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20090093 Permit Pkg 060209City of Yelm Community Development Department Building Division Phone: (360)458-8407 Fax: (360)458-3144 Applicant Permit rvo: BLD-09-0093-YL Issue Date: 06/02/2009 (Wo rk must be started within 180 days) Receipt No: 60314 Name: Tahoma Terra, LLC Phone: 360-400-0740 Address: P.O. Box 627 City: Rainer State: Wa Zip 98576 Property Information: Site Address: 10021 Dotson St., SE Assessor Parcel No. 78840109600 Subdivision: Tahoma Terra, Division I, phase II Lot: 96 C Name: Tahoma Terra, LLC Contact: Bloom, Doug Phone: 380-400-0740 Address: P.O. Box 627 City: Rainer State: Wa Zip: 98576 Contractor License No: Expires: 09/10107253 Business License: Project: Tahoma Terra, Division I, phase II Description of Work: SFR Lot 96, Plan 2006 Two Story Sq. Ft. perfloor: (1st) 1206 (2nd) 0 (3rd) 0 Garage 405 Basement 0 Heat Type (Electric, Gas, Other): ELECTRIC Fees: Item Item Fee Base Amt Unit Fee Unit Rate No. Units Unit Desc Building Permit 100-500k 1,609.65 993.75 615.90 5.6000 109.9820 $1,000 Building Plan Review 11.59 0.00 0.00 0.0000 0.0000 Mechanical Permit 84.75 0.00 0.00 0.0000 0.0000 Plumbing Permit 125.00 20.00 105.00 7.0000 15.0000 Fixture Sewer Inspection 145.00 0.00 145.00 145.0000 1.0000 ERU Water Meter (SFD) 300.00 300.00 0.00 0.0000 0.0000 State Building Fee 4.50 4.50 0.00 0.0000 0.0000 Police Mitigation -Tahoma 310.00 310.00 0.00 0.0000 0.0000 Terra 792.64 0.00 792.64 0.3200 2,477.0000 square foot Fire District Impact Fee 1,334.21 0.00 1,334.21 1,321.0000 1.0100 Peak PM Trip Traffic Facilities Charge 3,093.00 0.00 3,093.00 3,093.0000 1.0000 ERU Sewer ERU (LID) 1,200.00 0.00 1,200.00 1,200.0000 1.0000 ERU Water ERU Quadrant TOTAL FEES: $9,010.34 Applicant's Affadavit: , OFFICIAL USE ONLY I certify that I have read and examined the information contained within the application and know the same to be true and correct. I also certify that the proposed structure is in conformity with all applicable City of # Sets of Prints: Yelm regulations including those governing zoning and land subdivision, and in addition, all covenants, easements and restrictions of record. If applying as a contractor, I futher certify that I am currently registered in the State of Washington. Final Inspection: _ - /~ Date: Signature `/ Date ~~~ I By~ Firm _ ~_ City of Yelm Community Development Department Building Division Phone: (360) 458-8407 Fax: (360)458-3144 Applicant: Name: Tahoma Terra, LLC Address: P.O. Box 627 Project Information: Project: Tahoma Terra, Division I, phase II Description of Work: SFR Lot 96, Plan 2006 Two Story Site Address: 10021 Dotson St., SE Fees: Item Acct Code Building Permit 100-500k 032 001-322-10-00 Building Plan Review 100 001-345-83-00 Mechanical Permit 032 001-322-10-00 Plumbing Permit 032 001-322-10-00 Sewer Inspection 805 412-343-80-00 Water Meter (SFD) 712 401-343-80-01 State Building Fee 160 001-386-00-00 Police Mitigation - 625 302-368-10-01 Tahoma Terra 105 001-345-85-00 Fire District Impact Fee 420 120-345-85-00 Traffic Facilities Charge 802 412-343-50-01 Sewer ERU (LID) 715 401-343-80-02 CITY OF YELM 105 Yelm Ave. W. Yelm, WA 98597 360-458-3244 City: Rainer Item Fee 1,609.65 11.59 84.75 125.00 145.00 300.00 4.50 310.00 792.64 1, 334.21 3,093.00 1,200.00 RECEIY`~'`~'`NINE THOUSAND TEN DOLLARS & 34 CENTS RECEIVED FROM TAHOMA TERRA LLC PO BOX 627 RAINIER WA 98576 DATE REC. NO 06/02/09 60314 BUDGETARX Permit Fees Schedule Permit No: BLD-09-0093-YL Phone: 360-400-0740 State: Wa Zip 98576 Assessor Parcel No. 78640109600 Base Amt Unit Fee Unit Rate 993.75 615.90 5.6000 0.00 0.00 0.0000 0.00 0.00 0.0000 20.00 105.00 7.0000 0.00 145.00 145.0000 300.00 0.00 0.0000 4.50 0.00 0.0000 310.00 0.00 0.0000 0.00 792.64 0.3200 0.00 1, 334.21 1, 321.0000 0.00 3,093.00 3,093.0000 0.00 1,200.00 1,200.0000 No. Units Unit Desc 109.9820 $1,000 0.0000 0.0000 15.0000 Fixture 1.0000 ERU 0.0000 0.0000 0.0000 '.,477.0000 square foot 1.0100 Peak PM Trig 1.0000 ERU 1.0000 ERU RECEIPT No. 6 ~ 314 AMOUNT REF. NO. 9.010.34 CHECK 1158 _ MICHELLE BLD-09-0093-YL - - Community Development Department YE M INVOICE - Customer Name RGD Date 05/27/2009 Address PO Box 629 10021 Dotson St. City Rainier WA 98576 Lot 96 Phone Project Tahoma Terra Item Description Unit Price TOTAL 1 ,Plan Review Deposit $1,034.68 $1,034.68 ~4,~~ THC A `\ I~~`° ~"m City of Yelm Invoice No. CDD-09-0358 ?.