 0.534 2.544 2.925 2.819 2,900 2.684 0.699 +D+0.750L+0.750S+0.450W+H 0.701 3.340 3.841 3.701 3.809 3.525 0.918 +D+0.750L+0.7505+0.5250E+H 0.701 3.340 3.841 3,701 3.809 3.525 0.918 +0.60D+0.60W+0.60H 0.160 0.763 0.878 0.846 0.870 0.805 0.210 +0.60D+0.70E+0.60H 0.160 0.763 0.878 0.846 0.870 0.805 0.210 D Only 0.267 1.272 1.463 1.409 1.450 1.342 0.349 Lr Only L Only 0.356 1.696 1.950 1.879 1.934 1.790 0.466 S Only 0,223 1.062 1.221 1,177 1.211 1.121 0.292 W Only E Only H Only i Schemmer Consulting Group PLLC Project Title: Jones Residence 3014 Commercial Ave., Suite C En9ineer: James T. Schemmer, P.E. Project ID: 14-079 Anacortes,WA 98221 Project Descr: 360.708.4386 jt.schemmer@scgeng.com jt.schemmer@scgeng.com Printed:30 JUN 2015, 6:41PM General Footing File=c:\UsersWlMT-1.SCHIDOCUME-11ENERCA-11Jones2.ec6 g ENERCALC,INC.1983-2015,Build:6.15.1.19,Ver..6.15.1.19 Lic.# : KW-06009216 Licensee : Schemmer Johnston Description : Footings Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties Soil Design Values fc: Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 2.0 ksf fy: Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No , Ec: Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 100.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 y Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 0.670 ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of deptl= ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.0 : 1 Min. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depl= ksf Use ftg wt for stability, moments&shears : Yes when maximum length or width is greater4 ft Add Pedestal Wt for Soil Pressure : No Use Pedestal wt for stability, mom&shear : No Dimensions Width parallel to X-X Axis = 2.250 ft z Length parallel to Z-Z Axis = 2.250 ft Footing Thicknes = 12.0 in I I I i I I 1 i 1 I Pedestal dimensions... X px: parallel to X-X Axis = in N i j pz: parallel to Z-Z Axis = in i S I Height - in Q m Rebar Centerline to Edge of Concrete.. j j j 1 m at Bottom of footing = 3.0 in I t o :u Reinforcing ME= w Bars parallel to X-X Axis Number of Bars = 4.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 4.0 Reinforcing Bar Sizf = # 4 Bandwidth Distribution Check (ACI 15.4.4.2) — I Direction Requiring Closer Separation n/a 0 — "i" #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P: Column Load = 3.450 3.720 3.420 k OB: Overburden = ksf M-xx = 0.10 k-ft M-zz = k-ft V-x = k V-z = k Schemmer Consulting Group PLLC Project Title: Jones Residence 3014 Commercial Ave., Suite C En9ineer: James T. Schemmer, P.E. Project ID: 14-079 Anacortes,WA 98221 Project Descr: 360.708.4386 jt.schemmer@scgeng.com jt.schemmer@scgeng.com Printed:30 JUN 2015, 6:41PM General Footing File=c:\Users\JIMT-1.SCMDOCUME-11ENERCA-11jones2.ec6 g ENERCALC,INC.1983-2015,Build:6.15.1.19,Ver.6.15.1.19 Lic.#: KW-06009216 Licensee : Schemmer Johnston Description : Footings DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9555 Soil Bearing 1.911 ksf 2.0 ksf +D+0.750L+0,750S+0.5250E+H about X- PASS 40.346 Overturning-X-X 0.070 k-ft 2.824 k-ft +0.60D+0.70E+0.60H PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding -X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1074 Z Flexure(+X) 1.475 k-ft 13.731 k-ft +1.20D+1.60L+0.505+1.60H PASS 0.1074 Z Flexure(-X) 1.475 k-ft 13.731 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.1074 X Flexure(+Z) 1.475 k-ft 13.731 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.1074 X Flexure(-Z) 1.475 k-ft 13,731 k-ft +1.20D+1.60L+0.505+1.60H PASS 0.1079 1-way Shear(+X) 8.095 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.1079 1-way Shear(-X) 8.095 psi 75.0 psi +1.20D+1.60L+0,50S+1.60H PASS 0.1079 1-way Shear(+Z) 8.095 psi 75.0 psi +1.20D+1.60L+0.505+1.60H PASS 0.1079 1-way Shear(-Z) 8.095 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0,2159 2-way Punching 32.379 psi 150.0 psi +1.20D+1.60L+0.50S+1.60H t Boise Cascade Single 9-1/2" BCI® 6500-1.8 DF Joist1J01 Dry 11 span I No cantilevers 10/12 slope Tuesday, June 30, 2015 BC CALC®Design Report M 19.2 OCS I Repetitive I Glued &nailed construction Build 3272 File Name: Jones.bcc Job Name: Jones Residence Description: Designs1J01 Address: 411 35th Street Specifier: City, State,Zip:Anacortes,WA 98221 Designer: James T. Schemmer, P.E. Customer: Company: Schemmer Consulting Group PLLC Code reports: ESR-1336 Misc: 1111111111111111111 _ 111111111111111m11111 il- 16•oo-oo BO B1 Total Horizontal Product Length=16-00-00 Reaction Summary(Down I Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live BO, 2-1/2" 427/0 160/0 B1, 2-1/2" 427/0 160/0 Live Dead Snow Wind Roof Live OCS Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% 1 Standard Load Unf.Area (Ib/ft^2) L 00-00-00 16-00-00 40 15 16 Disclosure Controls Summary Value %Allowable Duration Case Location Completeness and accuracy of input must Pos. Moment 2,262 ft-lbs 64.5% 100% 1 08-00-00 be verified by anyone who would rely on End Reaction 587 lbs 46% 100% 1 00-00-00 output as evidence of suitability for End Shear 571 lbs 36.3% 100% 1 00-02-08 particular application.Output here based n Total Load Defl. L/453 0.416" 52.9% n/a 1 08-00-00 onr buildingetesacnd metdehods. { ) properties and analysis methods. Live Load Defl. L/623(0.302") 77% n/a 2 08-00-00 Installation of BOISE engineered wood Max Defl, 0.416" 41.6% n/a 1 08-00-00 products must be in accordance with Vibration 15'7" 95.7% 100% 00-00-00 current Installation Guide and applicable Span/Depth 19.8 n/a n/a 0 00-00-00 building codes.To obtain Installation Guide p por ask questions,please call (800)232-0788 before installation.\n\nBC %Allow %Allow CALC®,BC FRAMER®,AJS TM, Bearing Supports Dim.(L x W) Value Support Member Material ALLJOIST®,BC RIM BOARDN,BCI®, BO Wall/Plate 2-1/2"x 2 9/16" 587 lbs n/a 46% Unspecified BOISE GLULAMT"^ SIMPLE FRAMING USEM® B1 Wall/Plate 2-1/2" p x 2-9/16" 587 lbs n/a 46% Unspecified PLUS® L P ,US®,VERSA-RI LAM®,VERSA RIM SM®, VERSA-STRAND®,VERSA-STUD®are Vibration Summary trademarks of Boise Cascade Wood Subfloor: 3/4"Douglas Fir plywood, Glue+ Nail Gypsum Ceiling: 5/8" Products L.L.C. Strapping: None Bracing: None Notes Design meets Code minimum (L/240)Total load deflection criteria. Design meets User specified(L/480) Live load deflection criteria. Design meets arbitrary(1") Maximum total load deflection criteria. Calculations assume Member is Fully Braced. Composite El value based on 3/4"thick Douglas Fir plywood sheathing glued and nailed to member. Design based on Dry Service Condition. Deflections less than 1/8"were ignored in the results. Page 1 of 1 ItBoise Cascade Single 9-1/2" BM6500-1.8 DF Joist1J03 It Dry 12 spans I No cantilevers 10/12 slope Tuesday, June 30, 2015 BC CALC®Design Report M 16 OCS I Repetitive I Glued&nailed construction Build 3272 File Name: Jones.bcc Job Name: Jones Residence Description: Designs1J03 Address: 411 35th Street Specifier: City, State,Zip:Anacortes, WA 98221 Designer: James T. Schemmer, P.E. Customer: Company: Schemmer Consulting Group PLLC Code reports: ESR-1336 Misc: ! 111e1111111g111v111311111111 ! 111 ! 111111i EL IA 08-00-00 11-00-00 BO B1 B2 _ Total Horizontal Product Length=19-00-00 Reaction Summary(Down/Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live BO, 2-1/2" 197/53 36/0 B1, 3-1/2" 625/0 156/0 B2, 2-1/2" 259/15 61 /0 Live Dead Snow Wind Roof Live OCS Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% 1 Standard Load Unf.Area(Ib/ft"2) L 00-00-00 19-00-00 40 10 16 Controls Summary Value %Allowable Duration Case Location Pos. Moment 722 ft-lbs 20.6% 100% 3 14-03-00 Neg. Moment -716 ft-lbs 20.4% 100% 1 08-00-00 End Reaction 320 lbs 25.1% 100% 3 19-00-00 Int. Reaction 781 lbs 32.5% 100% 1 08-00-00 End Shear 306 lbs 19.4% 100% 3 18-09-08 Cont. Shear 418 lbs 26.5% 100% 1 08-01-12 Uplift -17 lbs n/a 100% 3 00-00-00 Total Load Defl. L/999(0.07") n/a n/a 3 13-08-04 Live Load Defl. L/999(0.058") n/a n/a 6 13-08-04 Total Neg. Defl. L/999 (-0.009") n/a n/a 3 05-01-03 Max Defl. 0.07" n/a n/a 3 13-08-04 Vibration 10'7-3/4" 57.8% 100% 00-00-00 Span/Depth 13.7 n/a n/a 0 00-00-00 %Allow %Allow Bearing Supports Dim.