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20100062 Permit Pkg 042210 City of Yelm Community Development Department Building Division Phone: (360)458-8407 Fax: (360)458-3744 Applicant: Name:, FREESTONE INC Address: 6820 20TH STREET E. SUITE A FIFE WA 98424 Property Information: site Address: 8212 CARYS ST SE 42 Permit No.: 20~ Qpp62 Issue Date: 4/22/2010 (Work must be started within 160 days) Phone: 253-620-6416 Owner: FREESTONE Assessor Parcel No.: 6352000420 Subdivision: MOUNTAIN SHADOW Lot: 42 Contractor Information: Name: FREESTONE INC Address: 6820 20TH STREET E. SUITE A FIFE WA 98424 Contractor License No.: Project Information: Project: NEW RESIDENTIAL BUILDING Description of Work: Sq. Ft. per floor: Fees LOT 42, 2379 First 964 Second 1395 Third _ Garage 360 Basement Phone: Expires: 0/00/0000 Heat Type (Electric, Gas, Other): GAS Item Contractor NEW RESIDENTIAL BUILDING FREESTONE INC MECHANICAL FREESTONE INC PLUMBING FREESTONE INC TOTAL FEES: Applicant's Affidavit: 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 Yelm regulations including those governing zoning and land subdivision, and in addition, all covenants, easements and restri lions recur If ap~~p//l((((y////}}}}',,~~~~~,,JJJJ as/~/,~pntractor, I further cCerrti~fy/th/alt~I am/~c~u/,rr/e//ntly ./ registered in the o~ ashinA i~L~ r,.,~-f*~7 1 [ ~~C O Finn ~'~'~ S l8 Jl~ • '0 -~0.1~J~Q' a ~ ~ ~ `-~ Fees $13,300.55 $ 78.25 $ 118.00 $ 13,496.86 OFFICIAL USE ONLY # Sets of Prints: Final Inspection: Date: By: City of Yal« ~36ct 453-34n2 REC#: 0002?403 4,'22/2010 1:41 PN QF'ER: CO TERP{: 001 REF#: TRaN: x3.0000 DIIILDI'ru PERMITS 0100062 12 ,1`.16.34 CR FREESTONE INC `f212 CaRY'S ST SE 42 BLD-RES 1 1_2 ~ 19E, , 34CF~ TRar{: 33.0000 BtTiLDIrt~ F'ER~iITS 20100062 78,25CR FyREESTC'i{E INC 'x'12 CARYS ST SE NL TECH . 73.25CR FRNN: JJ.G000 DUII_DINr PER{{IT5 20100061 113.OOCR FREESTONE INC ~~2r2 caRYS 3T 3'r. 42 FL ll3.00r,R. TRaN: ;,3.0000 B'~.[I_DINu F'EF.NITS 201000F~1 13, 42y .93CR FREESTONE INL' °206 CARYS ST SE 43 HLD-REST 1.:,~233.63C;~~ MECH ?3.tiCR PL 113.000R TENDERED: 254322.45 CHECK G.07 CASH ftP'FLIED: 25.322.5°- -------------- CHANGE: O.CO x VELN pO BOXT478 HOOLS VELN WA 98597 Clerk: Gerber Terminal: 1 Receipt: 124341 Manual Receipt: NFREESTONE MT SH NFREESTONE MT SH FREESTONE, MT SHAOOW, LLC 68FE 2WA 98424 SUITE A 4/22/2010 1:21 PM O~_ Item ~ Price 1 MI?IGATIONTION 4280.00 Mt. Shadow 05-013 Lots 42 & 43 Subtotal: 4280 00 Tax: . Total: 4280.00 Check 4280.00 287 Change Due: 0.00 THANK YOU a ~D~ CITY OF YELM RESIDENTIAL BUILDING PERMIT APPLICATION FORM ProjectAddress~cZla CUB, S-f S~ Parcel#: ~n~~CX7l7y~t'~ Subdivision:(" ~h..-.\r.:n Sh^dn.lot #:~ Plan #: ~ ~ ~/~ Zoning: New Construction ^ Re-Model / Re-Roof /Addition ^ Home Occupation Sign ^ Plumbing ^ Mechanical ^ Mobile /Manufactured Home Placement ^ Other Project Description/Scope of Work: S~ Yl .l o i ~ ~~Cf: hlwi (+ Project Value: Building Area (sq. ft) 1 ~` Floor~~ 2n° Floor t 4 Garage 7 Deck Basement Carport Patio # Bedrooms # Bathrooms~S Heatin GAS/ THER or ELECTRIC (Circle One) Are there any environmentally sensitive areas located on the parcel? If yes, a completed environmental checklist must accompany permit application. BUIL`D(N„G°OWNERM„~N~ Af~lE-: ~ S C ADDRESS (n~~l~ O-1v~ ~ ~ EMAIL ~ ®1= eaS~oneCOrylp~~/e CITY '`i~ STATEti~R ZIP KYo1U TELEPHONE ~f~3"A~76-r30 ARCHITECT/ENGINEER LICENSE # ADDRESS EMAIL~,.t~Mll r(a~Ver'2`vt, o-F CITY ~ jy~p\ STATE~ZIP 4.~C>t TELEPHONE GENERAL CO T,,,: `CTO ~ P-~ TELEPHONE af~rvto ADDRESS ~R EMAIL ~y+tiR CITY ~.2 STATE ~ ZIP - FAX -- CONTRACTOR'S LICENSE # ~ Nz EXP DATE~CITY LICENSE # t?~UMBING'CONTRAGTQ1~ NeeSe'S'~Iltmk~iryi TELEPHONEi'~j~~l~,Oo1(pC:~ ADDRESS \17R~'~ `f~u\vrc_ `~ji S~ EMAIL CITY \ .a STATE~~ZIP985t3 FAX 3f.,n-138• i~lf;'- CONTRA TOR'SLICENSE#i`hGNEEP,<9~8P~ EXP DATE/~> CITYLICENSE# MEC~HANICAL~C~ONTRACTO .. n TELEPHONE~~S37' Ulo5S ADDRESS U~In~ \\\oktn ~',1- ~ EMAIL CITY_j(a(;!>mA STATE~~ZIPQKUT1lo FAXr4~i3-53~-3Rlol CONTRACTOR'S LICENSE #Yit.i E MRi-1 EXP DATE'~CITY LICENSE # ~J,1&T r Copy of mitigation agreement with Yelm Community Schools, if applicable. 