~~' CITY OF YELM \ 105 Yelm Ave. W. -jI Yelm, WA 98597 360-458-3244 RECEIPT No. ~ ~ 2 ~ 1 RECEI~,~*ONE THOUSAND THIRTY FOUR DOLLARS & 68 CENTS RECEIVED FROM DATE REC. NO AMOUNT RGD 05/27/09 60281 1.034.68 CHECK PO BOX 629 RAINIER WA 98576 BUDGETARY MICHELLE }?LAN REVIEW DEPOSIT UU 1-000-OOU-345-83-00 Speed Code 100 REF NO. 1150 Office Use Only City of Yelm Community Development Department ~_~ - ii ~ ~ a P.O. Box 479 Yelm, WA 98597 `° "" (360) 458-3835 THANK YOU YELM COMMUNITY SCHOOLS PO BOX 476 YELM WA 98597 Clerk: Croy Terminal: 1 Receipt: 100760 hlanual Receipt: NTAHOhiA TEr~RA NTAHOMA TERRA TAHOMA TERRA, TAHOMA TERRA PO BOX 627 RAINIER VGA 98576 !i/2/2009 3 ; 56 PM w~,«~~~ _-~-------------- Price 1 CPF2900 2140.00 MITIGATION 05--027 - Tahoma Terra - Ph 2 - Div. 1 - Lo t9 1 CPF2900 0.00 10021 DotsanlStTIOelm INA 98597 Subtotal: 2140.00 Tax: 0.00 Total: 2140.00 Check 2140.00 1157 Cash 0.00 Change Due: 0.00 THANK YOU CITY OF YELM RESIDENTIAL BUILDING PERMIT APPLICATION FORM Project Address: / 6 o z f ~ a Tsc, .J sT sc Parcel #: 7 ~ ~ ~/ G / U 9'6 n C- Subdivision: iArx,,~.a rEe,e A P~ ~'! Lot #:~ Zoning; /~ PC New Construction Re-Model / Re-Roof /Addition Home Occupation Sign Plumbing ~ Mechanical Mobile /Manufactured Home Placement Other Project Description/Scope of Work: S F Ih Project Value: Building Area (sq. ft) 1S` Floor ~ 9Z 2"d Floor IC` I ~ Garage ~I 7/ Deck I o Basement Carport Patio # Bedrooms # Bathrooms~~~z- Heatin AS/ THER or ELECTRIC (Circle One) Are there any environmentally sensitive areas located on the parcel? /V O If yes, a completed environmental checklist must accompany permit application. GENERAL CONTRACTOR S"A /~'~~ TELEPHONE ADDRESS EMAIL CITY STATE ZIP FAX CONTRACTOR'S LICENSE # EXP DATE CITY LICENSE # PLUMBING CONTRACTOR CLF-A/' Giq TF 7 TELEPHONE ADDRESS EMAIL CITY_ STATE ZIP FAX -:~`NTf~:~~, ~~)'- :;Ili"-1 f ,;E :~i E ~,' ~`A. ~ F ~~ITI' L i ~ N~;~ y MECHANICAL CONTRACTOR S'~G ~J ti'r7 r/~=~T.~TELEPHONE ADDRESS EMAIL CITY STATE ZIP FAX CONTRACTOR'S LICENSE # EXP DATE CITY LICENSE # Copy of mitigation agreement with Yelm Community Schools, if applicable. I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above described property will be in accordance with the laws, rules and regulations of the State of Washington and the City of Yelm. -- ~~~ Appli~t~Ys Signature Date Owriet /Contractor /Owner's Agent /Contractor's Agent (Please circle one.) ~ , All permits are non-transferable and will expire if work authorized by such permit is not begun within 180 days of issuance, or if work is suspended or abandoned fof ~ of 180 days ~~~~~ ~~IL' ~--__ 105 Yelm Aurraiie West (360) 458-3835 YO 13oi• J79 (360) =158-31.14 FAY Yelni, btiil 98597 u~wu~.ci.pelm.u~a.us MAY 2 7 2009 LO7 30.3' 48. 4 ;> ~ ~L ~~ P.O. BOX 627 RAINIER, WA 98576 T F .K ~ ~ FAX. (360) 400-0828 ~ Hns rix ri.nwwro cu~~~~.~i, SCALE: 1 "=20 FE 0 10 20 ~ J~ Irn t.2t' 11 ' - ------~ ~ 9' - ~ <-- - - N _ _ _ ~~ EASEMENT -- 50.0' - _ ~ -~-~~~ -- ° ° `~ 4 TAHOMA TERRA LOT #96 YELM, VVA 9~>>~~? DRAWN BY: DPC DATE: 5/04/09 FILE NAME: 2006 s.f. 2 story SCALE AS NOTED SHT #: Al THURSTON COUNTY DEVELOPMENT SERVICES 2006 WSEC PRESCRIPTIVE COMPLIANCE FORM APPLICANT NAME: Tahoma Terra, LLC PROJECT ADDRESS: 10021 Dotson St. SE HEATING SYSTEM TYPE (Check one): /~ Forced Air Furnace ^ Zone Heat ^ Other: =~ ~,~ ~_ . ~- 'rm ttern x~1 cxlt itv~m MAXIMUM HEATING SYSTEM SIZE (BTU/Hr): L s ~ t? q. s MECHANICAL VENTILATION SYSTEM TYPE (Check one): ^ Intermittent Whole House Ventilation Using Exhaust Fans (2006 VIAQ 303.4.1) ^ Intermittent Whole House Ventilation Integrated With A Forced Air System (2006 VIAO 303.4.2) ^ Intermittent Whole House Ventilation Using A Supply Fan (2006 VIAO 303.4.3) ^ Intermittent Whole House Ventilation Using A Heat Recovery Ventilation System (2006 VIAQ 303.4.4 ) This project complies with the following: ^ The project is asingle-family residence or duplex. ^ The project is wood frame OR all the insulation is interior or exterior of the framing. ^ All building components will meet the requirements of the table below. • The building will meet all other provisions of the WSEC and VIAQ. WASHINGTON STATE ENERGY CODE PRESCRIPTIVE BUILDING ENVELOPE REQUIREMENTS°'' Re uirements based on 2006 WSEC Table 6-1, O lion IV Glazing Glazing U-Factor Door° CeilingZ Vaulted Wall'Z Wall Wall Floors Slabfi Area70 % U- Ceiling' Above Int` Ext' On of Floor Vertical Overhead" Factor Grade Below Below Grade Grade Grade Unlimited 0.35 0.58 0.20 R-38 R-30 R-21 R-21 R-10 R-30 R-10 0. Nominal R-values are for wood frame assemblies only or assemblies built in accordance with Section 601.1. 