(L x W) Value Support Member Material BO Wall/Plate 2-1/2"x 2-9/16" 17 lbs n/a 18.3% Unspecified B1 Beam 3-1/2"x 2-9/16" 781 lbs 11.6% 32.5% Versa-Lam 1.7 B2 Wall/Plate 2-1/2"x 2-9/16" 320 lbs n/a 25.1% Unspecified Vibration Summary Subfloor: 3/4" Douglas Fir plywood, Glue + Nail Gypsum Ceiling: 5/8" Strapping: None Bracing: None Notes Page 1 of 2 tBoise Cascade Single 9-1/2" BCI® 6500-1.8 DF Joist1J03 Dry 12 spans I No cantilevers 10/12 slope Tuesday,June 30, 2015 BC CALC®Design Report 16 OCS I Repetitive I Glued&nailed construction Build 3272 File Name: Jones.bcc Job Name: Jones Residence Description: Designs1J03 Address: 411 35th Street Specifier: City, State,Zip:Anacortes,WA 98221 Designer: James T. Schemmer, RE, Customer: Company: Schemmer Consulting Group PLLC Code reports: ESR-1336 Misc: Design meets Code minimum (L/240)Total load deflection criteria. Disclosure Design meets User specified (L/480) Live load deflection criteria. Completeness and accuracy of input must Design meets arbitrary(1") Maximum total load deflection criteria. be verified by anyone who would rely on Calculations assume Member is Fully Braced. output as evidence of suitability for particular application.Output here based Composite El value based on 3/4"thick Douglas Fir plywood sheathing glued and nailed to on building code-accepted design member. properties and analysis methods. Design based on Dry Service Condition. Installation of BOISE engineered wood roducts with Deflections less than 1/8"were ignored in the results. cur current Installation G idee inrdance and applicable building codes.To obtain Installation Guide or ask questions,please call (800)232-0788 before installation.lnlnBC CALC®,BC FRAMER®,AJSTM ALLJOIST®,BC RIM BOARDTM,BCI®, BOISE GLULAMTM,SIMPLE FRAMING SYSTEM®,VERSA-LAM®,VERSA-RIM PLUS®,VERSA-RIM®, VERSA-STRAND®,VERSA-STUD®are trademarks of Boise Cascade Wood Products L.L.C. Page 2 of 2 t Boise Cascade Single 9-1/2" BCI® 6500-1.8 DF Joist1J04 Dry 12 spans I No cantilevers 10/12 slope Tuesday,June 30,2015 BL;CALC®Design Report M 16 OCS I Repetitive I Glued & nailed construction Build 3272 File Name: Jones.bcc Job Name: Jones Residence Description: Designs1J04 Address: 411 35th Street Specifier: City, State, Zip:Anacortes, WA 98221 Designer: James T. Schemmer, P.E. Customer: Company: Schemmer Consulting Group PLLC Code reports: ESR-1336 Misc: 111111111111111111111, 11111111111111111111 08-00-00 W 06-00-00 BO B1 B2 Total Horizontal Product Length=14-00-00 Reaction Summary (Down/Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live BO, 2-1/2" 192/ 11 68/0 B1, 3-1/2" 450/0 169/0 B2, 2-1/2" 150/34 43/0 Live Dead Snow Wind Roof Live OCS Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% 1 Standard Load Unf.Area(Ib/ft^2) L 00-00-00 14-00-00 40 15 16 Controls Summary Value %Allowable Duration Case Location Pos. Moment 423 ft-lbs 12.1% 100% 2 03-06-14 Neg. Moment -389 ft-lbs 11.1% 100% 1 08-00-00 End Reaction 260 lbs 20.4% 100% 2 00-00-00 Int. Reaction 618 lbs 25.8% 100% 1 08-00-00 End Shear 244 lbs 15.5% 100% 2 00-02-08 Cont. Shear 327 lbs 20.7% 100% 1 07-10-04 Total Load Defl. L/999 (0.026") n/a n/a 2 03-11-08 Live Load Defl. U999 (0.02") n/a n/a 5 03-11-08 Total Neg. Defl. L/999 (-0.001") n/a n/a 2 09-07-01 Max Defl. 0.026" n/a n/a 2 03-11-08 Vibration 7' 7-3/4" 41.5% 100% 00-00-00 Span/Depth 9.9 n/a n/a 0 00-00-00 %Allow %Allow Bearing Supports Dim.(L x W) Value Support Member Material BO Wall/Plate 2-1/2"x 2-9/16" 260 lbs n/a 20.4% Unspecified B1 Beam 3-1/2"x 2-9/16" 618 lbs 9.2% 25.8% Versa-Lam 1.7 B2 Wall/Plate 2-1/2"x 2-9/16" 193 lbs n/a 15.1% Unspecified Vibration Summary Gubfloor: 3/4" Douglas Fir plywood, Glue+ Nail Gypsum Ceiling: 5/8" Strapping: None Bracing: None Notes Page 1 of 2 TBoise CascadeSingle 9-1/2" BCl® 6500-1.8 DF JoistIJ04 Dry 12 spans I No cantilevers 10/12 slope Tuesday, June 30,2015 E17,CALC®Design Report 16 OCS j Repetitive I Glued&nailed construction Build 3272 File Name: Jones.bcc Job Name: Jones Residence Description: Designs1J04 Address: 411 35th Street Specifier: City, State, Zip:Anacortes,WA 98221 Designer: James T. Schemmer, P.E. Customer: Company: Schemmer Consulting Group PLLC Code reports: ESR-1336 Misc: Design meets Code minimum (L/240)Total load deflection criteria. Disclosure Design meets User specified (L/480) Live load deflection criteria. Completeness and accuracy of input must Design meets arbitrary (1") Maximum total load deflection criteria. be verified by anyone who would rely on Calculations assume Member is Fully Braced. output as evidence of suitability for Composite El value based on 3/4"thick Douglas Fir plywoodparticular application.Output here based g sheathing glued and nailed to on building code-accepted design member. properties and analysis methods. Design based on Dry Service Condition. Installation of BOISE engineered wood Deflections less than 1/8"were ignored in the results. products must be in accordance with current Installation Guide and applicable building codes.To obtain Installation Guide or ask questions,please call (800)232-0788 before installation.InlnBC CALC®,BC FRAMER®,AJSTM ALLJOIST®,BC RIM BOARDT"^,BCI®, BOISE GLULAMTM,SIMPLE FRAMING SYSTEM®,VERSA-LAM®,VERSA-RIM PLUS®,VERSA-RIM®, VERSA-STRAND®,VERSA-STUD®are trademarks of Boise Cascade Wood Products L.L.C. Page 2 of 2 - N - - - - - Q-OF 35th--STREET — - - DRAINAGE NOTE: PROJECT INFORMATION TIE ALL FOUNDATION, ROOF AND Project Info. : This Project consists of a new, wood frame, PARKING DRAINS TO 4" PVC TIGHTLINE two storyRemodel with crawls ace in addition to TO STORM DRAIN EASMENT. P a Detached Accessory Structure (428 Sq. Ft. Guest House) TEMPORARY EROSION AND SEDIMENTATION CONTROL Owner : Nancy Jones P.O. Box 254 / 103 Polar Circle 40' Orcas Is., WA. 98280 ` A ` TESC ACCESS ROAD 360-376 2048 Q �,� 1. CONSTRUCTION VEHICLE ACCESS SHALL BE LIMITED TO ONE ROUTE, 360-840-5492 , ��� 0 2 . �, UNLESS APPROVED BY THE OFFICIAL. t1' lo Z 17) A GRAVEL CONSTRUCTION ROAD SHALL BE INSTALLEDWHICH WILL REMOVE Project Address : 411 35th St. "," " Lu 5 AS MUCH MUD AND DIRT FROM THE VEHICLES AS POSSIBLE PRIOR TO Anacortes, WA. 98221 - Lt ENTERING THE PUBLIC ROADWAY.THE EFFECTIVENESS AND EFFICIENCY OF A a THE REMOVAL SHALL BE TO THE SATISFACTION OF THE OFFICIAL. a IF CONDITIONS ARE SUCH THAT AN INSUFFICIENT AMOUNT OF MATERIAL IS Legal Discription : (0.2100 ac) LOTS 4, 5 AND 6, BLOCK 30, m REMOVED FROM THE TIRES BY CONTACT WITH THE AGGREGATE, THE TIRES 90.16' n BEALE'S MAPLE GROVE TO ANACORTES, RECORDED W SHALL BE WASHED PRIOR TO ENTERING THE PUBLIC RIGHT-OF-WAY. THE �J , S89d56'36"W `W LU WATER FROM THIS PROCESS SHALL BE DIRECTED TO A SEDIMENTATION IN VOLUME 2 OF PLATS, PAGE 19, RECORDS OF SKAGIT o POND OR OTHER APPROPRIATE SEDIMENT-TRAPPING BMPFOR TREATMENT COUNTY, WASHINGTON. SURVEY AF#201410170060 PRIOR TO RELEASE TO THE PUBLIC STORM WATER SYSTEM. _I N, } THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION THAT SHALL EXISTING City Zoning : R2 °' PREVENT THE TRACKING OR FLOW OF MUD ONTO THE PUBLIC 0 1s 4 CONCRETE RIGHT-OF-WAY. PERIODIC MAINTANANCE OF THE ENTRANCE, INCLUDING Z THE REMOVAL AND REPLACEMENT OF AGGREGATE, AND CLEANING AND/OR 20 NN DRIVE Assessors Parcel # : 56752 o z zLL REPAIR OF SEDIMENT-TRAPPINGDEVICES SHALL BE PERFORMED AS w 450 Sq Ft (9 U CZ ¢ w CONDITIONS DICTATE OR AS DIRECTED BY THE OFFICIAL. ' / 75'-12" 10' Codes : 2012 International Residential Code (IRC) o o 0 SEDIMENT TRACED ONTO THE PUBLIC ROADWAYS SHALL BE CLEANED ON International Mechanical Code (IMC)AT LEAST A DAILY BASIS. ' +1011.1':lI4-'.I.LIt ',1 r o o 111•W.7• 11 _ _ -_ - _ - _- __ _ —__ _ International Fuel Gas Code (IFGC) w� i w�- =w2 11r;1111i�}'ytihlil lj1j11 mQ`J,,„3 z i�w i w SOIL STABILIZATION 111111od it phi, F Uniform Plumbing Code (UPC) W o� > 111/1111111 'I�IISa72 :4 �StiU_�w,,e, Um 2. ALL EXPOSED SOILS SHALL BE PREVENTED FROM MOVING OFF-SITE OR hililitiiY 11 = i International Fire Code (IFC) 4 O a' u u z w1-z a is 1 % co occo Z>Zo�Qw¢t �''Amity / ''tii= __ \, Washington State Ventilation and Indoor air OTLIJo N=LIQzo1- INTO NATURAL OR ARTIFICAL DRAINAGE SYSTEMS THROUGH SUITABLE '/ + srr 1 I11111 APPLICATION OF BMP'S INCLUDING BUT NOT LIMITED TO SOD OR OTHER P 144'I 1 -0471 ' 1 w o a VEGITATION, PLASTICCOVERING, MULCHING, ORAPPLICATIONOFGROUND dNll42 ,i ;r1k11 ;�'a s� ¢ QualityCode (WSVIAQ) zw�z �� zo�`� s 3 o—w Qo,, u_ozc z BASE ON AREAS TO BE PAVED. co i 3t�er' Olt l i l W 2012 Washington State Energy Code om aw zLij . Co $ ' �ll ! �,I11�I'11 (; tnQOOw oo2 Vim¢cw.,wK Lll PROTECTION OF ADJACENT PROPERTIES 3. ADJACENT PROPERTIES SHALL BE PROTECTED FROM SEDIMENT =; ' 11+1If i1.4111'1 ll+l CD o m �'a�a u Na ow a FS p ;,h m 1 1+' 11onstruction Type : Type V, Non Rated �1111 11h 1 { 1' it o r DEPOSITION BY APPROPRIATE USE OF VEGETATIVE BUFFER STRIPS, t IIIII"}1111 t} III 1' ) ` °' Z 4 SEDIMENT BARRIERS OR FILTERS, DIKES, BERMS, OR MULCHING, OR BY A , i 0 'l:j. .,41e,• ' i '1 g COMBINATION OF THESE MEASURES AND OTHER APPROPRIATE BMP'S. nip' l III {11t11 1 Al;II1. p y Type : ( ) g 2. a }IhII i 1`Iil 1 >} } 1 1 , II Occupancy T e (s) R 3 Single FamilyDwelling SURROUNDING PROPERTIES SHALL BE PROTECTED FROM STORM WATER N1i11I;li I1 {;4 , F EXISTING 'iI 1 1 a RUNOFF FROM THE DEVELOPMENT. THIS SHALL BE ACCOMPLISHED BY 1�OF THE t 1 I �I4 , 1' % Building Height : 19' 9 5/1611 O m DEVELOPMENT ND DISCCONSTRUCTING A HARGING ARGING THE E DRAIN LINE ON RUNOFF TINRTO A PUBLIC Ill��lrt �'1�Lt, I�Il 1 'I S� M ,t Fcc < q� STRUCTURE li 1 I STORM SEWER SYSTEM. OPEN SPACE TRACTS AND BUFFERS SHALL NOT 5g' g13" ; crililiq 11�1 1+ I11��I1�l I,IhI r EXISTING > °' BE USED FOR THIS PURPOSE UNLESS OTHERWISE APPROVED. PRIVATE 16 11I +�i 11 '11✓ 1` _r _ N ' 411l- ' Ii+i1111111� -,_ 'r GARAGE Building Areas : Existing Living Area 1044 Sq. Ft. ti 8 DRAINE LINES SHALL BE CONTAINED IN PRIVATE DRAINAGE EASEMENTS WITH Silt 11$41i11'11` I -rr z I A Existing Other Structures - 454 Sq. Ft. h M APPROPRIATE STATEMENTS PLACED ON APPROVING DOCUMENTS. V II iII Ili I ll I i '" . I,�1 I,o 1 250 Sq. Ft. ,rt / ' '-I MAINTENANCE NEW ' In 1 I1,-II11 I New Additional Floor 188 Sq. Ft. �' f e i 111 At/ J ry '�� 't:Tar;r �f' PI; Entry Deck - 244 S Ft. n 4. ALL EROSION AND SEDIMENTATION CONTROL METHODS SHALL BE REMODEL/ ; ++ AI+ 11144411 / i -BA25t�Fl9tse- 47J S . F{�-2 ' t z 8 MAINTAINED AND REGULARLY INSPECTED BY THE PERMIT APPLICANT IN ADDITION .