1 hereby certity that the above Information is correct and that the construction on, and the occupancy and the use or the above described property will be in accordance with the laws, rules and regulations or the State of Washington and the City of Yelm~. J//\~~ /~ / IiV 1 `~ Applic lure Date Owner / Contractor I wner'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 for a period of 180 days 105 Yetm Auenue West Yetm, WA 98597 www.ci.yelm.wa.us i~M q~Xp~~D. FHA I~ O 4 Z~~U (360) (360) B Y: -------------=------ . `/ City ~f Y~l~n ~3b0?v5B-8402 REG~: 000255:,0 4; 05,`2010 2.,;5 F'!I "PER, rn TERN: 00;. REFG: 1184 . iRAN: 3?.0000 HUiLDip?f F'ERNiT5 2010f,+OE2 i.104.2.GK FREE~TO~lE INC iJ'7iG hL'JC 2 C~~~ ~ •., ST 5E 4 C'Cn1 7 1 q. n~~ TF'APl: 3.3.0000 i~I,ILDi_N6 F'ERmIT5 20'nnOf~ , ~~- „off FFrEBTCr!E LHC '152 Ci;RYB 8T 5E 44 BLD-RESi L 243.98CR IRr;!!: JJ.000!? HLIILiii.lG "T- FEn;T~ ~ :. 201000b4 1,034.E,8fR FREE8T8NE TNC 9218 CARVB 5T aE 41 FLD-RE81 1°G.14,63CR TRA!?: 1;,0000 RUIL.DI`?G F'ER~ITB 201GOCL 5 1, 034. r'8CE' ¢-~. e r ~,r~_'Tpil~ ING 9104 CA~`YS 5T SE 52 HLD-RES i. 1,034„E,SCR TEN_r.,ERED: 4,4"_7,55 CHEr_.r; APPLIED: 4.41.7.55- CHANCE. 0.00 ~~ Cor~/\eGl ~~~ P.~~`ROO~. Drams f~ Dt'ywell ~ - ~~~~ s' S _ _ ~ SI GaS~- - -- ~ s 'bS I ~~ ~ 5;.~ a. CoHL Z ~r ~ ~ ~ ~ ~ -1 .3 ~ ,~ \ y --~ ~. .~ N 4 ~ o ~z$/~ ~Dp ~. Lod ~f2 Mo~~-~~.~ ~ 5hadbw ~2~~z ~~.~ys s~. sE, Paccel~ (0352000~420~0 r ~~~~~~~D APR 0 2 2010 B Y: -------- ~~~ ~ h ~ ~~~~~~ ~ A = WALL TO WALL B =OVERHANG TO OVERHANG C =GUTTER TO GUTTER (ASSUME 4") 41'-0 C A < <~ 41-g 3a-o u° ~~~gL.. ~V ~ r~ ~1~-lie u Q-3`l` -(~r I, g X12'-0`' ~ }~- C- ~+2= 8 ~ 237~'~ 2 Cap .~ . ~~~~~~~D APR 0 2 20i0 a3~~1 THURSTON COUNTY DEVELOPMENT SERVICES 2006 WSEC PRESCRIPTIVE COMPLIANCE FORM ~nnv«nsynr ~~" APPLICANT NAME: ~lrr-XY~iLP .~'t C ea PROJECT HEATING SYSTEM TYPE (Check one): ^ Forced Air Furnace ^ Zone Heat ^ Other: MAXIMUM HEATING SYSTEM SIZE (BTU/Hr): y~-\ ~ \~.~j 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 VIAQ 303.4.2) ^ Intermittent Whole House Ventilation Using A Supply Fan (2006 VIAQ 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°'t Re uirements based on 2006 WSEC Table 6-1, O tion I Glazing Glazing U-Factor Door° Ceiling' Vaulted Wall" Wall Wall Floors Slab° Area10 % U- - Ceiling' Above InN 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 Secfion 601.1. 1. Minimum requirements for each option listed. For example, if a proposed tlesign has a glazing ratio to the conditioned floor area of 13°h, it shall comply with all of the requirements of the 15°/ glazing option (or higher). Proposed designs which cannot meet the spedfic 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. 'AdY denotes Advanced Frametl Ceiling. 3. Requirement applicable only to single rafter or joist vaulted ceilings where both (a) the distance between the top of the ceiling and me underside of the root sheathing is less than 12 inches and (b) there is a minimum 1-inch vented airspace above the insulation . Other single rafter orjoist vaulted ceilings shall wmply 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 intedor to the same level as walls above grade. Brtedor 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 spedficafions. See Sectipn 602.4. 7. Int. denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulafion 8. This wall insulation requirement denotes R-19 wall cavity insulation plus R-5 foam sheathing. 9. Doors, inGuding all fire doors, shall De assigned default U-factors from Table 10-6C. 10. Where a maximum glazing area is listed, the total glazing area (cembinetl vertical plus ovemead) as a percent of gross conditionetl 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 ~¢„a a ~ y-~~ rr/ 5-a 12. Log antl solitl timber walls with a minimum average thickness of 3.5" are exempt from this insulation require n''1Jtt.22~-....',', `lJ~' zS V IJ APR 0 2 2010 ~! BY: ....................- THURSTON COUNTY DEVELOPMENT SERVICES 2006 WSEC PRESCRIPTIVE HEATING SYSTEM CALCULATION FORM APPLICANT PROJECT AI v~csi~rcaur~rrt 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. 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. a 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. City of Yelm 105 Yelm Ave. W., Yelm, WA 98597 Phone: (360) 458-3244 Fax: (360) 458-4348 www.ci.yelm.wa.us Application for Utility Service Date Received: Signature verified by: For City Use Onlv Owner Name: YCesLS~pna ~90un-IG~v, Shceln.~L~r_ Owner Phone #: a53- 89 to-1300 Service Location: Q~~a, (` 0.s~a,n Wit- ~~ Start Date: Mailing Address (If different than service location):loRarJ OZ4l1~. 