1. Minimum requirements for each option listed. For example, if a proposed design has a glazing ratio to the conditioned floor area of 13%, it shall comply with all of the requirements of the 15% glazing option (or higher). Proposed designs which cannot meet the specific requirements of a listed option above may calculate compliance by Chapters 4 or 5 of this Code. 2. Requirement applies to all ceilings except single rafter or joist vaulted ceilings. 'Adv' denotes Advanced Framed Ceiling. 3. Requirement applicable only to single rafter or joist vaulted ceilings where both (a) the distance between the top of the ceiling and the underside of the roo(sheathing is less than 12 inches and (b) there is a minimum 1-inch vented airspace above the insulation . Other single rafter or joist vaulted ceilings shall comply with the "ceiling" requirements. This option is limited to 500 square feet of ceiling area for any one dwelling unit. 4. Below grade walls shall be insulated either on the exterior to a minimum level of R-10, or on the interior to the same level as walls above grade. Exterior insulation installed on below grade walls shall be a water resistant material, manufactured for its intended use, and installed according to the manufacturers specifications. See Section 602.2. 5. Floors over crawl spaces or exposed to ambient air conditions. 6. Required slab perimeter insulation shall be a water resistant material, manufactured for its intended use, and installed according to manufacturer's specifications. See Section 602.4. 7. Int. denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation, 8. This wall insulation requirement denotes R-19 wall cavity insulation plus R-5 foam sheathing 9. Doors, including all fire doors, shall be assigned default U-factors from Table 10-6C. ~ ~' 10. Where a maximum glazing area is listed, the total glazing area (combined vertical plus overhead) as a percent of gros conditioned floor area shall be less than or equal to that value. Overhead glazing with U-factor of U=0.40 or less is not included in glazing area limitations. 11. Overhead glazing shall have U-factors determined in accordance with NFRC 100 or as specified in Section 502.1.5. 12. Log and solid timber walls with a minimum average thickness of 3.5" are exempt from this insulation requirement. ~~ C F ~ ~' AY 2.71009 ~~ THURSTON COUNTY DEVELOPMENT SERVICES ~ ~,.. _ ,-. 2006 WSEC PRESCRIPTIVE HEATING SYSTEM CALCULATION FORM 'n~snx~oo'n~tvr~ ~~ APPLICANT NAME: TR N c~M.4 ~ ~~~ ~! LL PROJECT ADDRESS: i ~oz_ l Da 7s ~A~ ~'T 1E INSTRUCTIONS: STEP 1: Determine TOTAL ENVELOPE COMPONENT UA. ^ Multiply the PRESCRIPTIVE U-VALUE by the AREA of each component to find the ENVELOPE COMPONENT UA. For SLAB ON GRADE, multiply the PRESCRIPTIVE SLAB F-VALUE by the SLAB PERIMETER. ^ Add the ENVELOPE COMPONENT UA's to find the TOTAL ENVELOPE COMPONENT UA, I yS.s STEP 2: Determine MAXIMUM HEATING SYSTEM SIZE. Enter the TOTAL ENVELOPE COMPONENT UA (taken from table above) as the VALUE for both ENVELOPE COMPONENTS and DUCTS. Enter 0 (zero) as the VALUE for DUCTS if the building does not have a ducted heating system. ^ Enter the volume of conditioned space in the building, in cubic feet, as the VALUE for AIR LEAKAGE. Volume of conditioned space =Conditioned floor area x Average ceiling height. ^ Multiply each VALUE by the modifier(s) to its right to find the HEAT LOAD CONTRIBUTION for each HEAT LOSS PATH. ^ Add the HEAT LOAD CONTRIBUTION's to find the DESIGN HEAT LOAD for the building. ^ Multiply the DESIGN HEAT LOAD by 1.5 to find the MAXIMUM HEATING SYSTEM SIZE. HEAT LOSS ---- VALU E ~T ACH ADJUSTMENT HEAT LOAD PATH DEG. F. FACTOR CONTRIBUTION ENVELOPE 53 COMPONENTS ~ `~ s 5 "7 7 (/ s AIR LEAKAGE ~ 53 0.6 0.018 y / O DUCTS 1 -(~ . S~ 0.2 Z ~ DESIGN HEAT ~ S 1 C ~ Z LOAD ~ - X 1.5 = MAXIMUM HEATING z. S~ 3 A ~ , 7 SYSTEM SIZE BTU/Hr F I L E ~~~aY 2 7 ?009 STRUCTURAL CALCULATIONS For _ Tahoma Tena Lot 96 2006 Square Foot ~, 