____ 1 �ii�1�;+1!1i'�ilill sS Y Total Impervious Area 2161 Sq. Ft. t ,I �l l �' _ ORDER TO INSURE CONTINUED PERFORMANCE DURING THE LIFE OF i...___ iIlFlil�i p I r Z g N CONSTRUCTION. ( NOTE: WITHOUT PROPER MAINTANANCE, COUNTY i� aI i 1 d 111 // Lot Size 8983 Sq. Ft. I 0 t� I w -> z s g BUILDINGIPS '---" '/ .[ z > ij M : INSPECTORS MAY SUSPEND ALL AUTHORISED WORK ON YOUR PROJECT �''l Totgl Lot Coverage 24°/ �' �' UNTILL CORRECTIVE MEASURES ARE COMPLETED). j // o z w UNUSUAL EVENTS -'c t. , t so //_ 5. ANY ADVERSE EFFECTS OF INCREASED RUNOFF ( UNUSUAL OR LARGE r20 at- s- / sg STORM EVENTS) RESULTING FROM LAND DISTURBING ACTIVITYES SHALL BE // DRAWING INDEX €1 _ : CONTROLLED BY APPROPRIATE MEASURES AS SOON AS POSSIBLE. SD - ,<,�-_ - """ ADDITIONAL EROSION CONTROL MEASURES MAY BE NECESSARY WHERE ' s ,7 ! W .. _ 3a k % 1 - Site Plan, Project Information YOUR PROJECT IS LOCATED ADJACENT TO A CRITICAL AREA. FOR MORE I l 4II I INFORMATION REGARDING GRADING AND DRAINAGE PROVISIONS SEE SCC , x ,-_ 2 Elevations 3 - Foundation Plan , Wall Framing Plans 1 CO N 20' 4 - Floor Framing r - : r�,(sl' ,R ,.m - - - _ _ _ - _ RoofFramingPlanst. • WORK SHOP � ; \ �` 0 �" �_ I„ �, 204 Sq. Ft. I 5 Building Sections L. • ____ I [ �i " ® Existing Structure 4— 1 . X X X X X j- "_ . ..i .6 , r. Gil ! a - .1 __ s9.a6' 6 Deck Framing Plan - • N89d59'45"E —10 r;-1rri art,, rt ul ,1 , 1A- e 3I- 2#,�, NI l' r:l _ : t _► — est H �uildinig Sections LCL • ...L_— Le _ u.� .I y„ S a .. I_ \ 2A- Gues ous: Wall Framing Plan �� G N , � f ""' ' ' �� Roof Framing Plan I I h "Q � ,� d t� r^ SITE PLAN ,6;�; t^ i �-' rr� ' it r , Wye „vr n n,i n r „ r urns, 1 t '-' u 1m4lMfE�k �T —� 7 _ _ \ = 3A Guest . .se Foundation Plan {� �^ ^,rrrn ,nnn, 'I r w r• i pyyy�jppypy �J{y� fl 1 v, L,L �iJY# i ,T.Fl - Liu -, r rail u' i/H ri'' ." r L D 1" 10r-0n " # ,T i �yyy��y -py_�yr' ul' - �1 G 4 ` Floor Framing Plan l ,'.'.1"L.°ri I`Iir�Ir `I I Lw �'i ,. E!!N1h1'M . 'ma! raw'," + k ' ( _ I / - Str Ural &' t4'-'°Y+MWWNN' I� V' �" k '\ 11 tural 1t .--7 rn t k41aL.5E , ^1,. : 1 _i \ 0 8983 LOT SQ. FT. Y , �r T - t-_GGGGOIIrIll j M:III4 . �^ _ C) -I % Qnilgi Pf� fil : I ��� ,i 1 f PiZEI �_�ivet-' 9!! - � ' \ _ \ CITY O',ARC:OATES �'f-NMl •f ti..EN, Ef � � CA -,---4 : CI tiny_ r:4 ON _ �,�� �ay � �. c ' �I,i � � t I � APPROVED �A 00 r fi sle - _ • i+�i, ii r, .1L� _ % i �� PERMIT NC• Zr0 .a—, _Gm ilea s;, . , C, ' k 4 I - J I u II J ADDRESS ..41.1. E ., _., co F zc r t , r 1 1 _ _ - ... - �� H .t-ti.1._ I l' ki < bI ti �� o I o APPROVED L3Y. .. .�/:' __rTF 71fr — r l0[` t _I_� -t .���� �� L — • L JBJECI IO FIE INSPECTION. ( .,E SIcufrtt ii _ r _I p _ -�. 54.01 I - ID EXISTING STRUCTURE LINE G a it'i ATI FIELD r� 1 c+,.. — E — Alts,_ 53.00'1 / �• l.. nN nl- ,�5t?F IS , ie I NCI. �. � < . . • 5200' II IID 1111, 11 II 11 IIQ +.1 --a' —T--f _ .._,— a -+ner» 49.00' -4- — -- -- — -- - — - I I ppp� l z M Ct ( v -,8 _ Si s _ - -• - % 32'-3.16" 48'-44' / 19' 2$" / L DESIGNED BY -= �' - 99'-1016" ,J' Schemmer Consulting Group - 3 360-293-9006' EXISTING STRUCTURE LINE VICINITY MAP SITE PROFILE JOB NO. 14-079 NOT TO SCALE 1/8" = 1'-0" s. CAD FILE: Jones Project PLOT DATE: Z 0 -r-`� t-� L T11r 7 T .�.� � r-Y1-f 'y __r__ iLc F � Tlr�-L1 �,���1 C I. T I 18 EXISTING S r1T 7� �r T r �� T ��� cew I __`'SL:TLL, C 1 L,rl T 1_,T1? 14rL 1111I _I r�LS i_T -1 1rL 7_ , I 7 o AI 1 _1 r I T— L �. _t� rT 7 , r r L L I l i-_L� 1 4.r- I _J_ _ r r L 1 L . a LZ L� 1�' T C SJ S I�L�_T.1�LI L� L T� . J._' _ 1_ . __1. i_ 1.. t.._1_4_;_ A i ' r Q T -T 1 r 7 L s L 1I1 L l L 1 , T -[ '._LLI L' i _S, L.i ,_IS r , .r....-.- T`--3' '- -' 4' L, r 7 ---r '.1-Ll _L__, �� -.� I l 1 rT. -'-� 1- 1-C. i.`ter. -l' T 1___ -r �11_ 1 i �. . 1 _,I_ S _� 1 -- [ _ __ L.r.L�_L _ L - 1 I .f_ 17 ._1 1 L _ - f J -I T .. I 1 I `�` } T .��_.. .. — .. ._ � _� �_ T r 1_ -i L _ __`A T i T i 1 .1 _L1� r i �] ,a+� 1 1-T i .1._ 1____, i L _I I 1 S.__i. 1.J 1_ I _I -T L T T . 'T 1._ 1 S 1.. . r S�- r 7 L 1 1 T .. _._ I 1- r i 7 L' _1 I. i_ _LEL -1-1-_ L� 1 1 -L__1-� 1 _lam,-„ 1 -1 Z I 1 I L 1 T 7 �l.r. 1 1. _7-:_._.. 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Lt- 1-L�[ �:: - 5 PLATE HT — lull o 19' 916 - 5/4x 8 PRIMES SPRUCE _ _ 0 U --- --- - - --- — - / - FASCIA BOARDS _- NOTE : o o111(3w co- - ' CHECK ACTUAL HT. 1/4"CLEAR PLEXIGLASS -._. - _ _ - ____ ._..--- __--- ___________ J _- _ ... _..._ ._ r s x12 BEAMS W/ - �� - - __ __ MATCH NEW TO i o o �, - _ _- _. . _ __ 1xTK CEDAR WRAPS �.. - .. - - -- ..- _ .. _.-. _ - EXISTING ow z Foo�rL,_ ---__ .:-- -- - -- _. ----- -- (3)SIDES - - --- - ---- _.. - --- -- _ _-_ p ���. F ,r1�,. »: - :<... , . . --'-- — - - - --- u>_L - - -- „'off- .. - --- - - co i z w m ;i - __ _ - '�- _- --_-___ : .- _. :. 11' wvvi zozzgzo�0-0,, --- _ - --- '+ __ -_ -_ _. 6 x 6 PT POST W/ - ..__ .:"-- - _ _-- ___ m w o o 0�w J a W I _-. __-- _.. I - 1xTK CEDAR WRAPS ... __ __ - N~0UWw'^z'maa°� . __ I (4)SIDES .._ _ - _ — _ - zm�a�Qi�zooao ._.�r 111 _ ._- _ _ I—— __ _ - _-___ pmaU NN w Z�' wE ozu mu . . 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' ' I L I 7 IIIIIIN ..�I MZ _ M�MO��SSEM�� i1SS= ME� S �� Cy_h1 -1_L_1E. UMW WA. ����11111111111.13111 ������� _ - _ - _.. I I t I I I I I I ..: - MIS EWEN 1 1In �s I ME OM ������� s M�� -_SSEINE mm _ ���':L -r .�>- =�m - m��� - __ __ .. . .__- l- 5/4"x 12 PRIMED SPRUCE BELLY ] r S �Z ��� L1_�L, � �- -==V-_- ,1._ MM�=��==` - - -- BAND-BOARD W/1 1/16 x 1 5/8 DRIP EDGE ABOVE , , , 1 _"1 1T=r L =SEM ME�==== MEME�M T� ��MEME� ME��E�1 EMS 1 r 1__T S��l� �._ =- - _. . ----- - - L-_ " 8 - _. _--- - _ _ - - --- -- __ _._ . . .._._ __ .. __ _.. 1 x 6 T&G CLEAR CEDAR SOFFITS, P. m......m...d,.�.,. I TS TY _ - -- _... .. _- - --- -- - - _ - - UCE _ _ _ -_. -- - ---- ------ - -- - 5/4 x 8 PRIMES SPR -. -- �- -_ -- - -- --- --- -. FASCIA BOARDS - _ 1 x 4 PRIMED SPRUCE �✓ --- - -- - -- -- - __ -- -- - = CORNERBOARDS,TYP. - _ __ ,_ _ 111 - ° '`2 — - WHITE WOOD LOW-E WINDOWS , J ,aw RESIDE EXISTING j' CDi �.4� - -_ - __. -_--- -- _..__ ___—II ibi. ---- ® --- ---- II- ! 6%a"HARDIE PLANK V 1 .. STRUCTURE . -_ -_ r,.=%I,r>, rer -- :.-. .---- -- - __- .__._ - --- / 5"TO THE WEATHER • 1� flIl ■■ ■■ ■■ ■■ _- -- �� N --- ,�a __ _ - -_ - ■■ ■■ ■■ Mn ---- -- - --- __ SIDING TYP. (�) N HARDI SIDING c m I (1) WITH 6 1/4 PROVIDE MIN,6"BETWEEN Up III I ANY LANDSCAPING AND Cl.) Sx8"MIN.x4"CONC.PAD EXISTING WINDOW TO SOUTH ELEVATION POUR OVER A MIN.6"COMPATIBLE FILL WOOD,TYP. • - it I 11 BE REMOVED 1/4" = 1'-0" iwat RESIDE EXISTING CRAWL AREA W/ 12" O.C. T-111 WEST ELEVATION +4-+ ; USE 2 x 8 MIN. PT AT BOTTOM FOR 1/4" = 1'-0" 0 I-0 O LANDSCAPING TO ABUT ('r) C. �a. Ct DESIGNED BY Schemmer Consulting Group H 360-293-9006 JOB NO. 14-079 CAD FILE: Jones Project PLOT DATE: 7816 3'-5$„ H e I , / l/ / / N 90° \ % / / /// / / '// / i / i _ ] V \// i / n / / //.// / / / � / 9 � � UJ / / �' / /�/� // /, 3 116 NEW GAS STOVE II ii /'//// f / // // /j //// /l ,. � \ VENT TO OUTSIDE ��i- - # Q // / � // ///KA/ / //i '/, tyj // 8 32 / hi I Q / i / / / / / / �// g © 0 _ o " /, / //' / ��/�� / ������� / �DJ� NEW CLOSET ��� //// / �/// // W/SHELVE 2'-6�„ 114 / / ///// / //V / 6' 3" c9 / / / O O - 1 j I- - � I I rn ¢ w /��/ /7 /� /� 40 L _.-_ _ C1 Gl U / // / / /% /'• / / / FEL _ ./ - I I It ill i t -- ��Nw�tt~��4o�3> �I /�// / / / / / / I I (1 I I c�i��'��t�"�nw�cwim / ' �/ / / / / / �// I _� �o�� / /// j 1 // / 6-3 it LL ;E1dI / -% / i / / // / /� m(- /q 12'_ .' ' / / / / ; X— o- Q3Q z i //// / / / (( ! m I. // , �'/ EXISTING STRUCTURE j �/ - 1-g0�=�0-ocn4Qrx=o Q_i____________121 ‘ ///// , //7 / , ///, ///:///,/ / //7 / / / / / 1 , iii / / i � // / i%j/ % " 116 / 2' 1016 I> 1 1 � — 116 2 1016'f O �/ % j� ,/ �� / / // / ' 'y,. A/ op ,/- � 2-4 - NEW '- - -- FAN -SHELVES- -'i 3 c�1 // /� /�� 1 316 vro N 0 . / j�/j //j // 1 2' 10 5 .. / 10' 95" 4 6q 4" 4' �1" �o y 0 U r�B 0� 16 8 /� �. ST Tl : �J_ r, k 2 s Tk , : Tl w , IlEil / / , 1 4„ = 1'-0„ i Q § / 1/4' 1 0 2 4'— w 0 /////// j/ / / -0 NEW CLOSET SHELVING I� omi- o I t (7 A W/D <o z rn /' / NEW CLOSET SHELVING'; 0 1 W > Z o Zaj / / /� / � � / o �XI DINNING C% wnCCco oti / / /// =� — T -E- - WOOD X / JJJ o / / , i / 28 13'_111„ 1 NEW �T �� x // / / / i, �/ 0 18 12' 62" z a KITCHEN 4 13'- 11„ 16 // � � �- -� � I - - • • / 9'-�1 BCL EDROOM PET �exisnNc CABINETS 9 �. -. --. H ODDVENTS CFM - _._-- WOAD �-� -. _ - - --. igio - e / / // /,/� / // r_ aeLoenreoroHERE VENT TO OUTSIDE I ]„ A ///// //// / 4'-5 REF12-6] . ri cm // / / /_ \ 4-O x 5-0 SH 2-O x 6-4 SH 5-0 7 x 1- FX x 6-8 FD P x 1 2-0 7 x 6-0 SH 3-6 x 1-7 FX 3-66 x 3-6 SH \ \ x1-7 FX t 0" IS FF HEIGHT / 5'-58' / 5'-04" / 3'-25" / 3'-9" 1 / . 3'-9" / 3'-3" / 6'-114' / 5' O$" / ! 13'-54" o' / 2'-11$" / 12' / 1 1„ g E / 101-61 / 25'-11-1 / , O T }015 L. ' Ca �\ -CD / 36'-58. / 2 -a ILL �• z =EXISTING WALLS a3 O TO BE REMOVED 2 LI 1 L ---' =EXISTING WALLS FOUNDATION PLAN WALL FRAMING PLAN TOBEREMN , -NEWWALLS CV .