6~ ~ ~~-Ce w~ 4 r~ua~t nri~a~ i ~`~Pnce # Ark- r'xoC~q'la Date of Birth: Name of Employer: ,r~ I hereby make application for utility services from the City of Yelm, Washington, subject to all of the provisions of City Ordinances now existing or hereafter adopted and agree to pay all charges as provided for therein and that the obligations of the parties are covered thereby. This application shall automatically grant the City of Yelm the right to access the property for performance of the City's services. I hereby certify that I am the legal property owner and have the authority to establish utility services at the above service location. I understand the City of Yelm shall have a lien against the property in accordance with RCW 35.21 and RCW 35.67 of charges which shall be the obligation of the owner of the property, its heirs, successors and assigns, until the same is paid in full. The City may enforce the lien by shutting off and not restoring water and/or sewer until all delinquent and unpaid charges are paid in full. The City of Yelm may also employ other legal remedies such as collection agencies, small claims court or an attorney to collect the unpaid amount for the property owner. I understand if I put the billing in the name of my tenant and if the tenant fails to pay the utility bill I will be responsible for all charges including but not limited to utility bill, penalties and any other fees. Owners Signature: Date: For my convenience, please establiSha-utility billing account for my tenant tau required information must be Provided in order to bill the tenants. Tenant name: Tenant Contact #: 'Requlretl gRequlretl Tenant mailing address: STATE OF WASF~INGTON COUNTY OF I ~---- On this day personally appeared before n described in and who executed the within the same as his/her/their free and volunta Given under my hand and seal of office this Notary Public residing at 1 ~.. My Commission Expires: 'Z-~ , Revised 12/16/09 sjd Employers Phone #: _, to me known to be the individual(s) and acknowledged that he/she/they signed es and purposes therein mentioned. °UBL CT~-, 2oQ~ . ~~,te~d Name ~` wig ,,~~'~~ ~- ~ ~ ~ gG ~3C~lg ~r,~r` , APR 0 2 2010 D B Y- ----------------- ,_ STRUCTURAL DESIGN FOR PLAN 2379 925 8TH PL W )THELL, WA 98021 ?5) 488 - 9868 ?5) 486 - 6715 FAX PIERCE COUNTY, WASHINGTON DATE 03/09/10 PREPARED BY Mark Weller, P.E. /aPPr~CV c~_q_`~ APR 0 2 2010 _-____..~ BY:---------------~ NOTE: This stamp applies to the members and assemblies described in these calculations only and is only valid if it is a wet stamp. DESIGN CRITERIA PER THE 2006 INTERNATIONAL BUILDING CODE EARTHQUAKE PER SECTION 1614 Design Per ASCE 7-OS Section 12.8 Equivalent Lateral Force Procedure Base Shcar: V = Cs * W Cs=Seismic Response Coefficient W =Effective Seismic Weight Site /Project Specific Design Values: Ss = 1.25 per USGS S, = 0.40 per USGS Site Class D (Default) Seismic Design Category D R=6.5 from Table 12.2-I IW = 1.00 Cs = 0.1282 per Section 12.8.1.1 WIND DESIGN PER SECTION 1609 (Allowable Stress Design) Design per ASCE 7-OS Section 6.4 Design Wind Pressure: Ps = 2, * Iw * PS30 where: ~ =Exposure Factor KZT =Topographic Factor IW =Importance Factor PS3o =Base Design Pressure Site/Project Specific Values: Basic Wind Speed = 85 mph (V3~) IL = 1.40 Exposure "C" (<30') K~ = 1.00 [W = L00 PS3o =see ASCE 7-05, Figure 6-2 STANDARD DESIGN INFORMATION The information described below is [o be used unless otherwise noted on [he plans WOOD DESIGN per Sections 2301 & 2301.2.1 Allowable Strength Design when applicable; per2308 Conventional Light-Frame Construction MINIMUM NAILING REQUIREMENTS per Table 2304.9. I ANCHOR BOLTS: 518" 0 x 10", A307 or better, w/ 7" min. Embedment. V = 1328 >« /bolt CONCRETE DESIGN per Chapter 19 & ACI 318-OS Concrete: f~ = 2500 psi Rebaz: fY = 40,000 psi MISCELLANEOUS HARDWARE SIMPSON Strong-Tie Connectors or equal SHEAR WALL SCHEDULE (SEE 2006 IBC table 2306.4.1 & Section 2306.4.1) All shear walls to be sheathed from top plate to bottom plate. Block all panel edges. Nail spacing is for all panel edges. Space nails @ l2" o.c. along intermediate framing members. SW-6 v = 260 plf 7/16" OSB, w/ 8d (0.113" 0) nails @ 6" o.c. Anchorage (interior walls only) to SINGLEjoist or blkg below: 16d (box) @ 6" o.c. SW-4 v = 350 plf 7/16" OSB, w/ 8d (0.113" 0) nails @ 4" o.c. Anchorage (interior walls only) to SINGLEjoist or blkg below: 16d (box) @ 4" o.c. SW-3 v = 490 plf 7/16" OSB, w/ 8d (0.113" 0) nails @ 3" o.c. Anchorage (interior walls only) to 4x (min.) BEAM or blkg below: 16d (box) @ 3" o.c. NOTE: use min 3" nominal studs @ adjoining panel edges SW-2 v = 640 plf 7/16" OSB, w/ 8d (0.1 l3" PJ) nails @ 2" o.c. (staggered) Anchorage (interior walls only) to 4x (min.) BEAM or blkg below: 16d (box) @ 2" o.c. NOTE: use min 3" nominal studs @ adjoining panel edges The shear values above are based upon the use of 8d box nails with a full head, a shank diameter of 0.113", and a minimum