2-Story Residential Lateral and Vertical Design ._ May 21, 2009 Project # 2009103 r r• .. By PRECISE ENGINEERING INC. HAROLD HAHI`TEI~TKRATT. P.E. .. .. r I REC~l~'i~D MAY 2 7 2C~9 S(flMdED SCOPE: Provide structural calculations for lateral and vertical design per the 2006 IBC. The intent of there calculations is this structure will be built once, without notify engineer of record of additional uses. LOADS AND MATERIALS _ Roof: Comp Roofing (2 layers) S.Opsf Pre-engineered Trusses @ 24'oc 2.9psf Roof Sheathing 1.Spsf Insulation 1.2psf 5/8'GWB 2.8psf Misc. 1.Spsf Dead Load = 14.9» 15psf Snow Load = 25psf ~. Wall: 2x6 Studs @ 18'oc Dead Load = l Opsf Floor: 1 joists at 16'oc Dead Load = 12psf ~-- Part. Load = l Opsf Live Load = 40psf Wind: 85 MPH Exp. B Seismic: Site Class = D ~- Design Category = D Use Group = I R = 6.5,2.2 ._ Cd = 4 ~o = 3 '-' Soil: = 1500 PSF, Assumed bearing capacity = 38 PCF, Assumed Active Fluid Pressure .r = 350 PCF, Assumed Passive fluid Pressure = 0.45, Assumed Coefficient of Friction = 1 10 PCF, Assumed Soil Density _ Lumber: 2x > 4x = #2DF 6x> _ #1DF GLB = 24f-v4 for simple span _ = 24f-v8 for cont. and cantilever. Concrete: Pc = 2500psi Rebar = Grade 60 r .- LATERAL DESIGN Wlnd Loading: Simplified (IBC 1609.6) PS = ~ krilwPsso Wind Speed 85 mph Exposure B Roof Pitch s:12 ~~ = 1 ~. ISn = 1 1= 1 ps30 = 10 (Roof) 12.1 (wall) ps = 10.0 (Roof) `~ 12.1 (Wall) _ MCE Parameters -Conterminous 48 States Zip Code - 98597 Central Latitude = 46.861391 Central Longitude = -122.521453 _~ MCE MAP VALUES Short Period Map Value - Ss = 115.6% g 1.0 sec Period Map Value - S1 = 35.1 % g -.. RESIDENTIAL DESIGN INFORMATION Short Period Map Value - Ss = 115.6% g Soil Factor for Site Class D - Fa = 1.04 .. Residential Site Value = 2/3 x Fa x Ss = 80.0% g Residential Seismic Design Category = D1 Seismic Loading: SDS R= R= a V= V= Section 12.4,12.8 IBC Eh=pQh Qh=V p=1.3 V= CSW CS=SDS/1.4R E=(1.3SDS/1.4R)W 0.8 6.5 (Wood Shear Wall) 2.5 (Cantilever Column) 0.114 Wt. (Wood Shear Wall) 0.274 VNt. (Cantilever Column) .. I -y--Z-- I L~~J I ~ I ~ I 8'-10"X 12'•2• I FAt1~LT Rf~OP1 I LAHMATE I KIT~N I ~.. c ;,, Ib'-4•X 12'-2' I I II'•10'k 12'•2• - CARPET I I LAMMATE ~ I 9'-0" '-0" 3'•10' .r ~ i ~ 3'-2 V2' 3'-8" 3'•b' I i --- -=.7 -- ---- PANTRY L ° i LAMMATrC~J I 1 __ ~,,,,, ~ 1T e - :o ~ _~ l ~ i CLOSET ® I I "~ DNA~t ~Q1 wc4! LAHMATE ® ® ~ ~ v•.os -- ^ - 10'-3'x9'-0' II - - - I I GARDE T (~L, ~~X~ ~\I _ -tea ~- x II o II - ,r ® ~ IY.~1 ''r" ur v ' i m ' RAISE ~IB AF.F. y 14787 _ _ ----- ~•~ 2 ll' S 0' i -'~` _ -_ _ ---_--- `-LINE OF FLOOR AESOVE Ar'IMAT ~ TWO GAR GARAGE FL R - - II 10'-3"x 12'-1' II CARPET NTRT ~- ~ ~ I I LAMMATE II o N AESOVEyI ryl ® it G I, -- I ~ ~ I I ~ I ~~ ~~ I ~ ~ I _ I ~ ~ I ~~ ~ Ib/0 x 1/0 O.II GARAGE DOOR \ Two Story Wind to Diaphragm Wind Upper Plate Height 7.75 Roof 10 Main Plate Height 7.75 Walls 12.1 ~-- Floor Depth 1 Diaphragm Roof Ht. Gable Ht. Wind Load Length Total Load 1-2 Roof 6.5 0.0 111.9 38.0 4251.7 Upper 0 105.9 38.0 4023.3 a SUM 8275.0 Roof Ht. Wind Load Length Total Load A-B Roof 0 4.9 106.2 24.0 2548.3 Upper 0 105.9 24.0 2541.0 B-C Roof 5 0.0 96.9 10.0 968.9 ~- Upper 0 105.9 10.0 1058.8 C-D Rf/upper 0 5.0 107.4 10.0 1073.9 SUM 8190.8 r r t ~- ~ ~ 1~f ~ S ~, ~z ~ i qb,~~ 2.> >3 w Q~~ L~~;>~z ~ 7~ i1 SJ ~/ r 3 zG /i~' `1?~ri ~~.. ~ Io y~~ 11 ~~ ~,/A ~~ ~-~,~ .3 ~~ Z ~ ~ LH~ ~ ~y ~~yyy ~-,~ t N~ ~'~~~~ ~~ DIAPHRAGMS Precise Engineering, Inc 102 Otto Road Centralia, WA 9531 1 Page Of Label Level Loading Width Length Shear V Shear v Dia, Tie Moment T=C Nailing Requirement ~plf) (ft) (ft) (Ibs) (plf) H1(in) A35(in) (ft-Ibs) (Ibs) 1-2 roof 111.9 38.0 24.0 2126.1 88.6 65.7 61.0 20198.0 841.6 8d@6 Cap=170 upper 105.9 38.0 24.0 2012.1 83.8 69.4 64.4 19115.0 796.5 8d@6 Cap=170 A-B roof 106.2 24.0 38.0 1274.4 33.5 173.5 161.0 7646.4 201.2 8d@6 Cap=170 upper 105.9 24.0 38.0 1270.8 33.4 174.0 161.5 7624.8 200.7 Bd@6 Cap=170 &C roof 96.9 10.0 18.0 484.5 26.9 216.2 200.6 1211.3 67.3 Sd@6 Cap=170 upper 105.9 10.0 18.0 529.5 29.4 197.8 183.6 1323.8 73.5 8d@6 Cap=170 ~ C-D rflupper 107.4 10.0 20.0 537.0 26.9 216.8 201.1 1342.5 67.1 Sd@6 Cap=170 LOAD TO LINES 1 Roof Level Line # ~ Total I< Sub Total Total 1 2126 ~ ~ ~ 2126 2012 ~~: : ; ; 2012 4138 ; ~ € ' ~ ~ 0 0 0 2 2126 ': ~ ' ` ~ :: ~ : 4 2126 2012 € ' i--y : 2012 4138 i s ~ ~: ; :--~t # : ; 0 ` > ~- : 0 0 i Sum 4252 ; Sum 4024 8276 ~ ~ 0 ~ ~ ~ 0 0 A 1275 ~ ~ ~~ ~ 1275 1271 _ ' ~' ~ 1271 2546 0 4 ~ 0 0 B 1275 ~ 485 1760 1271 ; 530 ~ i ~ 1801 3561 0 ~ ~ 0 0 C 485 485 : 530 ' 537 t ~ 1067 1552 s ~ ' ~~ ~ > 0 0 0 D < ~ 0 's < 537 ~ ~ 537 537 ~ : ~ ~ : 0 ': Sum 3520 > : ` ~ ~ ~ Sum 4676 8196 a 0 ~ ~ x 0 0 Anchor Bolt Ca acit U2" Dia. 2x Sill = 912 518" Dia 2x Sill = 1328 x 1!2" Dia. 3z Sill = 1120 5'8" D:a. 3x SII 1 fi64 SHEAR WALLS Wall Lev. V Walls Availiabl e Total Wall v Wall dia AB Uplift Wall Wt. Net Total Holdown 1 2 3 4 5 6 7 8 Wall Hei ht T e # Sac. Sect. Dawn U lift U lift 1 Rf 2126.0 18.5 18.5 7.8 114.9 1.0 890.6 18.5 96.0 2.6 2.6 N lect 4138.0 19.0 21.0 40.0 7.8 103.5 1.0 48.0 801.7 19.0 96.0 •110.3 -107.6 None 2 Rf 2126.D 27.0 27.0 7.8 78.7 1.0 610.2 27,0 96.0 •685.8 -685.8 None 4138.D 17.0 17.0 34.0 7.8 121.7 1.0 48.0 943.2 17.0 96.0 127.2 N Icet A Rf 1275.0 5.9 8.0 8.0 4.0 25.9 7.8 49.2 1.0 381.5 4.0 183.0 15.5 15.5 N lect 2546.0 7,5 7.5 15.0 7.8 169.7 1.0 48.0 1315.4 7.5 127.0 839.2 854.7 A B R( 1760.D 19.3 19.3 7.8 91.1 1.0 705.6 19.3 183.0 -1063.1 •1063.1 None 3561.D 10.0 1D.0 7.8 356.1 2.0 2759.8 10.0 96.0 2279.8 A C Rf 485.0 2.8 2.8 3.1 8,6 7.8 56.4 1.0 437.1 2.8 250.0 93.3 93.3 Ne lecl 1552.D 2.3 3.0 5,3 7.8 291.2 2.0 2256.7 1.3 96.0 2192.8 2286.1 A D Rf 537.0 2.0 2.0 7.B 268.5 1.0 2080.9 2.0 250.0 1830.9 1830.9 A Plale Hei hl 1st Floor Wall Hei ht= 7.75 2nd Floor Wall Hei ht = 7.75 3rd Floor Wall Hei hf = Sh ear Wall Callout Size Ca a ci 1 8d at 6 260 If 2 Sd of 4 ; 380 If Sd at 3' 490 If 8d of 2 ~ 640 If Holdown Callout Size Ca aci A HDU2 3075 HDU4 4565 HDU5 5645 HDQB 8325 JOB: Date: By: Sheet: Page 0( Shear Wall Callout Size Ca aci 10 6 310 It 10d 4 460 plf tOd@3 600p1f tOd 2 770 If 1 TYPICAL SHEAR WALL NOTES Use 1/2" dia. by 10" Anchor Bolts (AB's) with single plates and 1/2" dia. by 12" AB's with double and 3x plates spaced as shown on the drawings. AB's shall have 7" of embedment into footing, shall be centered in the stud wall, and shall project through the bottom plate of the wall and have a 3x3/xl/4 .A plate washer. All wall sheathing shall be 1/2" CDX plywood, 5/8" T1-11 siding, or 7/16" OSB with exterior exposure glue and span rated "SR 24/0" or better. All free sheathing edges shall be blocked with 2x4 or 2x6 flat blocking except where noted on the drawings or below. -- All nails shall be Sd or lOd corrunon (8d common nails must be 0.131 inch diameter, Senco KC27 Nails are equivalent. If l Od common nails are called for the diameter must be 0.148 inches, Senco MD23 Nails are equivalent). Nail size and spacing at all sheathing edges shall be as required below or r' as in the drawings. Nail spacings shall be 12" o.c. for all field nailing except as noted. Hold downs are Simpson "Strong Tie" and shall be installed per the manufacture's recommendation. ` Equivalent hold downs by United Steel Products Company "Kant-Sag" that have ICBO approval can be substituted in place of Simpson hold downs. All floor systems must be blocked solid below member that the hold down is attached to. This block should be equal to or larger than the member the hold ~~ down is attached to and be placed as a "squash block". All double and triple studs shall glued and nailed together with lOd's at 3" o.c. for each layer. All 4x studs are to be #2 DF and all 6x studs are to be #1 DF when used for hold downs and shear walls. .~ ALL WALL AND ROOF FRAMING LUMBER SHALL BE DOUG-FIR #2 OR BETTER. ~. NOTE: MST STRAPS attaches to (2) 2x or 4x studs in wall above and below unless noted otherwise. Nail all holes with 16d sinkers. SHEAR WALL SCHEDULE L • ~ sheathing nailed with 8d's at 6" on center all edges. sheathing nailed with 8d's at 4" on center all edges and 4x or 6x studs at panel edges. .~ ..• HOLD DOWN SCHEDULE ,.,_ It is the responsibility of the contractor to locate hold down anchor bolt to accormnodate all structural framing. Anchor bolt to be located nearest the corner or opening at the end of the shear wall. All foundation vents to be a minimum of 12" off centerline of the anchor bolt on either side. Holdown stud to be coordinated with shear wall panel edge framing requirements. Larger stud size controls STHD10 or STHDIORJ embeds 10 inches minimum into concrete foundation. STHD10 or STHDIORJ attaches to double 2x studs or 4x or 6x stud with "" (28) 16d sinker nails in wall above. OR HDU2 attaches to concrete foundation with a 5/8" dia bolt with 15" minimum " embedment into concrete or a Simpson SSTB 16. HDU2 attaches to double 2x studs or 4x or 6x stud with (6) Simpson SDS 1/4 X 3 Wood Screws in wall above. .