�x 14' = 1'-0" 114" = 1'-0„ 188 SQ. FT. NEW fi 0 • rI CVcit N N CXD FOUNDATION PLAN NOTES WALL FRAMING NOTES C O 8" thick X 2' min. tall concrete wall with # 4 bar @ 18" O.C. vertical ® Step foundation walls per elevation change as required. ® 2x6 Ext. wall framing spaced at 16" on center 4x10 DF #2 headers. Typical unless noted otherwise. 3 ..� and # 4 bar @ 18" O.C. horizontal unless noted otherwise.( U.N.O.) Provide (1) btm. plate and (2) top plate, plate slices no less than 4'. ® Provide 1/2" x 10" anchor bolts @ 48" O.C. U.N.O., © Posts & Beams above post pads. Provide 7/16" thick OSB sheathing on perimeter bearing walls. See FLOOR FRAMING PLAN for header size. Q and no more than 12" from ends of plates U.N.O. See FLOOR FRAMING & DECK FRAMING plans Provide R- 21 insulation. Typical U. N. O. See TYPICAL WALL SECTION for details. for post and beam sizes. ® All windows and doors with glass to be tI N 2x6 Int. stud wall. Space studs at 16" on center. Low-E glazing per 2006 WSEC. � �+ , io Screened foundation vents. Provide 1 sq. ft. of net free area V 2g 16" wide by 8" thick concrete footing with (2) #4 bar Cont. 2x4 Int. stud wall. PT bottom late. T ical at Int. unless noted otherwise. �--t for each 150 sq. ft. of under floor area. 20 P YP 5 Stair treads to be no less than 10 1/2", no less than 36" wide. --, LCr)O n Pour over undisturbed earth. ( 188 / 150 = 1.25 Sq. Ft.) Space studs at 16" on center. Risers to be no more than 7 3/4" C� CC$ Provide a hand rail no less than 34" and no more than 38" " © Min 18"W x 18"W x 8" DeepPost Pad O2x4 Int. stud wall. PT bottom plate. Provide a min 1/2" Z "Cr 8 4" thick concrete slab / sidewalk. ® from nose of tread. FF—�� W/ (4) # 4 bar each way. Pour over a min. 6" compacted fill material. space between wood and concrete. Provide 5/8" GWB under stairs. Provide a draft stop a min. 10' O.C. DESIGNED BY Space studs at 16" on center. © Provide solid bearing to foundation below. Schemmer Consulting Group p Provide R-11 inslulation. Typical at bearing post locations. 360-293-9006 _• Typical at wall to foundation locations. See MAIN FLOOR FRAMING PLAN for locations. JOB NO. i 14-079 :M, Smoke & Carbon Monoxide Detectors FAN 3VTO CAD FILE: Jones Project PLOT DATE: A A 6 6 /�/712 2%//// % / %/ /j p �/ ���/;/;// / // �/ �ill i / / // // /I //7/ /// ////a' j(/// ///// / / , ��� / / %/ /////4// it / / o // / // / II / �i/ / / / z W p / 5: /<77 / 7 / / / / / /// / /// // / ' \ / ww �_���� /�/�/ / 7 C. mFa�tt w�z¢¢�o4 // / // / //// //// ® U � 1__.—.j-__I r.— —..__._ 3roo zE aorc�iLo zoz �//// / Ij I III J�HMm<O � • f / / omaUVaNfw a-"L W . / //:////4 i // T wee ac3a,W.10anowiEa as /' / EXISTING STRUCTURE ;/ �i�,/" z / i // ; / / / EXISTING 'CC /�� ////f/ /// /,/ II > o /// / / / /7,/ // // / % / / / J M i _ 'fin o' 9-116' / 2'-1016" T // \ 8 8 / . / / ' // / , / / / /� 4'-019 // �� w w z o \/ / // . / Ac ///// , / 27/ / / I / F _, - -, �. ��y/4/, / / / — — - - - ® 6 W 1 0 RIDGE C /r/ � /// / / 0I 13' 116 ��A a3 ^ Aek /// V // / / /:// / //'*5/ // . //47, /7 // I I 1 02/ , , L _L.R._ ,l D E E / 12' /1/ © i U. U. 0 c 4— L m. . ot . 5 FLOOR FRAMING PLAN ROOF FRAMING PLAN U 1/4" = 1'-0" 1/4" = 11_0" I N CO W 0 FLOOR FRAMING NOTES ROOF FRAMING NOTES ck 0 9 1/2" deep BCI 6500 1.8 or equal spaced at 16" on center 08:12 2 x 4 engineered Roof Trusses, spaced at 24" on center. 61 8:12 2 x 4 engineered Roof Truss, designed for additional loading Provide 7/16" thick OSB sheathing. spaced at 24" on center. with 3/4" T&G plywood sub floor material. Connect to wall framing with Simpson H-1 framing anchor's. Provide 1' 7 3/8" Heel Height (VERIFY ON SITE) Ci)Provide fillers, web stiffeners, blocking panels and backer blocks 1—' C/1 recommended bythe manufacturer. Provide 7/16" thick OSB sheathing. 2 24 x 48 Sk lite y Connect to wall framing with Simpson H-1 framing anchors. '� a�+ 02 9 1/2" x 1 1/16" Versa-Strand or equal rim joist. Typical at perimeter O3 2 x 6 bearing wall, studs spaced at 16" on center. 1 7) 8:12 2 x 4 engineered Gable End Roof Truss V�--1 0 Provide 7/16" OSB sheathing at perimeter bearing walls. Provide 1' 7 3/8" Heel Height ( VERIFY ON SITE) ?--1 c� 30 4 x 12 DF at Floor Beams Ct r-1 ® 5/4" x 8" primed spruce facia board. (typical) ® Foundation / Bearing wall below O All load bearing headers to be 4 5� x 4 DF post's, connect to beam w/ 1 x 4 cleats 4 x 10 DF, unless noted otherwise. DESIGNED BY connect to footing w. Simpson AB44 (typ.) _ ____.__ . . --- 36o 2 3 9006Consultin9 Group { JOB NO. ° / i 14-079 CAD FILE: Jones Project PLOT DATE: 4 (7' z p I co ., Q — ._ _ 11 y / - s 1 EAST KITCHEN WALL D-Dco 10' 10. 0 1/4" = 1'-0" o 0 _1 se _1 - 1 JD L iD 0 r x 0 I f f mL I w- r \ 4 \ \ R ow -� w_ �� EEViwFK .NJOr 3> 1 % AI KC I 1 0 0- - X �� �m BUILDING SECTION A-A 6= =j1w Ow�Um QUl OZNi-Za W In ZOZ_ ,000Q m O0O-pra aow zrEcc •• Y (01 w 0 W w°w Z' O cer 0W W JO a 0 3 • — zmo ccocrzoaao • BUILDING SECTION B-B 0 awo <oW WOZgz o aw,nawEE �-w, w NQoowoox,nm owa w x>ce¢xa¢ooaw,co F a - QQ -ao1-oawamow, a 1/4" = 1'-0" 1O EXIST. 2-0x5-0SH 2-0x5-0SH J-., z I I I I z BUILDING SECTION NOTES ENTRY DECK_ J 10' CL. ° a Cr See Foundation, Floor Framing, Wall Framing, Roof Framing - C 1 and Elevation Plans for additional requirements. 2-8 z ssii SH IPr. c 0 NS O Footings to be a min. of 18" below grade. - `+, ? N Wood sill plate's to be a min. 6" above grade. N 0 `S g o m4 0 �ti z M OBackfill to provide natural drainage away from structure. w x 52LiAl O to 0 Provide a 4' tight g linea roof drairain n. @ perimeter. BEDROOM 1 J�� x c� a c o g Q oin System to drain to an approved location. 10' CL. = z c7 ,, N - O8" thick , steel reinforced concrete wall over a "; xr w W W 'A16"wide by 8" thick concrete spread footing. C...) 0 re N 74,S .8 Footings to be poured over undisturbed earth. Cl1 w N W m o -y© 2 x 6 exterior stud wall framing spaced at 16" on center. �-� Provide (2) top plates with splices a min of 48" apart. � LIVING ROOM \\-__.„„,..) Provide Fire Blocking at 10' intervals each way 10' CL. n Provide 7/16" OSB sheathing at perimeter walls. * g Provide R-21 insulation at perimeter walls. >r J C _ 2 x 4 interior stud wall framing spaced at 16" on center. Provide (2) top plates with splices a min of 48" apart. — I I L 0 .. 5 J 0 -1-1 ® 2 X PT sill, bolted to foundation wall ( See TYPICAL WALL SECTION for details) _ _ w 0 BATH t _o L—► - U ::: - O 9.5" deep BC! 6500 1.8 or approved equal spaced at 16" on center ) w 10' CL. W L . with 3/4"thick T&G plywood sub-floor. - I eoo"I I"� I I _ ° ° ° I I - 00 Provide fillers and blocking per manuf. recommendations �"'� DINING ROOM -N 10 4 x 10 DF#2 headers at bearing walls unless noted otherwise. 10' CL. x m O See FLOOR FRAMING PLANS and ROOF FRAMING PLAN for header size. - ow 0) © L (leg ._a _ _L J 1 1 08:12 Hip system 2 x 8 DF Rafters = N Spaced at 24" on center and connected to wall framing with Simpson x rn C -0 -I—° © H-1 framing anchors. See ROOF FRAMING PLAN for additional information. I b .— ' (n Provide 7/16"thick OSB sheathing. x - _H Ct " 'X Provide roofing per owners selection. ,,o - X0 © BUILDING SECTION C-C x oEDROOM 2 W 1/4" = 1'-0" O 12 Provide "Weather Dek" or eq. deck surface per N owners choice. 0Insulation at roof truss area , 4A R-41 loose fill blown insulation. Maintain 1" min. ventilation space KITCHEN V and provide PVA paint or polyethylene sheet vapor retarder at interior side. 10' CL. I 0R-38 Batt insulation between floor joist. 1. C 15 • C f 4"thick conc. slab w/fiber mesh incorporated. Tom^ Cl Poured over a min. 6" compatible soil. L `V See FOUNDATION PLAN for details. 16 Provide a min. 36" high Guard Rail constructed 9 so a 4" sphere may not pass through. ',Ix a 17 Stairs not to exceed 7 3/4" risers and no less than 10%" for treads. Provide an approved hand rail no more than 38" an no less N than 34" measured from the nose of tread vertical. CLOSET LAUNDRY/ MUD ROOM 0 . Provide 5/8" DWB under the stringers. 8' CL. 8' CL. kmt . Provide a min. 6'-8" headroom. a--+ 4_,) pr., LI Up cov0 ri EXISTING STRUCTURE DESIGNED BY Schemmer Consulting Group 1/4" = 1'-0" 360-293-9006 JOB NO. 14-079 CAD FILE: Jones Project PLOT DATE: 5 r , a) Z 0 en. X a a a / /J T /7/// ' / �/i o // / / / , �/ / / ��0 / V A / / S /://,:///):////, , / / / /1 - // / XASIVZ:', * X. / //1/2/1/4/ 0 0 /// // I 12' / / / / o o 0 �j j/7/ ' 5" , V/y7 � �.,_11$ 2-108 / / O___ -_ _ _. - R - Tono / 2 B4 / ', /Iyi7 / 1 1/t-- g> cewwor>ctitmceMcio<mx w 7 /7 / 0/ / 21-8° — --- _ - -- �'.. —— // /� / / 6'-3" raoac�alna7mwra p / 2' 8" SOOIII IIIIII — -- --- — a. 5 //1 �/ i / ���ref 0/ .__ ter. 1 -��ssAD / / / /r//�/- 7 c (1 t ‘ / i or \ OF zA279 o r ,r,_jl /// / •- ' 2'-8" I �© // ,, I © © 4 ti) c q i / // I ® © 0. / 0 J N /� / ' ® 2.8" // / I ci /// / if/ r. 0 11 II rn r. y,/ / I� A I [ 5- 4� W W M g / � � z a ?-t--— -: - - d r A�� 2' 8 " 1 6 // / ,,// li \ ) ///// // 1/ , V 1:3 / / V /7/Y /7 , , _,__,(6,____ _,___, e_ ___ _ rr 0. 