penetration of 1.375". From Table 2306.4.1 use 15/32; Sd values with a 0.729 reduction for Hem-Fir & 1.4 increase [or wind. SW-2C v = 830 plf 7/16" OSB, w/ Sd (0.131" 0) COMMON nails @ 2" o.c. (staggered) Anchorage (interior walls only) to 4x (min.) BEAM or blkg below: 16d (box) @ 2" o.c. NOTE: use min 3" nominal studs @ adjoining panel edges The shear values above are based upon the use of 8d common nails with a full head, a shank diameter of 0.131", and a minimum penetration of 1.5". From Table 2306.4.1 use 15/32; 8d values with a 0.93 reduction for Hem-Fir & 1.4 increase for wind. 16A C~ 16" O.C. SHEAR WALL EDGE NAILING RIM JOIST LOCATE SHEATHING JOINT C@ COMMON MEMBER SHEAR TRANSFER C~ EXTERIOR WALL DETAIL SEISMIC & WIND ANALYSIS # 10-022 FOR PLAN 2379 SEISMIC: PER ASCE 7-OS SECTION 12.8 Dead Loads: Roof = 15 psf (horz. framing) 8 10 psf (partition) Floor = 10 psf (horz. framing) & 10 psf (partition) Vertical Distribution SEISMIC BASE SHEAR: V = 0-.1282 W WR = 1395 SF @ (15 + 10) psf = 34,875 # WuF = 1728 SF @ (10 + 10) psf = 34,560 # Level Weight (w) Height (h) w x h Roof 34,875 18 627,750 64% VR = 4,019 # Upper 34,560 10 345,600 36% VuF = 2,213 # Total 69,435 973,350 Totai = 6,231 # WIND: PER ASCE 7-05 SECTION 6.4 sidelside FR = 36 SF @ 20.16 psf = 726 # A <30 48 SF @ 3.22 psf = 155 # B <30 235 SF @ 14.56 psf = 3,422 # C <30 30 SF @ 3.36 psf = 101 # D <30 Total Roof sls: FR= 4,403 # FuF = 96 SF @ 20.16 psf = 1,935 # A <30 0 SF @ 3.22 psf = 0 # B <30 285 SF @ 14.56 psf = 4,150 # C <30 0 SF @ 3.36 psf = 0 # D <30 Total Upper Floor s/s: FuF = 6,085 # Total s/s = 10,488 # fronUback FR = 32 SF @ 20.16 psf = 645 # A <30 60 SF @ 3.22 psf = 193 # B <30 215 SF @ 14.56 psf= 3,130 # C <30 168 SF @ 3.36 psf = 564 # D <30 Total Roofflb: FR= 4,533 # FuF = 96 SF @ 20.16 psf = 1,935 # A <30 0 SF @ 3.22 psf = 0 # B <30 355 SF @ 14.56 psf = 5,169 # C <30 37 SF @ 3.36 psf = 124 # D <30 Total Upper Floor Hb: FuF = 7,228 # Total Hb = 11,762 # WIND: PER ASCE 7-OS SECTION 6.4.2.1.1 349 SF @ 10.0 psf = 3,490 # 381 SF @ 10.0 psf = 3,810 # Total s/s = 7,300 # 475 SF @ 10.0 psf = 4,750 # 488 SF @ 10.0 psf = 4,880 # Total flb = 9,630 # SUMMARY: Wind controls both levels both directions, except @ roof. UPPER FLOOR SHEAR WALLS 'Line LTRIB V side/side: VR = Length Shear 5,224 # Shear Wall Type H / W Ratio v = Seismic Ratio 137 plf Redundancy Factor (p) Height (ft) LEFF = MoT MR 38.0 ft Uplift (T/C) Resisting Element Left /Front Right /Back REAR 19 2612 # a 4.5 94 plf SW-6 -1.78 1.00 1.30 8 3389 #-ft 486 #-ft 632 # 4 4 b 14.5 94 plf SW-6 0.55 1.00 1.30 8 10920 #-ft 5046 #-ft 364 # Rdl Rdl c 8.75 94 plf SW-6 0.91 1.00 1.30 8 6589 #-ft 1838 #-ft 519 # 4 4 27.75 FRONT 19 2612 # a 3.5 156 plf SW-6 2.29 0.88 1.30 8 4367 #-ft 294 #-ft 1154 # 4 4 b 3.5 156 plf SW-6 2.29 0.88 1.30 8 4367 #-ft 294 #-ft 1154 # 4 4 c 5.5 156 plf SW-6 1.45 1.00 1.30 8 6862 #-ft 726 #-ft 1100 # 4 4 d 4.25 156 plf SW-6 1.88 1.00 1.30 8 5302 #-ft 434 #-ft 1134 # 4 4 TOTAL 38 5,224 # 16.75 fronU back: VR = 5,224 # v = 134 plf LEFT = 39.0 ft Line LTRIB V Length Shear Shear Wall H / W .Seismic Redundancy Height MoT MR Uplift Resisting Element Type Ratio Ratio Factor (p) (ft) (T/C) Left /Front Right /Back LCEN 19.5 2612 # a 18.5 99 plf SW-6 0.43 1.00 1.30 8 14589 #-ft 8214 #-ft 293 # 1 Rdl b 8 99 plf SW-6 1.00 1.00 1.30 8 6309 #-ft 1536 #-ft 574 # 4 4 26.5 RIGHT 19.5 2612 # a 14.25 95 plf SW-6 0.56 1.00 1.30 8 10829 #-ft 4874 #-ft 378 # 1 Rdl b 13.25 95 plf SW-6 0.60 1.00 1.30 8 10069 #-ft 4214 #-ft 405 # Rdl 1 TOTAL 39 5,224 # 27.5 I MAIN FLOOR SHEAR WALLS side/side: VuF = 5,263 # v = 139 pIf LErF = 38.0 ft Line LTRIB V Length Shear Shear Wall H / W Seismic Redundancy Height MoT MR Uplift Type Ratio Ratio Factor (p) (ft) (T/C) REAR 9 3859 # a 4.5 234 pIf SW-6 2.00 1.00 - 1.30 9 9472 #-ft 547 #-ft 2602 # b 9 234 pIf SW-6 1.00 1.00 1.30 9 18943 #-ft 2187 #-ft 1833 # c 3 234 pIf SW-3 3.00 0.67 1.30 9 6314 #-ft 243 #-ft 2533 # MID 16.5 2285 # FMID 10 2906 # FRONT 2.5 1438 # TOTAL 38 10,488 # Line LTRI9 V 16.5 a 11 208 pIf SW-6 a 4 363 pIf SW-3 b 4 363 pIf SW-3 8 a 2 359 pIf SW-2C b 2 359 pIf SW-2C 4 Resisting Element 0.82 1.00 1.30 9 20568 #-ft 3267 #-ft 1538 # 5 5 2.25 0.89 1.30 9 13075 #-ft 432 #-ft 3148 # 6 6 2.25 0.89 1.30 9 13075 #-ft 432 #-ft 4282 # 6 6 3.50 0.57 1.30 7 6471 #-ft 108 #-ft 4329 # 6 6 3.50 0.57 1.30 7 6471 #-ft 108 #-ft 3175 # 6 6 fronU back: VuF = 6,537 # v = 128 pIf LEFF = 51.0 ft Length Shear Shear Wall H / W Seismic Redundancy Height MoT MR Uplift Resisting Element Tvoe Ratio Ratio Factor (ol (ft1 (T/Cl Left /Front Riaht /Back