• ~•. f .. .. r .. .. ~. I M Vertical Design r r r r r .. STRUCTURAL NOTES "' General Notes: These structural notes supplement the drawings. Any discrepancyfound among the drawings, these notes, and .... the site conditions shall be reported to the Engineer, who shall correct such discrepancy in writing. Any work done by the Contractor after discovery of such discrepancy shall be done at the Contractor's risk. The Contractor shall verify and coordinate the dimensions among all drawings prior to proceeding with any work or fabrication. The Contractor shall coordinate between the architectural drawings and the structural drawings. The architectural dimensions are taken to be correct when in conflict with the structural drawings. The Contractor is responsible for all bracing and shoring during construction. All construction shall conform to the applicable portions of the latest edition of the International Building Code except where noted ~" Design Criteria: 1. Live Load = 40 PSF (Floors) _ = 40 PSF (Decks) = 25 PSF (Snow) 2. Dead Load = 15 PSF (Roof) = 12 PSF (Floor) ~- = 10 PSF (Walls) = 150 PCF (Concrete) 3. Partition = 10 PSF (Floors) x 4. Wind = 2006 IBC Exposure B @ 85 mph 5. Earthquake = 20061BC Site Class = D Design Cat. = D Use Group = I R = 6.5 Cd = 4 _ W° = 3 6. Soil = 1500 PSF, Assumed bearing capacity Concrete & Reinforcing Steel: 1. All concrete work shall be per the 2006 IBC Chapter 19. Tolerances shall be per IBC Chapter 19, Section 07. Mixing, placement, and inspection shall be per Sections 03, 04, 05, and 06. 2. All reinforcing shall be ASTM A615 Grade 60 except as shown on the plans. 3. Concrete shall be in accordance with ASTM 150. fc = 2500 PSI @ 28 day slump = 4" maximum, 6% Air entrained. Steel: 1. Anchor bolts shall be ASTM A307 and will have a 3x3x1/4" plate washer. Carpentry: .. 1. 2X structural framing shall be #2 Douglas Fir. 4x structural members shall be #2 Douglas Fir. 6X members shall be #1 Douglas Fir. 2. Provide solid blocking in floor system below all bearing walls and point loads. "' 3. 2X joists shall be kiln dried and stored in a dry area prior to installation. The moisture content of all wood shall be less than 15%. _ 4. Floor joists shall be by Boise Cascade or other approved manufacturer. Joist to be installed and braced per manufacturer's requirements. 5. Roof trusses shall be by apre-approved manufacturer and constructed according to the ` specifications of the Truss Plate Institute. Truss shop drawings must be stamped by a licensed engineer and be on site at the time of construction. Preliminary truss drawings must be reviewed prior to construction. It is the truss manufacturer's responsibility to inform the engineer of record of any changes from the preliminary truss lay-out. Girder trusses to have a minimum of bearing studs equal to number of plies of truss. All girder trusses shall have Simpson LGT tie down at either end to match number of plies or (2) H7Z -- ties at either end of the girder truss. Truss manufactures are responsible for all bracing of the trusses including end wall bracing and all other bracing between the building and the trusses unless specifically shown otherwise on the drawings. Contractor to coordinate bracing with engineer of record as required. -~ 6. Glue laminated beams shall be 24F-V8 for cantilevered or continuous beams and 24F-V4 for simple spans. (Fb = 2,400 PSI) ` (Fv = 190 PSI) (E = 1,800,000 PSI) (FcL = 650 PSI) 7. Continuous and cantilevered glue laminated beams shall not be cambered. All other glue laminated beams shall be cantilevered for U480. See the framing plans for any exceptions. 8. All manufactured lumber shall be by Boise Cascade and have the following structural properties: f Versa Lam (VL) (Fb = 2,800 PSI) (Fv = 280 PSI) (E = 2,000,000 PSI) (FcL = 750 PSI) V 9. Sheathing at roof and floor shall be laid with face grain perpendicular to supports and end joints staggered 4'-0" on center. Provide 1/8" space at panel edges as required by panel manufacturers. Floor sheathing shall be nailed 6" o.c. edges and 12"field with 10d's and roof sheathing shall be nailed 6" o.c. edges and 12" o.c field with 10d's unless otherwise noted on the drawings. 