4 \ \ . /4:// r ;ley I / f j/ r O / / / ® o d /�/ _ / // / NORTH DECK SECTION F-F /r� 'c6 o ; , a) IMINS v -I --�-61' / I r ' / - _ �P_ L ��i �t I I I I! 1/4" = 1'-0" DECK ROOF PLAN DECK FRAMING PLAN a) 1/4„ _1,_0„ 1/4 - 1,-0" C.) S' 11:4 Q) 75, rt 1-1 .� CA DECK FRAMING NOTES N CON O (2)2 x 10 PT joist at 16" O,C. Connect to ledger board 6 5/4 x 6" "Weather Dex" Decking or equal, connect to joist w/ 05' x 7' x 4" thick conc. stair landing w/ Simpson LUS210-2 Z. 2 3/4" Decking screws, (2) per joist. 12 2 3/4":12 3 x 6 Cedar Rafters @ 32" O,C. ate.) ©2 2 x 10 PT ledger 0 Wood railing system w/min. 2 x 4 top & bottom rails Connect to existing Facia bd. @ top c)c/i, „,11,,-:.:':.':_.7_,:,';''''',. Bolt to Floor framing w/ 5" x 1-2" galy. bolts, nuts & washers at a min. 36" from top of decking to the top of railing Connect to New 6 x 10 @ bottom O p4cf:. @ 16"0.C. staggered. w/ 2 x 2 pickets at a min. 5 1/2" O.C. ( if required ) 13 Existing Roof overhang. Appox. 1'-6" wide. • 2 x 10 PT Rim joist. �s Min, 18"W x 18"W x 10" Deep Post Pad 14 '� ; O /a x 32" wide clear plexi-glass. V w/ 1 x 12 primed spruce skid board. Bottom of pad to be a min. 18" below final grade. Connect top and bottom w/ #10 x 1" screws w/ rubber washers Q ' Pour over undisturbed earth. C'7 V ® 6 x 6 PT post, connect to conc. pad w/ 15 3/4' x 3" cedar above plexi-glass joints. Ct v Simpson AB66Z and to beam above w/ A Stair treads to be no less than 10 1/2", no less than 36" wide. connect to Rafters below w/ #10 x 2" screws w/ rubber washers 4Ct r"I41 Simpson BC66Z. (Typical) Risers to be no more than 7 3/4" @ 12" O,C. Z 1 aB 6 x 6 PT post, wrap post w/ 3/a" cedar Provide a hand rail no less than 34" and no more than 38" 16 3 from nose of tread if more than 3 risers. /a x 12" cedar wraps ( 3 sides ) at beam DESIGNED By connect to beam below and to beam Schemmer Consulting Group « above w/ Simpson BC66Z. (Typical) ,10 2 x 12 PT DF stair stringers 16" O.C. 17 2 x 6 cedar facia board 360-293-9006 ® 6 x 10 PT Deck beams. 18 2 x 6 cedar blocing in between 3 x 6 rafters JOB NO. 14-079 6 CAD FILE: Jones Project PLOT DATE: „ I 14 v) Ix ” 0 ro .- i� I 3 00 � i � 00 it i Ir r 1 \ EE SECTION F-F SHEET 7 -�- L� i '- -�_ �J-r ab 10 R DETAILS -�r T-'-J �L L ��t 1�1 �►� a ¢ �1�� 11 l._�1T1 50 YR.COMP.ROOFINGMe �� ;^ ._ ., - - bd 0 N ld �tK__ G ._• ._. PER OWNERS CHOICE rt -n ell �- _—__ - - X Y ,__� , OVER 30#FELT,TYP. a\ �� - _` Ill iii -1 5/4 x 8 PRIMES SPRUCE �����MEIllI� � r IIIIIIIII.IIIIIIII A� .. _.__ _ - - -� FASCIA BOARDS O 15 k.17 T i 111 T II II aIL! o 0 _ _ ' _ - -- - 1 x 6 T&G CLEAR CEDAR SOFFITS, P. _. . -_ — _._ __.-. __- -.--- W V Igo o ' _ 9 01. F; - WHITEVINYLLOW-EWINDOWST a`E -0 T'oZLLi3� 1 .- ZSFZJWW �W �� _... r, l I Ali -� 6Ye HARDIE PLANK - wmzoz gzzmp - - .. -_ - -- " b�� 5"TO THE WEATHER - _ m 000 wr-aoao- __ - - -; _ , » R `+ __ .. -_- SIDING TYP. �mom wmzmazo , - „ ,. : I I I. I 1.® d.14. 1 II -- . ,. : --- 1x4 PRIMED SPRUCE -- _ - Q oFiN�wN'��?�w �' -- - -- CORNER BOARDS,TYP. : arUe vUiawE�� a�w Lu 12 4 I maooW�oimi= }EWtt Q Q I- 4. _ I �2 KUV3 KXS(> a �� I--- ---- POURin.CON A MIN. COMPATIBLE FILL --- - WOOD TDSCAPING AND 4 z O __.-.. PROVIDE MIN.6"BETWEEN WEST ELEVATION ', C_] - 2 GUEST HOUSE NORTH ELEVATION Y4' = 1'-0" c i BUILDING SECTION A-A y4" _ ,' m in 11/4" = 1r Orr O 3 qN Z U 8 W 8 2 m ,2 p / / Q6.0625 Z _, m / li� I-- 1 � aa Nc� LI } z H oo i 1 z > 8 � M VL Wn m‘ ...) i lie, � G\ \ tii I 1 1 i ' \ i /\ 1 \ � t OVER-ALL HEIGHT s \ , iiiiiiriiri I ME�� :� .S � W. Q) CO `-d I I I 1 .� 6.0625 j C ,-ti � - _l` - ��limJ��i��i��J--��airdrime�aire �CILIEIra_ -}-, oci PLATE HEIGHT of 0 14'-716" H Hwail 1 - — Is 0 W G - ThOU 7-51„ — 2 BUILDI 4, - CTION B-B - 9' 1/4„ = 1'-Orr O _ _ �— TOP OF FOUNQ @ SOU H WALL -` FINISHED FLOOR _ 1 L LI 2'-6„ V BUILDING SECTION NOTES r — 7 104r TOP OF FOUND. OSee Foundation, Floor Framing, Wall Framing, Roof Framing ® 2 X PT sill, bolted to foundation wall / and Elevation Plans for additional requirements. Eli SOUTH ELEVATION ,,--10 9.5" deepBC! 6500 1.8 or approved equal spaced at 16" on center • '"' N O Footings to be a min. of 18" below grade. with 3/4"thick T&G plywood sub-floor.q p 1/4" = 1'-0" C N Wood sill plate's to be a min. 6" above grade. Provide fillers and blocking per manuf. recommendations EAST ELEVATION a% co 3 Backfill to provide natural drainage away from structure. 0w 10 6 x 8 DF#2 headers at bearing walls unless noted otherwise. I4" = 1 r-0" ® 4" perfer. footing drain continuous @ perimeter. See ROOF FRAMING PLAN for header size. Provide a 4" tight line roof drain. System to drain to an approved location. 8:12 Hip system 2 x 8 DF Rafters (—� 0 Provide blocking between rafters at wall edge. 0 6" thick , steel reinforced concrete wall over a Spaced at 24" on center and connected to wall framing with Simpson 12"wide by 6" thick concrete spread footing. H-1 framing anchors. See ROOF FRAMING PLAN for additional information. O .4-1 n Footings to be poured over undisturbed earth. Provide 7/16"thick OSB sheathing. Provide roofing per owners selection. }i S�-a © 2 x 6 exterior stud wall framing spaced at 16" on center. Provide (2)top plates with splices a min of 48" apart. 12 Provide exposed aggregate concrete patio In O U Provide 7/16" OSB sheathing at perimeter walls. CY) Provide R-21 insulation at perimeter walls. 13 Insulation at 2 x 8 DF roof rafters CCS Corebond High density sprayed on, no ventilation required Ct 7 2 x 4 interior stud wall framing spaced at 16" on center. Provide PVA paint or polyethylene sheet vapor retarder at interior side. Z . Provide (2) top plates with splices a min of 48" apart. Provide Fire Blocking at 10' intervals each way 14 R-38 Batt insulation between floor joist. DESIGNED BY Schemmer Consulting Group @1 x 6 T&G Clear cedar soffits w/2 x 6 DF joists @ 24" O.C. 360-293-9006 JOB NO. 14-079 1A CAD FILE: Jones Project PLOT DATE: ________ - "....._""-` ./7------- — \ e/ i 7-1 L 1 � r 1 I 4 1....11 -L"' w 3. ,1Ns 4 °° rnlm eelr , 1 i �i1sw r I 'i3 - i 2 i,' O , y N\ P80fr a. 8 , co / 12' / , 15-8" / w I / 1 H t \\ . / / 6' / 6' / 2'-10" / , 4-5- / 3 3" / 5'-1 1" / o -- aoxlsFx ' j 6x8DF T/y 3.5 i11.87' PSL \ \ \ I x3-4 m 1 DW - \ x ►� 5/8" e i 2 84 I 4' o 0 tv, e xx- z z Y i ' LL PROVIDE 100 CFM co / HOOD VENT C7 1151 s � . � � ' 3'-73/8" - in w " .... \ x �o Do VENT TO OUTSIDE AULTED S X: e O U - " O OOD 1-6 FX 3-0 x 1.6 FX I - pS - - -8( .. II v I hit . f - 3 0 x 5 0 SH 3-O x 5-0 SH 13-3 O O 5 0 �.f 1 . °Z �F= A w ::,,, a mo_ _. ow - w F�1 ;:� ww 1 , a zo�ai3.� 3 �, O ' 6 3'x4' 1 �� 2 22' U2rZ= �mOi-UmO REF. ROLLEGO 6m \ mVoao �aNaow1 -__-- __- - © wz Li vrzozz ox QQ 1 i ,___._ _. _ ____. _____ ". _._ __ -______ ._.. __ _I X 9 O WT Z>w<Ea¢UOa Z9O / 2X -'-wQw LI Za<¢ Ilk. mmz z LL O Z O a / \ 21' \ � _ " -. _ - STRUC URE LINE ao tx oma wcx.�a,f, oF�m 1 / ® O V', Ngwo >awwdwww F o O _¢oowoox�nrT¢uwa _ -__ _ 3x4 �? x>aax mmc��n_axc, Q ---- j ��� ROLLING NEW GAS STOVE O ,; r-acoal- c>ama2owia 0 I ABLE • VENTTOO D -I--- .r ,• . 2 6 2-615' lill milarlis illika. IFIrmill lermalia 4 LI V 6 , y.. B M 1 EL: / .r- VAULTED. s" !.!• —y 12�_92„ / © T 1 CMo I I1 ai : a J L—I 1 1 v \ / \ / \ / / V A FAN = : CLOSET — -1- — -- °o \, A/ \ \/ \/ \/ / 6'-9" o VTO ! ' 9'OL. /\� 7 C- p C Y r lc BATH 1 v i \ / v / \ / > pt F \. I \ i \ ! \ / / 4 a TILLE \,�,®_ — / TILE%, _ - /\ 1 /\ /\ N 8 U . w v)\ //., — —B8' ///i/ii @ - —B9 @�— x x 1 6 1 \ d / 1 6 FX \ \ Z :„ # I ,° l -_ Q 4-0 6 FX 4 0 FX 4-' x 1-6 FX 4-0 x - W s LI L p " o L I / 4' t 6' —7' 8" ` 6 6' .}' 4' g ; o / T 52d 1_3��r / 13'-11"/77 wbE m o / 7'-8" 0 (7 W 0 �GUEST HOUSE ia � � � 2 GUFS HOUSE ROOF FRAMING PLAN Li..4. E, :A =VAULTED WALLS WAI FRAMING PLAN Y =9' 1 1/4" WALLS 1/4" = -0° 475 q. Ft. \ c C ^C nW WALL FRAMING NOTES CD 0) ROOF FRAMING NOTES O 2x6 Ext. wall framing spaced at 16" on center = • 'E Provide (1) btm. plate and (2) top plate, plate slices no less than 4'. © 6 x 8 DF #2 headers. Typical unless noted otherwise. O 8:12 2 x 8 DF Rafters spaced at 24" on center. O E Provide 7/16" thick OSB sheathing on perimeter bearing walls. See ROOF FRAMING PLAN for header size. (a Provide 7/16" thick OSB sheathing. Provide R- 21 insulation. Typical U. N. O. ® All windows and doors with glass to be = C— L Connect to wall framing with Simpson H-1 framing anchor's. Low-E glazing per 2006 WSEC. 02 24" x 48" OR 24" X 24" O 2x4 Int. stud wall. . Typical at Int. unless noted otherwise. © l� 4--0 Skylite2 Stair treads to be no less than 10 1/2", no less than 36" wide. � 0 Space studs at 16" on center. Risers to be no more than 7 3/4" Q O3 2 x 6 bearing wall, studs spaced at 16" on center. �/ Provide 7/16" OSB sheathing at perimeter bearing walls. @ 2x4 Int. stud wall. PT bottom plate. Provide a min 1/2" 0 > L.L space between wood and concrete. c"o Smoke & Carbon Monoxide Detectors ® 5/4" x 8" primed spruce facia board. (typical) Provide a draft stop a min. 10' O.C. 0 All load bearing headers to be Space studs at 16" on center. FAN vrD Provide a min. 90 cfm exhaust fan. V 6 x 8 DF, unless noted otherwise. Provide R-11 inslulation. Vent to outside. Typical at wall to foundation locations. r-1 VD N Cli) N CO < O 4-1 Ct ., (1) U in CD Ste—, CO OU Ct 4-1 cat s~ , DESIGNED BY Schemmer Consulting Group 360-293-9006 JOB NO. 14-079 t CAD FILE: Jones Project PLOT DATE: `• . ___ K17— ? ,. 