Ltt' I b /b`J 8 a ZU.b JC pIT JVV-b U.44 I.UU I.JU y by LL ir-R llJ4/ iF-Tt -L6V Tr VR Vn LCEN 16 4663 # a 7 455 pIf SW-3 1.29- 1.00 1.30 9 28661 #-ft 1323 #-ft 3883 # 6 6 b 3.25 455 pIf SW-2 2.77 0.72 1.30 9 13307 #-ft 285 #-ft 3996 # 6 6 10.25 RCEN 19 2435 # a 7 162 pIf SW-6 1.29 1.00 1.30 9 10229 #-ft 1323 #-ft 1250 # 1 5 b 8 162 pIf SW-6 1.13 1.00 1.30 9 11690 #-ft 1728 #-ft 1220 # 5 2 & 3(3) 15 RIGHT 10 3894 # a 14.25 142 pIf SW-6 0.63 1.00 1.30 9 18160 #-ft 5483 #-ft 845 # 1 5 b 13.25 142 pIf SW-6 0.68 1.00 1.30 9 16886 #-ft 4740 #-ft 875 # 5 1 TOTAL 51 11,762 # 27.5 HORIZONTAL DIAPHRAGM SHEARS /LOAD PATH ROOF DIAPHRAGM FRONT: @ 3.5' walls; v = 7 x 156 / 12 = 91 plf OK @5.5'wall;v=5.5x156/16=54p1f OK @ 4.25' wall; v = 4.25 x 156 / 11 = 60 plf OK UPPER FLOOR DIAPHRAGM REAR: vnet = 9 x 139 / 39 = 32 plf OK MID: v = 2285 / 20 = 114 plf OK FMID: year = 7.5 x 139 / 14 = 75 plf v front = 2906 / 14 - 75 = 133 plf OK Locate joist over wall, extend shear wall sheathing 8 nailing to joist, SEE Detail FRONT: v = 1438 / 20 = 72 plf OK LCEN: vnet = 16 x 128 / 18 = 114 plf OK T = 18.5 x 99 = 1932 # ADD (2) CS16 rim to rim, ADD (5) A35 rim to wall top plate RCEN: v = 2435 / 20 = 122 plf OK RIGHT: v = 2459 / 26 = 95 plf OK ANCHOR BOLTS FMID: @ 4' walls; V = 4 x 363 = 1452 # FRONT: @ 2' walls; V = 2 x 473 = 946 # LCEN: @7'wall; V=7x455=3185# @3.25'waII;V=3.25x455=1479# RESISTING ELEMENT Roy Dead Load Reaction USE 518" O Anchor Bolts @ 5' - 0" o.c. Unless Notes Otherwise (U.N.O.) v=1.6x860#/5=275p1f NOTE: If v > 350 plf Then V(bolt) = 1.6 x 860 / 2 = 688 # Perpendicular Exterior Wall T~ = VcoRNER = HW~~ x vM,N Perpendicular Wall (min) 5 - 16d nails = 5' x 109 plf = 545 # A 35 Framing Anchors = 450 # each CS16 Strap = 1705 # STHD10 or STHDIORJ @ 3730 # STHD14 or STHD14RJ @ 5025 # n -flz ovrlow.L ~ ~. ~..• UL MPROVED DIRECT -~ vEM ZERO CLEARANCE GAS FIREPIAGE INSTALL i PER MfG'S SPECS ~ M. BEDAOOM i BED. I ~ O Imo/ 2. ~ CL _ - ~I \ I U. ry. ' -~.Z ~ ,I'~.'',.' Y. '" BED 2 ~~~ G ~'< ~.e I 1 Fd W+.. rNB ~ z...f„ I .a~+u. p ~a .5 BATH G CL IU71L ~o; ' D W ~p ~w ~] N ~TT V O L•A s.~~ 2+s II ,< ~:. e i °P' " ~ BED 3 - - y. and •--~~-__ !. so..m II LOFT' _ -~-o I OPT. BEO ;I II ~ it I I ~Q I ~ L ! I /9040 XT ~I it 3.5 ~~ - r._._~~ 1 O7 CS16 TO WALL BELOW O2 CS16 TO HEADER BELOW O3 CS16 TO BEAM BELOW NOTE: ALL EXTERIOR WALLS & GABLE ENDS TO BE SW-6 U.N.O. UPPER FLOOR SHEAR WALLS y, BATH I ~ I ~ ~ao~ ~Vp; F~2o0.IT ~,~ ~~I °` ~' ~ oPr a........~JTf",b~VCa./ 1J ~;/ ~lo~ KL-C~1 GREAT RM ~~ .L V.pc. I 5T H bl 4~.5 , T`f~. t~ . ( g> 2EcaI ~J ~- -h ~ 7 O: i _ _ „ _ O1 ADD (2) CS16 RIM TO RIM O2 ADD (5) A35 RIM TO WALL TOP PLATE O3 LOCATE JOIST OVER WALL, EXTEND SHEAR WALL SHEATHING & NAILING TO JOIST, SEE DETAIL B ® EXTEND GARAGE DOOR HEADER TO CORNER, PROVIDE NAILING PER DETAIL C O5 ADD (3) A35 TO CORNER, SEE DETAIL D © A HTT22 HOEDOWN MAY BE USED IN LIEU OF THE STHD10 HOEDOWN, SEE DETAIL E O7 A HTT22 HOEDOWN MAY BE USED IN LIEU OF THE STHDIORJ HOEDOWN, SEE DETAIL F ® A HDQ8 HOEDOWN MAY BE USED IN LIEU OF THE STHD14 HOEDOWN, SEE DETAIL G O9 A HDQ8 HOEDOWN MAY BE USED IN LIEU OF THE STHDI4RJ HOEDOWN, SEE DETAIL H NOTE: ALL EXTERIOR WALLS TO BE SW-6 U.N.O. >,A L~ --- ~ ~ ; ~ `'mot-• ' ~ ST n141~[`G'• I . 8 ---- -----`1-. ~4-) 2C-mac.' ~ 9•.t-2L 5\1.2C. ~v ~~~ -~ is ~B+oP KITCN~~•• ~ NOOK .,.rye ~"y` ~ U.apeT '2;4 P[1 vz~z 3. w.. - .. >..e ..x>, ~~~ WIY a. 11^ I ~ i'h .. wr ~d PRONOE\f)DYER Yom", ~~`~>y O GWB ALONG ALL ~NAR LzgSZI h7 UYER AT CLG. (11 LIVER M'G 9 ftEOUIRED ON ALL WALL55UPP0 INGJ ~ p z ASECONDSTORY. PER IR ]W Iyy l PRO`/IDE COMBUSTION AIR ~ I ~ -e TO ALL GAS FIRED GARAG'c I JD'%2I' C L SPA [.5 y~ APPLIANCES PER Mt]0~ 8 Mt]OJ ~ ACCESS ~ ~/~/ ~fe~"~^- LIVING GAF AGE ~/ ~ L..•/ I Ne TrLE c~ ENR2Y '~ STNOI o I T`F? 3 q OPT GARAGE ~ Ip,e a+~ i `~' ' R s~~c- -f~ ~,-,,.~ 4~ ~~~ 1VIAIN FLOOR SHEAR WALLS 3 STFl~G1~-R.-S~~ v ? 5 ~! - - - -- ~/o ~ ~ i/ _~ Z 3 1 S L~ 6 ~ srNbto S ,-rQ. ~ - - Ct~~ b ,- + ~ i cI _ Deg -- ~ ~ ~ r~ ~ 3 - - - -- ~ ~~ e~.M ... ~~ :j i F . ~~a.,~ 3 3 ~j ~ i ~~~-~ i? I 1 e.._ \ ~~tl-14VlL ~ ~- T L,.c Sw - 6 ', i I STH~to,TY~, z a V @~ ~~a2Ac~E ~ i l" J Q I I ~ ~ - -~ ~ :a1 _ t ~ ~ ~ ~ A ' '~ -- ----_ ~'_ ~ ~ t t ~' a , __ _ ,~ ST l~l 4 ~ TY'. /~' - - - - z ~`F) R-C~p.