10. Block and nail all horizontal panel edges at designated shear walls. .. ~• .• Hardware: All connection hardware shall be Simpson "Strong Tie". Connection hardware exposed to the weather or soil shall be treated as in steel above. CAUTION: PLACE TRUSSES PER MANUFACTURER'S RECOMMENDATIONS AND BRACE PER TRUSS COMPANY RECCOMENDATIONS. CONTRACTOR IS RESPONSIBLE FOR ALL TEMPORARY BRACING AND SHORING REQUIRED FOR PLACING TRUSSES. NOTE THESE DRAWINGS DO NOT INCLUDE ANY TEMPORARY SHORING OR BRACING. PRECISE ENGINEERING RECCOMENDS ALL SHORING AND BRACING BE DESIGNED AND DETAILED BY A LISENCED ENGINEER. CONTRACTOR TO FIELD VERIFY ALL CONDITIONS AND ALL ELEVATIONS. .. r I r- r r' .. r r r r. O BE I'-0' i A+. i O BE ~ -,~_--r~-_- -_}--C 6x8D.F'1. ~r bxBD.F'2. 19QBd) it ~ I K,E VENT1 I ' OCKED VENT) o ~r I I ,C,~y I • II I I ILL BE I I O O O I ~ O~ F THE - ~~ I E ED II I ` ~ - - ~° ~~ ~ nr TOA Dui, ~ UL ~ ~I ~ x~ l LL~ ~ ~ ~ I I s o~ ~ ~i ~ II II ~ ~ A4.1 II I a L-J __==== --J - -t-- -- , II NPD. TRU55E5 I 24.O.G. ~ x a' x 6' BUT ~~ D ER l/fb E5 • ~N.o. ~f Al.l 4L I~ v i I~ E~R4M~ I s I ~ II ~~} } ,, 6M11 w I I ~ CA _~ 6M11 ~ ~~ ~~ `, II ~ i{ 4 I) i s l l _~ C~ J I ~ ~,~,1 b ~~ }_{_ -~ 6xBD.F'2. ~ I II II ~) I ~I II ~ JI I! ~I 5GREENED VENT9 If ~~ EA 3RD BAY I [ O ~I ~~~---~f - - - - - - ~ I ~~~. ~ 111 R,RJ55 L` ~t3 ~ PITC}# ~ 6 PITGH I MFD. TR155E~~ O ~ ~ LL ~ ~ l /Ib' OSB OR S.R 14/BNAII b'O G EDGE: 14'O.G. I \ . . i8dsl2'O.G 66 D~ J~ I O I Ff 9, I J - bx8 O c~ ~ o °~ u ~ O ~ Y ~ ~4x8D.F.'2 ~ - O ROOF PLAN v6'.1'-0" i .. Title : Job # Dsgnr: Date: 2:11PM, 21 MAY 09 Description Scope Timber Beam 8~ Joist Page 1 tahoma Jerre 2006.ecw:Calculation r.r v n. Timber Member Information :ode Ref: 1997!2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Beam A Beam B Beam C Timber Section 6xa axa axio Beam Width in 5.500 3.500 3.500 Beam Depth in 7.500 7.250 9.250 Le: Unbraced Length ft 5.00 2.00 16.25 Tlmber Grade Douglas Fir - Douglas Flr - Douglas Fir - lards, No.2 larch, No.2 larch, No.2 Fb -Basic Allow psi. 875.0 900.0 900.0 Fv -Basic Allow psis 170.0 180.0 180.0 Elastic Modulus ksi~ 1,300.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Repetitive Status No No No Center Span Data M Span ft', 5.00 10.50 16.25 Dead Load #/ft 195.00 74.00 45.00 Live Load #/ft 325.00 123.00 75.00 fb :Actual Fb :Allowable fv :Actual Fv :Allowable Ratio = 0.3769 0.7920 0.7995 in-k 19.50 32.58 47.53 ft 2.50 5.25 8.12 psi 378.2 1,062.5 952.3 psi, 1,003.5 1,341.5 1,191.2 Bending OK Bending OK Bending OK psi 35.5 54.3 41.2 psi 195.5 207.0 207.0 ! Shear OK Shear OK Shear OK Reactions @ Left End DL Ibs 487.50 388.50 365.62 LL Ibs 812.50 645.75 609.37 Max. DL+LL Ibs 1,300.00 1,034.25 975.00 @ Right End DL Ibs 487.50 388.50 365.62 LL Ibs 812.50 645.75 609.37 Max. DL+LL Ibs 1,300.00 1,034.25 975.00 Center DL Deft in -0.011 -0.114 -0.191 UDefl Ratio 5,500.1 1,107.2 1,020.2 Center LL Defl in -0.018 -0.189 -0.319 UDefl Ratio 3,300.1 666.1 612.1 Center Total Defl in -0.029 -0.303 -0.510 Location ft 2.500 5.250 8.125 UDefl Ratio 2.062.6 415.9 382.6 .. 3/4"T• GLUEL Ibd ~ 6' Ind • BL.OGK F NAIL W/ 8d • 8d • r~ .. r O FLOOR FRAMING va-. I'-0' ~~ ~~ II I~ II I~ ~I II (I II ~~ ~ ~ ~J Title : Job # Dsgnr: Date: 2:19PM, 21 MAY 09 Description Scope Rev: 580008 User: KW-0807446. Ver5.8.0, t-Dec-2003 Timber Beam & J oist - ' Page 1 (gt983-2003 ENERCALC Eng ineering Sof tware tahoma terra 2006.ecw:Calculatlons Description Upper floor framing ~ ~ - Timber Member Information %ode Ref: 1997/2001 NDS, 2000!2003 IBC, 2003 NFPA 5000. Base allowables are user defined wi Beam A Beam B Beam C Beam CS n Beam D Timber Section sxe 2xto axe axe s.tzsxts.s Beam Width in 5.500 1.500 3.500 3.500 5.125 Beam Depth in 7.500 9.250 7.250 7.250 16.500 Le: Unbraced Length ft 6.25 1.00 1.33 1.33 1.33 "" Timber Grade Douglas Hr - Douglas Hr - Douglas Fir - Douglas Fir - Douglas Fr, 24F - larch, No.l larch, No.2 Larch, No.2 Larch, No.2 V4 Fb -Basic Allow psi' 1,350.0 875.0 900.0 900.0 2,400.0 Fv -Basic Allow psi 170.0 170.0 180.0 180.0 240.0 Elastic Modulus ksi 1,600.0 1,300.0 1,600.0 1,600.0 1,800.0 Load Duration Factor 1.150 1.000 1.000 1.000 1.150 Member Type Sawn Sawn Sawn Sawn GluLam