1 _1- T-L;_LLT� It - L 1, 1.i' T- I. _ITs 1 L � � , r1 r � :_.,_ ,-.:� � - L_,T�I 'Tr 7 15 .-1 ` rii , t .'_ r �`-]�1� ��L i��C � I .Lr Li1_�1�`YlS IL 1 � ���i�Ir,� I I I �, I 1_I I 1_-;-. , ' L T 7 `r- r ._.u_ _ T .L L.-L�..r'-,"TJ -r1 L _ ,_1 1 7 -�1__`' r r r L-. II—.I I._: 1 �J_. L�. _ , , II .. i-1 - - ----� -7 E. i --- 7� -C,.-.J. , T , tcLIIr .` ^L. . a - - L_ ..i.1_-S ��.�--`,_i._L._ _ I a r'— �'-? 1 1 �` . _-r 7. L 7 1_�-�-J 7�_�- ; _L �rt- �-, .I.. I �_��_1 i, .'_ ,. .5.._L.�_,_� L. '__I- 1. ��.�1..�J a_ I__7 1 .� ,-. ' J•- T r �.i. i_.y. I Cam ' .l _.L _., •- y_u.. �.._r. :_ i 1.,_. 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M" I 6'_3" NFNoowNzwzzo, — I 1 1 1 i 01 1 20' _ I �� BELOW FINIS' FLOOR 7 zm�zs��ozo ce r. 3wo wQorrowozmz � - I I' r.. ^ J�N S4 Wee��/�Ja?iWWW W © 1 1 I I I I 1 1 I - - - - — — - - O Lo I © © 15' Z\ MAX. © _ 8'-3" TOP O FOUND. WALL = 1'-7 1 I G ; I :' I 8'-9" 1 AB E FINIS FLOOR F. S'-9" 0c_D z -p C 0) I1 . 1 I I ,_? 3M . r j_l_I_ _ _ _ __ __ _ _, _ ___ ____‘...c I W o .,._ .Fa, iti- k W8.gos;.; t. ccoCo 0 i rn / 27, s„ / Z M W _ " '14 Kz v N I. W } IyZW� (O L Z7W4. 8 0 GUEST HOUSE t . Wrne4 ° FLOOR FRAMING PLAN � � '- "�` �, "- GUEST HOUSE FOUNDATION PLAN �A iv ,.. (10 (D N FLOOR FRAMING NOTES FOUNDATION PLAN NOTES = (as 6 0 1 6" thick concrete wall with # 4 bar @ 18" O.C. vertical I„L 10 9 1/2" deep BCI 6500 1.8 or equal spaced at 16" on center - k ; and # 4 bar @ 18" O.C. horizontal unless noted otherwise.( U.N.O.) -1—* - with 3/4" T&G plywood sub-floor material. Provide 1/2" x 10" anchor bolts @ 48" O.C. U.N.O., CA C L. Provide fillers, web stiffeners, blocking panels and backer blocks and no more than 12" from ends of plates U.N.O. recommended by the manufacturer. I See TYPICAL WALL SECTION for details. 0 it 0® 9 1/2" x 1 1/16" Versa-Strand or equal rim joist. Typical at perimeter .- ® 12" wide by 6" min. thick concrete footing with (2) #4 bar cont. - - - - Pour over undisturbed earth. Os 4 x 12 DF at Floor Beams w/ I C • 4 x 4 DF post's below. Connect post to concrete w/ s0 Step foundation walls per elevation change as required. („) Simpson ABW44 and to beam above w/ Simpson BC4 I 1 C.9 , ® Provide an asphalt sealant on the exterior of foundation walls Foundation / Bearing wall below 1t and footings with living space on the other side. 0Posts & Beams above post pads. N See FLOOR FRAMING & DECK FRAMING plans VD N for post and beam sizes. GO ® Screened foundation vents. Provide 1 sq. ft. of net free area for each 150 sq. ft. of under floor area. (ID ( 428 / 150 = 2.85 Sq. Ft.) (1) © 4" thick concrete slab / sidewalk. 0 � Pour over a min. 6" compacted fill material. ® Provide a minimum 30" wide x 24" tall crawl space access. N CU n �-+ COO CT «i Z DESIGNED BY , Schemmer Consulting Group 360-293-9006 JOB NO. 14-079 3A CAD FILE: Jones Project PLOT DATE: • " ,ice II I // / 4/1 / � // ///'/i /��f/;' III' /�//�/ f � z AUG 9 ZU15 //; i j/ /� / / / /� // j/;' /� /, ' / i C ' 7 //7/////7 ://: ii 1;11-:' ,': :,,I,H:: : '':,;',:::::11:,,',.: i 11 �- 1 �'/ ,/ J , { ; // // ,'',�/ ; �' II II !'Y �I - --_ __— _ `7 CJI /// I/ j// j/ /�// /j / / 7 / 7 /// / / / / / ' , , / / / 1///,, /V // y / / / 11/._ ,' I I I /0/1; / /7 till I / / / z t //0 ' ////3 ,,r, // /�f ..- jll -__=— t - I O O / IV /� / ,// �/ i ®T 0� o5. 1 • - - - —r — 7- -- -r— —1— —1 m \ I /7 / / \ 11 \ / / 1 \ \ \\I j/ /� : . DECK FLOOR FRAMING BEAM , I c> :////// ////// //:/// �� DECK ROOF FRAMING BEAM/ I in/ I I 4 / / // �// h 66 j w o 1// / / //7///// // J O¢ fi U / / 0 NI-ik:6-i.,I___ 7/ / // IA'/ vI _wro_poou: u-Lo //,/ / i / /// / / ////1/// 1/ /4/ i I1 1 4 % // / / -- _-` -CcoisitR , m°orcoz ramiaow // �I I ( % 3701VALEN , u�woz.‹,„, 21c- ... _ 4 tR i // / T,?,_12±/_,_/7/ Ce 1)-2°6 --1771/ 7 / wn�w_ T��_a�w W EXISTING 6"x 24" O 4 4 � / / �/ // 2 DECK „ z FOUNDATION WALL / t, z W/6" X 14" FOOTING / /// i / a / STRUCTURAL o J FLOOR FRAMING STRUCTURAL /f-_ '- _ I ' �!/, 1/4" = 1'-0" ii WALL FRAMING STRUCTURAL / Lo CV >r. ct > y N Y�1 gi tkW - a W1 i IISHEARWALL SCHEDULE ZIilasta J � �I N- 1 W Z 2Q mc , WF OMark# Sheathin Nailin NotesW1 Z f09 9 ww c7 i1+�1 0Z U ' *s 7/16"Structural Grade II OSB 1 FACE 8d Common or 10d Box @ 6" 1,2,6,9 z j � , — _.,:::- " ,„, ;.>�. _ ,u• �^' or Structural Grade II CDX plywood o,c.panel edges, 12"o.c.field w m �e I - 7/16"Structural Grade II OSB 1 FACE 8d Common or 10d Box @ 4" 2,3,6,9 I, \41141 n ,j O or Structural Grade II CDX plywood o,c.panel edges, 12"o.c.field C L - - ---HI -1 �I I / �� - �M 7/16"Structural Grade II OSB 1 FACE 8d Common or 10d Box @ 3" 2 3 7 9 �/ 1/ \ j ,$y„�, O or Structural Grade II CDX plywood o,c.panel edges, 12"o.c.field - _ � / 1llt _( ./� 7/16"Structural Grade II OSB 1 FACE 8d Common or 10d Box @ 2" 2,3,4,8,9 CO ' // I I ` \ �/ or Structural Grade II CDX plywood o,c. panel edges, 12"o.c.field ;/ -:-_I- -;__ ' S Structural Grade II OSB 2 FACE 8d Common or 10d Box @ 4" 7/16"----- ,,,���III 111 i Er \ T -1 5 or tructural Grade II CDX plywood o,c.panel edges, 12"o.c.field 2'3'4'8'9 / pp@ I 1 - >, 1 i � 7/16"Structural Grade II OSB 2 FACE 8d Common or 10d Box @ 3" 2 3 q 8 9 W 12 l ' � �\ - 1 © or Structural Grade II CDX plywood o,c. panel edges, 12"o.c.field I \ % 3 O 7/16"Structural Grade II OSB 2 FACE 8d Common or 10d Box @ 2" 2,3,4,8,9SImml [ \ \ - or Structural Grade II CDX plywood o,c.panel edges, 12"o.c.field '` Q I L \ I SHEARWALL NOTES: Q D al 1.ALL EXTERIOR WALLS TO BE TYPE@ U.N.O. LV j A� a hatak-; -___ __ _ __ 2.BLOCK ALL PANEL EDGES n I I - ° -- - i `' , 3. PROVIDE NOMINAL 3x FRAMING AT ABUTTING PNL. EDGES RECEIVING EDGE NAILING V I-�- 4. PROVIDE 3x SILL PLATE 1�-' 1' 5.OFFSET PANEL EDGES CO L I I 6.PROVIDE 1/2"A.B.@ 48"O.C.W 1/4"x 3"x 3"PLATE WASHERS,OR(2) 16d @ 8"O.C. -I-1 -- - - - -, - - I I 7. PROVIDE 1/2"A.B.@ 24"O.C.W 1/4"x 3"x 3"PLATE WASHERS. Il 8.PROVIDE 1/2"A.B. @ 12"O.C.W 1/4"x 3"x 3"PLATE WASHERS. 1 9.STUDS SHALL BE SPACED NOT MORE THAN 16"O.C. J J — HOLD DOWNS U Mark# Type - - - < 1 > Simpson MSTC52- FLOOR TO FLOOR CD ...�I rs^— - 1l—- ---I I - --- F— - ;1 O2 Simpson MST48 between floors 31 (B2) (B3) 1 % Simpson HDU2- SDS2.5 W/SSTB20 & (2) STUDSX Cl MAIN HOUSE ORSTHD10RJ Cl CO WALL BEAM SIZES ROOF BEAM SIZES FLOOR JOIST SIZES DECK JOIST SIZES O4 Simpson HDU5- SDS2.5 W/24"x 5/8"ALL-THREAD ( 12" IN EXISTING FOUNDATION WALL) 5 Simpson HDU8- SDS2.5 W/SST628 &4x6 POST = 2 2x10DF#2PT@16" O.C. Oco MAIN HOUSE ROOF STRUCTURAL BO1 = 4x10DF #2 �01� = 9.5 BC! 65001.8DF DJI O % Simpson HDU14- SDS2.5W/S61x30 $ 6x6POST = 4x10DF#2 B3 to 0 = 4 x 10 DF#2 O7 Simpson MSTC66 66 to 67 = 4 x 12 DF#2 % Simpson HDU11 -SDS2.5 W/SB1x30 & 6x6 POST F".Z VD vc 68 to -310 = 6x10DF#2PT % Simpson STHD14RJ D I 4--J S.-r Simpson STHD14 AUG i 9 2015 la �.,� O 10 U 11 Simpson HHRC44 J Ct 1--1 C7:1 ri 12 Simpson HCP4Z ROOF TO WALL Z a DESIGNED BY 1) Stronger hold downs can be used in lieu of these. Schemmer Consulting Group 360-293-9006 2) See Simpson Wood Construction Connectors book for proper installation. JOB NO. 3) 3x sill requires "SSTBL" hold downs where "SSTB" are labled above. 4) IF PONY WALL IS BELOW STHD, USE EQUAL OR GREATER PHD 14-079 WITH ALLTHREAD AND COUPLER. 1 1 CAD FILE: Jones Project PLOT DATE: l ■ ■ - - - - I, - - -- - - c_-OF 35th STREET - DRAINAGE NOTE: PROJECT INFORMATION TIE ALL FOUNDATION, ROOF AND PARKING DRAINS TO 4" PVC TIGHTLINE Project Info. : This Project consists of a new, wood frame, TO STORM DRAIN EASMENT. one story With crawl space Accessory Dwelling Unit (475 Sq. Ft. Guest House) TEMPORARY EROSION AND SEDIMENTATION CONTROL Owner : Nancy Jones P.O. Box 254 / 103 Polar Circle (TESC) 40, ACCESS ROAD Orcas Is., WA. 98280 360-376-2048 �, ' 1. CONSTRUCTION VEHICLE ACCESS SHALL BE LIMITED TO ONE ROUTE, 360-840-5492 UNLESS APPROVED BY THE OFFICIAL. Z A GRAVEL CONSTRUCTION ROAD SHALL BE INSTALLEDWHICH WILL REMOVE Project Address : 411 35th St. w AS MUCH MUD AND DIRT FROM THE VEHICLES AS POSSIBLE PRIOR TO Anacortes, WA. 98221 ENTERING THE PUBLIC ROADWAY.THE EFFECTIVENESS AND EFFICIENCY OF THE REMOVAL SHALL BE TO THE SATISFACTION OF THE OFFICIAL. 