~ b ~ c~~c~ 4 ~ . O CONCRETE STEM WALL TO BE 2' - 0" MIN. ABOVE GARAGE SLAB 2O A HTT22 HOEDOWN MAY BE USED IN LIEU OF THE STHD10 HOEDOWN, SEE DETAIL E O3 A HTT22 HOEDOWN MAY BE USED IN LIEU OF THE STHD10RJ HOEDOWN, SEE DETAIL F ® A HDQ8 HOEDOWN MAY BE USED IN LIEU OF THE STHD14 HOEDOWN, SEE DETAIL G O5 A HDQB HOEDOWN MAY BE USED IN LIEU OF THE STHDI4RJ HOEDOWN, SEE DETAIL H NOTE: USE 5/8" fd ANCHOR BOLTS W/ 3" x 3" x 1/4" WASHERS na. 5'-0" O.C. U.N.O OA (2) 5/8" A.B. REQ'D © (5) 5/8" A.B. REO'D FOUNDATION PLAN WELLERCONSULTBVG ' W ENGINEERS, P.C. 21925 8TH PL W • BOTHELL, WA 98021 PH. (425) 488 - 9868 • FAX (425) 486 - 6715 TRUSSES PER PLAN tOd O 6" O.C. ROOF SHEATHING WINDOW /DOOR FRAMING WINDOW /DOOR HEADER DETAIL A DETAIL B VENTED BLOCKING Hi C~ 24" O.C. 10d C~ 6" O.C. =LOOK SHEATHING LOCATE JOIST OVER SHEAR WALL EXTEND SHEAR WALL SHEATHING 3" MIN ABOVE TOP PLATE, NAIL SHEATHING TO J015T PER SHEAR WALL EDGE NAILING W J J Q 3 w N w H U w w w JOB NAME PLAN 2379 JOB NUMBER 10-022 PREPARED BY MW DATE 3 / 9 / l0 SHEET NO. l.$ OF l1~^ DETAIL C PROVIDE (2) ROWS OF 8d C~7 2" O.C. SHEAR WALL TO HEADER W ~ WELLER CONSULTING ENGINEERS, P.C. 21925 8TH PL W • BOTHELL, WA 98021 PH. (425) 488 - 9868 • FAX (425) 486 - 6715 _XTERIOR WALL 6d Ca 16" O.C. A35 PER PLAN 16d ®16"O.C. Bd C 4" O.C. JOB NAME PLAN 2379 JOB NUMBER 10-022 PREPARED BY MW DATE 3 / 9 / l0 SHEET NO. L`~ OF 110 (2) 2 x _ HF # 2 STUDS HTT 22 HOEDOWN 55TBi6 P.T. SILL PLATE a e d ~ d a ' a Q o DETAIL E (2)2x_HF#25TUD5 HTT 22 HOEDOWN 557816 RIM J015T W/ SOLID BLOCKING SILL PLATE a e. a d e a. a ~ e < e . ~ DETAIL F (PLAN VIEW) DETAIL D W ~ WELLER CONSULTING ENGHJEERS, P.C. 21925 8TH PL W • BOTHELL, WA 98021 PH. (425) 488 - 9868 • FAX (425) 486 - 6715 4x6DF#2 HDQB HOEDOWN SSTB28 P.T. 51LL PLATE a aC a • a a a a a DETAIL G JOB NAME PLAN 2379 JOB NUMBER 10-022 PREPARED BY MW DATE 3 / 9 / 10 SHEET NO. lJo OF C.,,to 4x6DF#2 HDQB HOEDOWN 557828 RIM JOIST W/ 50LID BLOCKING 51LL PLATE a d .. a a a a. a a DETAIL H VI DESIGN LOADS: ROOF DL = 15 PSF LL = 25 PSF ENGINEERED TRUSSES BY TRUSS MANUFACTURER NOTE: PROVIDE (2) 2 X POST Ca) ALL HIP MASTERS & GIRDER TRUSSES U.N.O HEADERS: 4 x 8 DF # 2 U.N.O. NOTE: PROVIDE (1) 2 X TRIMMER @ ALL HEADERS U.N.O H1: 4x12DF#2 H2: 4x10DF#2 COLUMNS: C1: (3)2x6HF#2 ROOF FRAMING PLAN (ELEVATION A) vz DESIGN LOADS: ROOF DL = 15 PSF LL = 25 PSF ENGINEERED TRUSSES BY TRUSS MANUFACTURER NOTE: PROVIDE (2) 2 X POST an. ALL HIP MASTERS & GIRDER TRUSSES U.N.O HEADERS: 4 x 8 DF # 2 U.N.O. NOTE: PROVIDE (11 2 X TRIMMER @ ALL HEADERS U.N.O H7: 4x12DF#2 H2: 31/8 x 9 GLB (24F-V4) H3: 4x10DF#2 COLUMNS: C1: (3)2x6HF#2 ROOF FRAMING PLAN (ELEVATION B) 1 _t Oq DESIGN LOADS: FLOOR DL = 10 PSF LL = 40 PSF JOISTS:2x12HF#2(a~16"O.C. I-t `f' ~--~ ~,.~ ~~ 'J t.4-ice ~~~ 1 ~ti '<3 NOTE: PROVIDE LUS210 HANGER; E{ 4 ,; ,,~ " ^• ALL FLUSH FRAMED EN"' ~ HEADERS: 4 x 8 DF # 2 U.N.O. NOTE: PROVIDE (1) 2 X TRIMME ~ d @ ALL HEADERS U.N.O ~, H4: 3 1/8 x 9 GLB (24F-V4) ~ - H5: 51/8 x 13 1/2 GLB (24F-~ r BEAMS: fw~ ~,; o~„ L ~ ~ ~ GZ NOTE: PROVIDE (2) 2 X POST I ~ @ ALL BEAMS U.N.O. ~ G2 ` B1: 3118 x 10 1/2 GLB (24F-\ ~ r- ~ ~ 62: (2)2x12HF#2 ~~ ~ ~ ~• B3: (2)2x12HF#2 ~~--- ----' ----- ~g Qg 64: 4x12DF#2 65: 5118 x 15 GLB (24F-V4) j c:G., TC-~. v p~H B5: (2)2x12HF#2 ~ B7: 4x10DF#2 ~ B8: 4x10DF#2 69: 51/4 x 11 1/4 PSL f (3RD CAR OPTION ONL', COLUMNS: ~ C2: (2)2x6HF#2 ~ C3: 4x4DF#2W/AC4 , C4: (3)2x6HF#2 I C5: 6x6DF#2W/AC68A (3RD CAR OPTION ONLY C5: 4 x 4 P.T. W/AC4 & A64' A Na V3 V4 DESIGN LOADS: FLOOR DL = 10 PSF LL = 40 PSF JOISTS: 2 x 10 HF # 2 lad 16" O.C. NOTE: PROVIDE LUS26 HANGERS Cad ALL FLUSH FRAMED ENDS BEAMS: 4 x 8 DF # 2 U.N.O. NOTE: PROVIDE 4 x 4 POST @ ALL BEAMS U.N.O. PROVIDE 4 x 6 POST ALL BEAM SPLICES U.N.O. COLUMNS: C7: 4x4DF#2 NOTE: PROVIDE SOLID FRAMING IN JOIST SPACE TO FOUNDATION FOR ALL PT. LOADS ABOVE 1VIAIN FLOOR FRAMING PLAN vs BeamChek v2009 licensed to: Weller Consulting Engineers, P. C. Reg # 5234-65779 PLAN 2379 ~ ROOF FRAMING GT1 (FOR REACTIONS ONLY) Date: 3/09!10 Selection 3-1/Sx 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2005 Dafa Attributes Actual Critical Status Ratio Values Adjustments Loads mm tseanng area tti= z.u m• r<z= t.u m- t-i.ol u~ uen= u.wv m rtewm t.aniuei- ~.