Repetitive Status No Repetitlve No No No -~ ~ Center Span Data ~ Span ftj 6.25 12.50 6.00 4.00 19.00 Dead Load #/ftl 411.00 30.00 198.00 242.00 344.00 Live Load #/ft 575.00 54.00 360.00 440.00 450.00 Results Ratio = 0.7248 0.8416 0.8413 0.4570 0.6865 Mmax @ Center in-k 57.77 19.69 30.13 16.37 429.95 @ X = ft 3.12 6.25 3.00 2.00 9.50 ~ fb :Actual psi 1,120.5 920.4 982.7 533.8 1,848.9 Fb :Allowable psi. 1,545.9 1,093.6 1,168.0 1,168.0 2,693.2 Bending OK Bending OK Bending OK Bending OK Bending OK ..., fv :Actual psi 89.6 49.9 79.2 56.8 114.5 Fv :Allowable psi 195.5 170.0 180.0 180.0 276.0 Shear OK Shear OK Shear OK Shear OK Shear OK Reactions "' @ Left End DL Ibs 1,284.37 187.50 594.00 484.00 3,268.00 LL Ibs 1,796.87 337.50 1,080.00 880.00 4,275.00 Max. DL+LL Ibs 3,081.25 525.00 1,674.00 1,364.00 7,543.00 @ Right End DL Ibs' 1,284.37 187.50 594.00 484.00 3,268.00 a LL Ibs 1,796.87 337.50 1,080.00 880.00 4,275.00 `- " Max. DL+LL Ibs 3,081.25 525.00 1,674.00 1,364.00 ~ ~ P ~ DefleCtlons Ratio OK Deflection OK Deflection OK Deflection OK atio > 360 ! b ~°- Center DL Defl in -0.046 -0.128 -0.032 -0.008 - . UDefl Ratio l 1,644.4 1,170.7 2,217.7 6,124.0 780.6 Center LL Defl in -0.064 -0.231 -0.059 -0.014 -0.382 UDefl Ratio 1,175.4 650.4 1,219.8 3,368.2 596.7 ~_, Center Total Defl in -0.109 -0.359 -0.091 -0.022 -0.674 Location ft 3.125 6.250 3.000 2.000 9.500 UDefl Ratio 685.5 418.1 786.9 2,173.0 338.2 .. r~ ~+ w r r ~. r t•o I~ 1 r 1~ r 3/4• TAG 5UB FLOOR GLUED ~ NAILED W/ i Ibd~b'O.GEDGESt A2,i ~ 10d ~ 10.O.G. FIELD - - - L - - - - - - - - - - - - - - - - - - ~~i I ~G I---- ---- -----, `I _ _ II I _ ~1G / \ y ~ WL9-P,4GE I ~ V b MIL VI9QJEEN I \ / ~ ~ VAPOR ~ ~ I % \ I BARRIER I ® • ~ \ ---- I I 4'-0• 4'-0' 4'•0' T7P. ~ I ~~ rT ~xlO D.Fr~~ r*~ - - I •--I-F+~ - a~. I r-~ - -~ r-~ rJ I - I I GRAWLAGCESS 30k24' BLOCK OUT ( '~' 24k24k8'GONG. PIER W/ vERIFY LOCATION I a, O 9~"IPSON A34 GlIPS W/ (2) BLOCKOUT FORl~IAGE ~ O s 0. f~~ PIN9 OR EQUAL 9TAP9 L- - - - - - - - - ~ ~ ~ • FOR P09T ABOVE T7P. I - ~ ~ rr~N IJ> lV ~ --BLOCK OUT FOR 3/0 MAN DOOR I Lim _ L 1 ' ~-a~ -~-- I -a- I ` - J I I I 4'GONGRETE 9LAB i VAF~ft BARRIER I 3'-b' ISkl8kl2'FTG. ~ I r UNDER BEARMG ?~ 4• GOMPAGiED GRAVEL I I • I ~M ABOVE ~ I VIDE 10ul0xbkb' W.W.1"1 I ~- ~ ~ Q I OR F RnESN R£INFORGING _._____-_______.__ I ~ 'y I I J I I ~ ~~ ~Q I g I I I ~ I I oc W I I I b I Z ~ - -_ I ~~L I r ------ I ~ ~~ I I A1.~ ~ EXPOSED I Z~~'~''~ I I CONCRE~APORGN I TFlls AREA ----------- I I I ~~ ~ BLOCK OUT FOR b/0 x 1/0 ~ 7 0.11 GARAGE DOOR I0'-0• b'-10• I I'- 2 • 38'-0 • ~GRAWL AGCE 30k 24• BLOC VERIF7 LOGE 9EE SGNEDL 9EE 9GHEDL -9EE DETAIL FOR ANGNOF cc `~0V ~* FLOOR 979TEM: 2x 10 FLOOR J019T ~ 16' O.G FOUNDATION PLAN WD GIRDER9 ON 4x4 Wp A • 9PLIGE9) oN A9PNALT 9< O jON 24k24k8' GONG, PIER va•~ r-e- «. Title : Job ~! Dsgnr: Date: 2:24PM, 21 MAY 09 Description Scope Rev: 580006 User: KW-0607446, Ver5.8.0, 1983 2003 ENER 1-0ec-2003 Timber Beam 8c Joist Page 11~ (c) - CALC Eng ineering So Rware tahoma leva 2006.ecw:Calculations Description Main floor Tlmber Member InformatlOn :ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined ' Beam A Beam B ~. Timber Section 2x~o axio Beam Width in 1.500 3.500 Beam Depth in 9.250 9.250 Le: Unbraced Length ft 1.00 1.33 "' Tlmber Grade Douglas FIr- Douglas Fir- Larch, No.2 larch, No.2 Fb -Basic Allow psi 900.0 900.0 Fv -Basic Allow psi 180.0 180.0 ,_ Elastic Modulus ksi' 1,600.0 1 600.0 Load Duration Factor 1.000 , 1.000 Member Type i Sawn Sawn Repetitive Status No No ~- Center Span Data ~ Span ft 12.00 4.00 .~® Dead Load #/ft 30.00 563.00 Live Load #/ft~~ 54.00 880.00 Results Ratio = 0.8639 0.6437 Mmax @ Center in-k' 18.14 34.63 @ X = ft 6.00 2.00 .- fb :Actual psi 848.2 693.9 Fb :Allowable psi' 981.8 1,077.9 Bending OK Beetling OK _„ fv :Actual psi, 47.5 82.4 Fv :Allowable psi 180.0 180.0 Shear OK Shear OK Reactions "~ @ Left End DL Ibs 180.00 1,126.00 LL Ibs 324.00 1,760.00 Max. DL+LL Ibs, 504.00 2,886.00 @ Right End DL Ibs, 180.00 1,126.00 ~" LL Ibs, 324.00 1,760.00 I Max. DL+LL - - Ibs'i 504.00 2,886.00 Deflections Ratio OK - - Deflection OK - - '^' Center DL Defl in -0.088 -0.009 L/Defl Ratio 1,628.5 5,467.1 Center LL Defl in ~, -0.159 -0.014 UDefl Ratio 904.7 3,497.7 .. ~. Center Total Defl in -0.248 -0.023 Location ft 6.000 2.000 L/Defl Ratio 581.6 2,133.0 r~ r r. r