1 • ,,,,,,,,3 IF CONDITIONS ARE SUCH THAT AN INSUFFICIENT AMOUNT OF MATERIAL IS Legal Discrip#ion : (0.2100 ac) LOTS 4, 5 AND 6 BLOCK 30, REMOVED FROM THE TIRES BY CONTACT WITH THE AGGREGATE, THE TIRES SHALL BE WASHED PRIOR TO ENTERING THE PUBLIC RIGHT-OF-WAY. THE - - I _ 90.16' BEALE'S MAPLE GROVE TO ANACORTES, RECORDED in FROM THIS PROCESS SHALL BE DIRECTED TO A SEDIMENTATION \ i i S89d56'36"W Cgr; IN VOLUME 2 OF PLATS, PAGE 19, RECORDS OF SKAGIT 1111111111- cc POND OR OTHER APPROPRIATE SEDIMENT-TRAPPING BMPFOR TREATMENT I I PRIOR TO RELEASE TO THE PUBLIC STORM WATER SYSTEM. COUNTY, WASHINGTON. SURVEY AF#201410170060 THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION THAT SHALL 3 \ \` EXISTING City Zoning : Rr R 3 ",,,,,,,3 PREVENT THE TRACKING OR FLOW OF MUD ONTO THE PUBLIC o _\ CONCRETE o RIGHT-OF-WAY. PERIODIC MAINTANANCE OF THE ENTRANCE, INCLUDING 20' DRIVE W w Assessors Parcel # THE REMOVAL AND REPLACEMENT OF AGGREGATE,AND CLEANING AND/OR l^ I q 56752 z REPAIR OF SEDIMENT-TRAPPINGDEVICES SHALL BE PERFORMED AS w \ 450 Sq. Ft. co Q W CONDITIONS DICTATE OR AS DIRECTED BY THE OFFICIAL. / 5' / —75'_1L^ / 10' Codes : 2012 International Residential Code (IRC) o o U �, International Mechanical Code (IMC) ATDLEAST A DAILY BASIS. THE PUBLIC ROADWAYS SHALL BE CLEANED ON , .' I \ International Fuel Gas Code (IFGC) o W �_ i�O_OF I Uniform PlumbingCode UPC J SOIL STABILIZATION - (UPC) ¢g 3 o ,-0.,_ Lf&w 2. ALL EXPOSED SOILS SHALL BE PREVENTED FROM MOVING OFF-SITE OR \ N W F m o~ ' Y \ International Fire Code (IFC) zu.0.0 0 z.t-zm INTO NATURAL OR ARTIFICAL DRAINAGE SYSTEMS THROUGH SUITABLE w w°g8 4,5%)-`a e w APPLICATION OF BMP'S INCLUDING BUT NOT LIMITED TO SOD OR OTHER Washington State Ventilation and Indoor air to=w$o 3,"'„2wz e- VEGITATION, PLASTIC COVERING, MULCHING, OR APPLICATION OF GROUND o~=<W W_i0 •cao Quality Code (WSVIAQ) zo ior- < BASE ON AREAS TO BE PAVED. pl co gEnergy e, ou• u1 1-wm 3 0�1�,QolzZ�oz'^�c 2012 Washington State Code crw'-�=N ww mw \� W dwadWce 4.0, ) W PROTECTION OF ADJACENT PROPERTIES a cDst.8 L i- co N laic,ILr�acyi � w�� ¢O 3. ADJACENT PROPERTIES SHALL BE PROTECTED FROM SEDIMENT 01 c Construction Type : Type V, Non Rated ` °- DEPOSITION BY APPROPRIATE USE OF VEGETATIVE BUFFER STRIPS, m rn z111 immippir SEDIMENT BARRIERS OR FILTERS, DIKES, BERMS, OR MULCHING, OR BY A I Wes 3-411// fv ,be mqa-tioKrens/nyenon c z COMBINATION OF THESE MEASURES AND OTHER APPROPRIATE BMP'S. Occupancy Type s R-3 Accessory DwellingUnit o. Z P Y YP O : ( ) rYoa SURROUNDING PROPERTIES SHALL BE PROTECTED FROM STORM WATER --� RUNOFF FROM THE DEVELOPMENT. THIS SHALL BE ACCOMPLISHED BY EXISTING a CONSTRUCTING A PRIVATE DRAIN LINE ON THE PERIMETER OF THE STRUCTURE - 7 11/16" o %%///i//i, Building Height : 14' la DEVELOPMENT AND DISCHARGING THE STORM RUNOFF INTO A PUBLIC J Q m STORM SEWER SYSTEM. OPEN SPACE TRACTS AND BUFFERS SHALL NOT 59'_91.3� EXISTING ? 3 N BE USED FOR THIS PURPOSE UNLESS OTHERWISE APPROVED. PRIVATE 16 _ DRAINE LINES SHALL BE CONTAINED IN PRIVATE DRAINAGE EASEMENTS WITH Building Areas : Existing Living Area q• Ft. g APPROPRIATE STATEMENTS PLACED ON APPROVING DOCUMENTS. 250 Sq GE Existing Other Structures - 454 Sq. Ft. z X „�, Entry Deck - 47 Sq, Ft, r+ 61MAINTENANCE NEW % Guest House - 428 Sq. Ft. w o 8 4. ALL EROSION AND SEDIMENTATION CONTROL METHODS SHALL BE REMODEL/ G ///� Total Impervious Area - 2161 Sq. Ft. / ; 8 MAINTAINED AND REGULARLY INSPECTED BY THE PERMIT OORDER TO INSURE NOTE:ONIN WITHOUTPERFORMROPERANCE MA DURING CTHE LIFE OFTTY IN ADDITION _2-_a_" ?=t VA?:- --- Lot Size - 8983 Sq. Ft. w :2 6 l BUILDING ( ° =„ = Total Lot Coverage - 24% x z > c l "' INSPECTORS MAY SUSPEND ALL AUTHORISED WORK ON YOUR PROJECT - ,, - L, UNTILL CORRECTIVE MEASURES ARE COMPLETED. _ _ .-_..-- ...--_. .__ - I ,•'.:'. ,�;. .• r�� w tin , o Z 4.--..;.: `_ UNUSUAL EVENTS 5. ANY ADVERSE EFFECTS OF INCREASED RUNOFF ( UNUSUAL OR LARGE STORM EVENTS) RESULTING FROM LAND DISTURBING ACTIVITYES SHALL BE �_ ' I I I ,- } CONTROLLED BY APPROPRIATE MEASURES AS SOON AS POSSIBLE. __ -_-___l I \' \ - -. w t�$ ADDITIONAL EROSION CONTROL MEASURES MAY BE NECESSARY WHERE I _ _ / fi. z11S ' c YOUR PROJECT IS LOCATED ADJACENT TO A CRITICAL AREA. FOR MORE :1 SETBACK N. INFORMATION REGARDING GRADING AND DRAINAGE PROVISIONS SEE SCC 14.32. ..� 20' j . / _ .l.T.•l^.+ T - - _ y _ _ EXISTING r_S r e %wTr 1 - I II a v — — / �� L� il, ct ecs 24..• �4.-.1:- .I hr L C ATII; i I \� I ' � �. REMOVED (/ i --- WORK it: -,.1. ` 204s"3 '� O ta::! y. \ V SOP 1111,!u II11r.'llll I • * —` Sq. �/ /� ^ /� /� /\ 89.86" K ]C 'J to _ r ' ;� tllllllu • � ♦\ 1_ i Y. r Y, k9 ^x . - n.o..L41..P t,.44,M' \ - I •• �� -^ 8 �1�a7 _ ."3w � ef•+E,�'V+ 11}Aw Jar-1 �Ir„ .., --_ - _ / er � NEW"ADU" a :f:::« I r, 1 /n cn,'n. @ 475 S.F. �1 +w L l/�'`),�t-,.� Fr.I.,-wM. IY - T T \\,\ aC"� ' W 2 � ._ rt=' __ 1.44_ --_ __ . §—_1-. -- -_` ` SITE PLAN Fr+NAt:UR7k y , ftit . O Y 1 IlYU ��5� E au- :4 -44 t I yl u 1 11 lit 1 n / l \ © — G� ` `� n 411 35th St. j .. ,.. ,.Y.1.1..,.1.. rHiTl. b; .J.,..l»l..l..l. \ aECRM I„„1„,. i, �/! it iy nl a ,nr 1 1 , _� t l 1•(a..,�t.�•+> f j f S r Sc-r.' _ _ _ - _ 8983 LOT SO. FT. y� L` �x - _ _ _ SS' SU:� ' . ' Ls �L�' _` ,� �� �j�pURE v ,mow .. ^'+" _3: - y •_ I pub /� Cf ,��- 1.,,,,' '1-'+ .ww-„�.,- .Y. _ -. \a\\--\ I r PHOVED B 1. t-•.-=_- �' OVERSILi A EXISTING STRUCTURE �BJECI 1 O FIELD t1�15E�+1 ' J $ DF ;Ill? r II �tr � i , P ATIC�N � rnof ss NCI t - / ;; s 1 'tit w. . . e � ct v/lnI NCLU 11°C)C1 „ 4 , A IiA , .y t, �. _ tr s` j e 'Y - % - ACCESSORY DWELLING UNIT - y ..gligiallikillhTh C:14 \ /" J. li- �S to rf L- Tr /' le:2' I///I L ? _ _ �. , \ w ON I I I I I s= : c n ; �: m o t� to -:.-;7:4 44 - w iiii — o • 1.1 E _ - " ' - �� I� ". 0 �o EXISTING STRUCTURE LINE co 53.00 51.E DRAWING INDEX �� " _.± 1 ` — k...'e _ _ L1 / 1 ite a ctin ormation _ / asoo' 1 1 1 5 PI n Proje f• tI �'� U fall _- c f 1 A Guest House r--i Ct v 1 � _ a l� I as.00' — — — Elevations _ a i 45.00' �I _ a l- i IA - aa.o0' - - - - - - - , rt 2A Building Sections Z �4 - _ - ,- I _ -/� 43.00 Guest House 11 _ �/ Wall Framing Plan - - - 4 8 Roof Framing Plan DESIGNED BY Pal / /1' 48 48'-4 19'-2 a — i _ 1 _ ` Aj m+,, _ I" —��1_10 5 1\ Schemmer Consulting Group --- } 1f 16 3A- Guest House Foundation Plan t EXISTING STRUCTURE LINE Floor Framing Plan 360-293-9006 VICINITY MAP 1t SITE PROFILE Structural JOB No. 14-079 NOT TO SCALE 1`8 - 1 -0 CAD FILE: Jones Project PLOT DATE: . ., , I,',' - u) z 0 5 Er) , , i a. r _ _ _ SEE SECTION F-F SHEET 7 m � - ` FOR DETAILSft, -. - w f3 50 YR.COMP.ROOFING 0 � l i� 1 I r__. I I ¢ 4:---S--_ .�,__ 9 A I I A 41) " I PER OWNERS CHOICE OVER 30#FELT,TYP. ` W R , „ �__ 5/4 x 8 PRIMES SPRUCE // — --- -- - - - �'- - - FASCIA BOARDS 0 0 in __ { P .-.. flWtf U ,... t LE _ -- - - - -- 1 x 6 T&G CLEAR CEDAR SOFFITS,TYP. _______________----._ -__-".- ---- -- - i vi 11 - -- WHITE VINYL LOW-E WINDOWS _ _ - 3 w��l-w� __ . I O _. a� �;�.- _ - 6Y"HARDIE PLANK — �iz��wwm-iw�-cwim _... • I, : �A �A — 5"TO THE WEATHER -_--- _ --_ - mmoworz t�-.a�aow 7 SIDING TYP. —_— - NT_M8,17r2ca lii~ b 1 j.�-- �. 1 __ _ z WMJO Q O { } .� 0 . - --- - -- �J1x4 PRIMED SPRUCE -- - 3W4s<oWzWooz'^rz 11 ___..- _ ___ a ioam - f -- — CORNER BOARDS,TYP. — -- - om '^mawz,_oi 12 • m• -.. _.. . JPROVIDE MIN.6"BETWEEN © 4"min.CONC. PAD - ANY LANDSCAPING AND WOOD,TYP. z POUR OVER A MIN.6"COMPATIBLE FILL WEST E L E VAT I O N Z GUEST HOUSE NORTH ELEVATION ,4" = 1,-0" o g BUILDING SECTION A-A x = O = I�t LO pY1/4" = 1'-0" O i (9 2 N o . en r-, U al w W O p Lah /�- 12 II v6.0625 ,.,,�- Z = N — y O eiv 10 � cfo� a � qr - i i _ V . al_ IN k \\.--..__.._.) O b ort9lin OVER-ALL HEIGHT 12 a) CO 1 I I #'.. .. '' ...11;<41"ill 6.0625 r C 4) O _ 5 j ��� 4 1 I i PLATE HEIGHT > © I J 14' 7�6" _ "� a, GUEST HOUSE I BUILDING SECTION B-B i , g' 1/4" = 1'-0" O I 1 1 - � TOP OF FOUND. @ — SOU I H WALL\ \\ ^ l BUILDING SECTION NOTES \ I/ 1 1 FINISHED FLOOR 2'-6" [ )W 4 \ TOP OF FOUND. rl O See Foundation, Floor Framing, Wall Framing, Roof Framing ® 2 X PT sill. bolted to foundation wall ?) IV and Elevation Plans for additional requirements. I ; O Footings to be a min. of 18" below grade. ® 9.5" deep BC] 6500 1.8 or approved equal spaced at 16" on center S O l.1 T H ELEVATION *-+ •with 3/4" thick T&G plywood sub-floor. /4 1'-0" IUp � N Wood sill plate's to be a min. 6" above grade. Provide fillers and blocking per manuf. recommendations EAST ELEVATION a N 3O Backfill to provide natural drainage away from structure. 10 6 x 8 DF#2 headers at bearing walls unless noted otherwise. %4" = 1'-0" 0" ® 4" perfer. footing drain continuous @ perimeter. See ROOF FRAMING PLAN for header size. E Provide a 4" tight line roof drain. System to drain to an approved location. 1 8:12 Hip system 2 x 8 DF Rafters Provide blocking between rafters at wall edge. O6"thick , steel reinforced concrete wall over a Spaced at 24" on center and connected to wall framing with Simpson 12"wide by 6"thick concrete spread footing. H-1 framing anchors. See ROOF FRAMING PLAN for additional information. o � n Footings to be poured over undisturbed earth. Provide 7/16" thick OSB sheathing. /1"—Z Provide roofing per owners selection. © 2 x 6 exterior stud wall framing spaced at 16"on center. V ;..4Provide (2) top plates with splices a min of 48" apart. 12 Provide exposed aggregate concrete patio COa Provide 7/16" OSB sheathing at perimeter walls. V Provide R-21 insulation at perimeter walls. 13 Insulation at 2 x 8 DF roof rafters ,,��.�++ CCU Corebond High density sprayed on, no ventilation required 4V 1"1 0 2 x 4 interior stud wall framing spaced at 16" on center. Provide PVA paint or polyethylene sheet vapor retarder at interior side. ! ri Provide (2)top plates with splices a min of 48"apart. Provide Fire Blocking at 10' intervals each way 14 R-38 Batt insulation between floor joist. DESIGNED BY 15Schemmer Consulting Group 1 x 6 T&G Clear cedar soffits w/2 x 6 DF joists @ 24" O.C. 360-293-9006 JOB NO. 14-079 CAD FILE Jones Project I PLOT DATE: y \411 ':' l /7--- - =1Ij/ 02 e. o} . l'.,x` v tom d t ., Q A f s 8 Tg y m R �' / 12 15-8" / Q i 3.,� 1„ } $ / 6' 6' / 2'-10' / 4'-54 / 3'-3" / 5'-14 —�� 'ill $ II 6 x 8 DF ' , : 'i 3.5 'I 11 87 "IPSL x �- t a-o x 3 a sH I `�, 5 1' 4i5/8" m _ �� 4-0 x 1-6 FX i - - - ckr i ,l ,."