~~ ~~~ Beam Span 20.5 ft .Reaction 1 LL 769 # Reaction 2 LL 769 # Beam Wt per ft 9.11 # Reaction 1 TL 1323 # Reaction 2 TL 1323 # Bm Wt Included 187 # Maximum V 1323 # Max Moment 6782'# Max V (Reduced) 1194 # TL Max Defl L / 240 TL Actual Defl L / 322 LL Max DeFl L / 360 LL Actual Defl L / 670 Section (ino) Shear (ink TL Defl (in) LL Defl 75.00 37.50 0.76 0.37 29.49 6.49 1.03 0.68 OK OK OK OK 39% 17% 75% 54% Fb ( si Fv (psi E si x mil Fc1( si Reference Values 2400 240 1.8 650 Ad'usted Values 2760 276 1.8 650 Cv Volume 1.000 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Ce = 0.00 Ft Uniform LL: 75 Uniform TL: 120 = A Uniform Load A 0 0 R1 = 1323 R2 = 1323 SPAN = 20.5 FT Uniform and partial uniform loads are Ibs per lineal ft. v~ BeamChek v2009 licensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 PLAN 2379 ~ ~ - ROOF FRAMING GT2 (FOR REACTIONS ONLY) - Date: 3/09/10 Selection 5-118x 22-1/2 GLB 24F-V4 DFIDF Lu = 0.0 Ft Conditions NDS 2005 Data Attributes Actual Critical Status Ratio Values Adjustments Loads wn rseanng rvea R1= 14.0111-RL- 14.0111- tld/UL UCII- VA4 lu f~O~.vm ~.ainua-~.au u, Beam Span 28.0 ft Reaction 1 LL 5688 # Reaction 2 LL 5688 # Beam Wt per ft 28.02 # Reaction 1 TL 9492 # Reaction 2 TL 9492 # Bm Wt Included 785 # Maximum V 9492 # Max Moment ~ 66446'# Max V (Reduced) 8221 # TL Max Defl L / 240 TL Actual Defl L / 262 LL Max Defl L / 360 LL Actual Defl L / 525 Section (ino) Shear (ink TL Defl (in) LL Defl 432.42 115.31 1.28 0.64 316.62 44.68 1.40 0.93 OK OK OK OK 73% 39% 92% 69% Fb si Fv psi E si x mil Fc! (psi Reference Values 2400 240 1.8 650 Ad'usted Values 2518 276 1.8 650 Cv Volume 0.912 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1..0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 406 Uniform TL: 650 = A Uniform load A Q R1 = 9492 R2 =9492 SPAN = 28 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2009 licensed to: Weller Consulting Engineers, P. C. Reg # 5234-65779 PLAN 2379 - - ROOF FRAMING GT3 (FOR REACTIONS ONLY) Date: 3/09/10 Selection 5-1/Sx 16-1 /2 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2005 Data Attributes Actual Critical Status Ratio Values Adjustments Loads mm rseanng Hrea m= a.o m- RL= sa m- t i.ot V~ ven= v.r I nl RCGUIII IiGIIIUGI- LV/ ul Beam Span 32.5 ft Reaction 1 LL 1219 # Reaction 2 LL 1219 # Beam Wt per ft 20.55 # Reaction 1 TL 2284 # Reaction 2 TL 2284 # Bm Wt Included 668 # Maximum V 2284 # Max Moment 18557'# Max V (Reduced) 2091 # TL Max DeFl L / 240 TL Actual Defl L / 310 LL Max Defl L / 360 LL Actual Detl L / 717 Section (in') Shear (in`) TL Detl (in) LL Ueil 232.55 84.56 1.26 0.54 87.01 11.36 1.63 1.08 OK OK OK OK 37% 13% 77% 50% Fb si Fv si) E psi x mil Fc1 si Reference Values 2400 240 1.8 650 Ad'usted Values 2559 276 1.8 650 Cv Volume 0.927 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 75 Uniform TL: 120 = A Uniform Load A 0 0 R1 = 2284 ~ R2 = 2284 v~ SPAN = 32.5 FT Uniform and partial uniform loads are Ibs per lineal ft. vs BeamChek v2009 licensed to: Weller Consulting Engineers, P. C. Reg # 5234-65779 PLAN 2379 ~ ROOF FRAMING GT4 (FOR REACTIONS ONLY - Date: 3/09110 Selection 5-1/8x 24 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2005 Data Attributes Actual Critical Status Ratio Values Adjustments Min Bearing Area R1= 12.7 in' R2= 14.8 in' (1.5) DL Defl= 0.68 in Recom Camber= 1.02 in Beam Span 28.0 ft Reaction 1 LL 3779 # Reaction 2 LL 5458 #. Beam Wt per ft 29.89 # Reaction 1 TL 8259 # Reaction 2 TL 9641 # Bm Wt Included 837 # Maximum V 9641 # Max Moment 68362'# Max V (Reduced) 8282 # TL Max Defl L / 240 TL Actual Defl L / 284 LL Max Defl L / 360 LL Actual Defl L / 670 Section (in') Shear (in`) TL Defl (in) LL Defl 492.00 123.00 1.18 0.50 327.86 45.01 1.40 0.93 OK OK OK OK 67% 37% 84% 54% Fb ( si Fv si E si x mil) Fc I si Reference Values 2400 240 1.8 650 Ad'usted Values 2502 276 1.8 650 Cv Volume 0.907 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Point TL Distance Par Unif LL Par Unif TL Starl End 8 = 2284 6.0 50 H = 80 0 6.0 406 I = 650 6.0 28.0 0 I Pt loads: R1 = 8259 R2 = 9641 SPAN = 28 FT Uniform and partial uniform loads are Ibs per lineal ft. 0 BeamChek v2009 licensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 PLAN 2379 ~ ROOF FRAMING TYPICAL HEADER ~ Date: 3/09/10 Selection 4x 8 DF-L #2 Lu = 0.0 Ft Conditions NDS 2005 Data Attributes Actual Critical Status Ratio Values Adjustments Loads ~m tseanng .urea Kl= 3.G In- r<t= s.t m' t i at v~ ven= v.uo m Beam Span 5.5 ft Reaction 1 LL 1220 # Reaction 2 LL ~ 1220 # Beam Wt per ft 6.17 # Reaction 1 TL 1969 # Reaction 2 TL 1969 # Bm Wt Included 34 # Maximum V 1969 # Max Moment 2708'# Max V (Reduced) 1537 # TL Max Defl L / 240 TL Actual Defl L / 670 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (ih°) Shear (ink TL Defl (in) LL Defl 30.66 25.38 0.10 0.05 24.15 11.14 0.28 0.18 OK OK OK OK 79% 44% 36% 28% Fb si Fv ( si) E (psi x mil Fc ~ (psi Reference Values 900 180 1.6 625 Ad'usted Values 1346 207 1.6 625 CF Size Factor 1.300 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 444 Uniform TL: 710 = A Uniform Load A 0 R1 = 1969 R2 = 1969 SPAN = 5.5 FT Uniform and partial un'dorm loads are Ibs per lineal ft. Vl~ Beam Chek~v20091icensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 PLAN 2379 H1 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments ROOF FRAMING Date: 3/09/10 4x 12 DF-L #2 Lu = 0.0 Ft NDS 2005 Min Bearing Area R1= 2.3 in' R2= 3.7 in' (1.5) DL Defl= 0.10 in Beam Span 8.5 ft Reaction 1 LL 471 # Reaction 2 LL 989 # Beam Wt per ft 9.57 # Reaction 1 TL 1457 # Reaction 2 TL 2285 # Bm Wt Included 81 # Maximum V 2285 # Max Moment 5381 '# Max V (Reduced) 1836 # TL Max Defl L / 240 TL Actual Defl L 1794 LL Max Defl L ! 