-;.0,` t - DW w w 2,-84„ Q 1 van ,f L -. r 11 1 I �!4 Q LL / — p I Q p I 1 e Z Z Y --- -- + It t. 4' `� OI ,„, Q t PROVIDE 100 CFM ._ _ I K.x. / �, V I _ i a.." HOOD4ENT KITCHEN I 3'-73/8" w _' rx t. X Qo Qo VENT TOOUTSIDE VAULTED • 'xU44 a 11-- _ r WO D 3-0 x 5-O SH 3-0 x 5-0 SH _ \ WJ O// 6 O 5-0 1 E ii 1 W� zW�� w/ I ii / - wfJ 2'-21" 12 32 YO W=iW © I � / 13 3"6, 3xa 0 %b 2 V' 2 F V x,pull W 0;i sV - © 4 REF. ' P '' Wv�z�z oZg�nROLLINGTABLE © m OK u tiy�yB21 iT 9 fnT 41 WV� Z�WZZf-ImI , EXISTING �'' I I ; 21' x STRUCTURE LINE WO � �W�� w� ; Wi�.' .� O �@ aW OS!v2� �U2 Q I - , -- 0 1 ROLLING NEW GAS STOVE �` �Ii�c�+Iimd oZSr`<'' '� TABLE �n nZ VENT TO OUTSIDE y O - - I 1 N 1 z 6' I BEDROOM 1" 3 ii _I - - _ - 2-6 2-6 VAULTED. s" 12' 92 0 2 4( - \ .t,' �/�-\�� 11 WOOD cu" p a A / 7 /1� i ] � __ o U ei / / \ / 1, / \ / t 4 6'-9" J FAN 0 ��TT//�� CLOSET o 1 • F m \/ ., \/ \/ ;\/ \/ 9 vTO BATH r . 9'CL 2.J 3 q /• /\ /\ /\ /\ I/\ /\ N �. c 4' 9'CL. TILE D U Y \ / \ / \ / \ / \ ` ! '^ - TILE O -- m p it N- —(r-- ///l1-- - t1///G7//�`- `�- - ?4- I N O z `� " :� 4-0 x 1-6 FX 4-0 x 1-6 FX 4-O x 1-6 FX 4-0 x 1-6 FX W a@ R ,, . W 4- §O 4' t 6, 7, 8. 6, 4' / o . ,p.-g., F+ z � = 3m # 7'-51 ,-3z" / 13'-11" / w W> t, re xyW 8 a _ o Z W C9�_ GUEST HOUSE e GUEST HORSE Cr Z ROOF FRAMING PLAN =VAULTED WALLSI: I Ont 66R, Lig WALL FRAMING PLAN '� =9' 11/4" WALLS * 41 r, , 1/4" = 1'-0" 475 Sq. Ft. ro C C co cu , " CL 0- WALL FRAMING NOTES Q) ) 0) c C ROOF FRAMING NOTES ® 2x6 Ext. wall framing spaced at 16" on center "S C Provide (1) btm. plate and (2) top plate, plate slices no less than 4'. 3� 6 x 8 DF #2 headers. Typical unless noted otherwise. o Provide 7/16" thick OSB sheathing on perimeter bearing walls. See ROOF FRAMING PLAN for header size. T 8:12 2 x 8 DF Rafters spaced at 24" on center. CO CO Provide R- 21 insulation. Typical U. N. O. 1 L. L Provide 7/16" thick OSB sheathing. ® All windows and doors with glass to be Connect to wall framing with Simpson H 1 framing anchor's. Low-E glazing per 2006 WSEC. cn cn .� 4— ® 24" x 48" OR 24" X 24" Skylite ® 2x4 Int. stud wall. . Typical at Int. unless noted otherwise. Q Stair treads to be no less than 10 1/2", no less than 36" wide. O Space studs at 16" on center. Risers to be no more than 7 3/4" 03 2 x 6 bearing wall, studs spaced at 16" on center. Provide 7/16' OSB sheathing at perimeter bearing walls. @ 2x4 Int. stud wall. PT bottom plate. Provide a min 1/2" 0 ft space between wood and concrete. e Smoke& Carbon Monoxide Detectors ® 5/4" x 8" primed spruce facia board. (typical) Providoat a draft stop a min. 10' O.C. Q All load bearng headers to be Space studs at 16" on center. vro Provide a min. 90 cfm exhaust fan. C.)6 x 8 DF, unless noted otherwise. Provide R-11 inslulation. Vent to outside. Typical at wall to foundation locations, COL, 1- w4-l/ td 'II z l f{oc) r car(( Pt ,-I 1 a I RC- cc VV�CI ()Sit Ci)^' Cl ,_. G11 o G� Qs, I ; i a < o n . . ; 1 v Cr) U ZCZ9 1 DESIGNED BY I 4 Schemmer Consulting Group 360-293-9006 2A JOB NO. . Ili' 14-079 CAD FILE: Jones Project PLOT DATE: - a I r S,y , 4 y I ,� �� 1 0 e F Y- S: � \ SI i t I I Y K H I } 12' © t �` ` / I 12' / 15'-8" / I I . — — - - - o 0 \ t I ! ` — + d ij_ _7 I -- - - 5 — � CD 3-71/4 — _ _ - • ( z TA 11,3" � I .. N }I jI It — T N I \ \ re i : I I 16.25 I 11'-3" - I 0 '— I a I� I I I ! I I I I I I I j I o_ • 111111 I I. I t ! I I I I I I I ;� _.) t.443 I �- I Q " I I ' T I TOP OF FOUND. WALL = 10 1/M1" I 6' 3" °0 I 1 1 ' BELOW FINISH FLOOR 20' --y — I I III 1f ; 1 II— '• =r +-T 4 =-\-e-1 - - — — __ 4- t T- - -�1 20' _ I ao © I I I I I I I ITS \ tBF----$-r------�----- -'$--- --- --� '. \ 11'.�1� . • I I ! I I I I I I I I !. 15' ! - m 1 I 5 I 1 I I I I I I I I I I I I 0 0 MAX. 0 'I 15 W O z z t" I 1 I I I I I I I I I . ® 6 8 3 TOP OF FOUND. WALL = 1'-7 1 s I o o czi II I I I I I I I I I 8'-9" ABOVE FINIS FLOOR I 8'-9" .. 1 11 -11r TLL 11I I I I I 1 II I I I O ILIZ 1S = ? R -11i W J OF WSUO41OWO• - �_ � . . - - i— — _ — COO¢O Z&I-CL apes FLOOR FRAMING NOTES FOUNDATION PLAN NOTES N. \ T J \ \ aX� �O� gzZ 27' 8" / IO a�awyaws0q W f rn �� Oww�-3w O 6" thick concrete wall with # 4 bar @ 18" O.C. vertical 27'-8" x<&a€°iVai � o 0 9 1/2" deep BCI 6500 1.8 or equal spaced at 16" on center and # 4 bar @ 18" O.C. horizontal unless noted otherwise.( U.N.O.) ) with 3/4" T&G plywood sub-floor material. $ Provide fillers, web stiffeners, blocking panels and backer blocks Provide 1/2" x 10" anchor bolts @ 48" O.C. U.N.O., 0 and no more than 12" from ends of plates U.N.O. 2 I recommended by the manufacturer. V GUEST HOUSE QQ p. p. See TYPICAL WALL SECTION for details. p' GUEST HOUSE a a x° � 1 0 9 1/2" x 1 1/16" Versa-Strand or equal rim joist. Typical at perimeter FLOOR FRAMING PLAN ® 12" wide by 6" min. thick concrete footing with (2) #4 bar cont. c� - FOUNDATION PLAN I 1/4" = 11-0" Pour over undisturbed earth. P F5 v 30 4 x 12 DF at Floor Beams w/ 1/4" = r-0" D ; g a 4 x 4 DF post's below. Connect post to concrete w/ 30 Step foundation walls per elevation change as required. g _ - cm Simpson ABW44 and to beam above w/ Simpson BC4 ® Foundation / Bearing wall below ® Provide an asphalt sealant on the exterior of foundation walls c4 ZZ , ;a and footings with living space on the other side. W i 2 1 .16 0Posts & Beams above post pads. 8 l SHEARWALL SCHEDULE See FLOOR FRAMING & DECK FRAMING plans w w z • d for post and beam sizes. ITI z w 5 Mark# Sheathing Nailing Notes Y0 are 7l16'Structural Grade II OSB 1 FACE 8d Common or 10d Box @ 6" 1,2,s,s © Screened foundation vents. Provide 1 sq. ft. of net free area ctZ W M R o or Structural Grade II CDX plywood o,c.panel edges, 12"o.c.field for each 150 sq. ft. of under floor area. 1 SC/� ( 428 / 150 = 2.85 Sq. Ft.) ® ��So� vC FK�,� 7/16"Structural Grade II OSB 1 FACE 8d Common or 10d Box @ 4" 2,3,6,9 or Stuctural Grade II CDX plywood o,c.panel edges, 12"o.c.field Ct! 07 47/16ctuGdeIIOSB1FACE 8d Commonor10dBox@3" 2379 ooveran. 6" compacted fill material. or SWdural Grade II CDX plywood o,c.panel edges, 12"o.c.field R s�' 4 :` O 7/16'Structural Grade II OSB 1 FACE 8d Common or 10d Box @ 2" 2 3 4 8 9 ® Provide a minimum 30" wide x 24" tall crawl space access. 'i , /5,�9 ' 4" \,�,`" " r� 4 or Structural Grade II CDX plywood o,c. panel edges, 12"o.c.field s ALety. 1� $ O 7/16'Structural Grade II OSB 2 FACE 8d Common or 10d Box©4" {{ '� ;'(`; 5 or Structural Grade II CDX plywood 2,3,4,8,9 I i - l L L P ri+' o,c. panel edges, 12"o.c.field /1 3 O 7/16'SWctural Grade II OSB 2 FACE 8d Common or 10d Box @ 3" 2 3 4 8 9 . or Stuctural Grade II CDX plywood o,c. panel edges, 12"o.c.field /'� 0 7/16'Structural Grade II OSB 2 FACE 8d Common or 10d Box @ 2" 2,3,4,8,9 Co inC �. 7 or Structural Grade II CDX plywood o,c. panel edges, 12"o.c.field — SHEARWALL NOTES: O O I ti4 ,t,...�.. 1� ;ter co :1-+ LIMO " 1.ALL EXTERIOR WALLS TO BE TYPED U.N.O. 2.BLOCK ALL PANEL EDGES SOS --_ _ ` _ _ - 12 'n 3.PROVIDE NOMINAL 3x FRAMING AT ABUTTING PNL. EDGES RECEIVING EDGE NAILING 1 ' 0 825 -i V) a s_ 0 4.PROVIDE 3x SILL PLATE _ - II5.OFFSET PANEL EDGES I I I I I I ' I O / '" 6. PROVIDE 1/7 A.B. @ 48'O.C.W 1/4"x 3"x 3"PLATE WASHERS,OR(2) 16d @ 8"O.C. I I r , / I O 0 7.PROVIDE 1/7 A.B.@ 24'O.C.W 1/4"x 3"x 3-PLATE WASHERS. " , 8.PROVIDE 1/7 A.B. @ 12"O.C.W 1/4'x 3'x 3'PLATE WASHERS. I I ! ! I O 9.STUDS SHALL BE SPACED NOT MORE THAN 16"O.C. I I I I I I 9 - -'I I .- M ,_„ HOLD DOWNS J031 1 H86 ' 1 all 0 Mark# Type O Simpson MSTC52 - FLOOR TO FLOOR IA ( I I C) IJ t I ,I I I I I I I I I Irli OSimpson MST48 between floors I �L —I I — I I— — I— 'pd� 1 — I— I — —I--I - I — I -'I. J 3% Simpson HDU2- SDS2.5 W/ SSTB20 & (2) STUDS (YhJI , •fi (R�1'� NCV I 1 1 I I I I I I A I I I I CU M OR SrHD10RJ r I I\ W O4 Simpson HDUS- SDS2.5 W/ 24" x 5/8" ALL-THREAD 0 I w EPDXY( 12" IN EXISTING FOUNDATION WALL) I +-I�- -} t 5 Simpson HDU8- SDS2.5 W/ SSTB28 & 4x6 POST ON I I I I I I I I I I I p En �� I I I I J04 I I 1 0 Simpson HDU14- SDS2.5 W/ SB1x30 $ 6x6 POST ii I " 0 1 I 0 Simpson MSTC66 ( I I I I I t I I C/) 0 Simpson HDU11 - SDS2.5 W/ SB1x30 & 6x6 POST iN - 832 I 0 _ _- - 0 - - at) - - rt (1)4.1 0 Simpson STHD14RJ ® --- 0 " - - - - 0 =. : ® V n 10 Simpson STHD14 ..) co U 5 0 Simpson HHRC44 GUEST HOUSE 10 • ct O12 825 Simpson HCP4Z ROOF TO WALL to 826 = 3.5 x 11.875 PSL <f264tP- = 3.5 x 11.875 PSL J03 to@ = 9.5 BCI 6500 1.8 DF GUEST HOUSE STRUCTURAL Z rt (1-3-2-p to�630 = 6 x 8 DF#2 4:10to H-8 = 3.5 x 11.875 PSL 1/4" = 1'-0" DESIGNED BY 03 = 4 x 12 DF#2- UNDER FLOOR Schemmer Consulting Group 1) Stronger hold downs can be used in lieu of these. 360-293-9006 2) See Simpson Wood Construction Connectors book for proper installation. JOB NO. 3) 3x sill requires "SSTBL" hold downs where "SSTB" are labled above. 14-079 4) IF PONY WALL IS BELOW STHD, USE EQUAL OR GREATER PHD /� ///��� WITH ALLTHREAD AND COUPLER. -1 /` CAD FILE: Jones Project PLOT DATE: J„