360 LL Actual Defl L I >1000 Section (in') Shear (ink TL Defl (in) LL Defl 73.83 39.38 0.13 0.03 56.72 13.30 0.43 0.28 OK OK OK OK 77% 34% 30% 11% Fb si Fv si E (psi x mil) Fc ~ (si) Reference Values 900 180 1.6 625 Ad~usted Values 1139 207 1.6 625 CF Size Factor 1.100 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Point TL Distance Par Unif LL Par Unif TL Start End B = 1323 4.25 50 H = 80 0 4.25 294 I = 470 425 8.5 I H Pt loads: R1 =1457 R2 = 2285 SPAN = 8.5 FT Uniform and partial uniform loads are Ibs per lineal ft. VII BeamChek v20091icensed to: Weller Consulting Engineers, P. C. Reg # 5234-65779 PLAN 2379 - ~ ROOF FRAMING H2 (ELEV A) ~ ~ Date: 3109/10 Selection 4x 10 DF-L #2 Lu = 0.0 Ft Conditions NDS 2005 Data Attd6utes Actual Critical Status Ratio Values Adiusfinents Loads mm eseanng area m= s. ~ m• rct= o. r m- t i.ot u~ uen= u.u4 in Beam Span 6.5 ft Reaction 1 LL 1442 # Reaction 2 LL 1442 # Beam Wt per ft 7.87 # Reaction 1 TL 2333 # Reaction 2 TL 2333 # Bm Wt Included 51 # Maximum V 2333 # Max Moment 3791 '# Max V (Reduced) 1780 # TL Max Defl L / 240 TL Actual Defl L / 840 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in') Shear (in') TL Defl (in) LL Defl 49.91 32.38 0.09 0.05 36.63 12.90 0.33 0.22 OK OK OK OK 73% 40% 29% 22% Fb si Fv si E (si x mil) Fc ~ (si) Reference Values 900 180 1.6 625 Ad'usted Values 1242 207 1.6 625 CF Size Factor 1.200 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 444 Uniform TL: 710 = A Uniform Load A 0 R1 = 2333 R2 = 2333 SPAN = 6.5 FT Uniform arid partial uniform loads are Ibs per lineal ft. ViZ BeamChek v20091icensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 PLAN 2379 - ROOF FRAMING H2 (ELEV B) Date: 3/09/10 Selection 3-118x 9 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2005 Data Attributes Actual Critical Status Ratio Values Adjustments Min Bearing Area K1=4.1 m` KZ=4.4 In- (I.J)u~uen= v.iom rtewui ~m uuci-~.io n~ Beam Span 6.5 ft Reaction 1 LL 710 # Reaction 2 LL 1289 # Beam Wt per ft 6.83 # Reaction 1 TL 2651 # Reaction 2 TL 2875 # Bm Wt Included 44 # Maximum V 2875 # Max Moment 5767'# Max V (Reduced) 2586 # TL Max DeFl L / 240 TL Actual Defl L / 462 LL Max Defl L / 360 LL Actual DeFl L />1000 Section (in°) Shear (ink TL Defl (in) LL Defl 42.19 28.13 ~ 0.17 0.04 25.08 14.05 0.33 0.22 OK OK OK OK 59% 50% 52% 19% Fb si Fv ( si) E si x mil) Fc ~ (psi) Reference Values 2400 240 1.8 650 Ad~usted Values 2760 276 1.8 650 Cv Volume 1.000 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Point TL Distance Par Unif LL Par Unif TL Start End B = 2284 2.25 50 H = 80 0 2.25 444 I = 710 2.25 6.5 S I 0 Pt loads: 0 R1 = 2651 R2 = 2875 SPAN = 6.5 FT Uniform and partial uniform loads are Ibs per lineal ft. Vr3 • BeamChek v20091icensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 PLAN 2379 ~ ROOF FRAMING H3 (ELEV B) ~ ~ Date: 3/09/10 Selection 4x 10 DF-L #2 Lu = 0.0 Ft Conditions NDS 2005 Data Attributes Actual Critical Status Ratio Values Adjustments Min Bearing Area R1= 4.0 in' R2= 4.2 in' (1.5) DL Defl= 0.07 in Beam Span 5.5 ft Reaction 1 LL 1111 # Reaction 2 LL 641 # Beam Wt per ft 7.87 # Reaction 1 TL 2525 # Reaction 2 TL 2604 # Bm Wt Included 43 # Maximum V 2604 # Max Moment 4445'# Max V (Reduced) 2537 # TL Max Defl L / 240 TL Actual Defl L / 754 LL Max Defl L / 360 LL Actual Defl L />1000 Section (in') Shear (ink TL Defl (in) LL Defl 49.91 32.38 0.09 0.02 42.94 18.38 0.28 0.18 OK OK OK OK 86% 57% 32% 11% Fb ( si Fv si E psi x mil Fc I psi) Reference Values 900 180 1.6 625 Ad~usted Values 1242 207 1.6 625 CF Size Factor 1.200 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Point TL Distance Par Unif LL Par Unif TL Start End B = 2284 3.75 444 H = 710 0 3.75 50 I = 80 3.75 5.5 0 H Ptioads: 0 R1 = 2525 R2 = 2604 SPAN = 5.5 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v20091icensed to: Weller Consulting Engineers, P. C. Reg # 5234-65779 PLAN 2379 UPPER FLOOR FRAMING TYPICAL JOIST Date: 3/09/10 Selection 2x 12 HF #2 @ 16 in oc Lu = 0.0 Ft Conditions NDS 2005, Repetitive Use Data Attributes Actual Critical Status Ratio Values Adjustments Loads mm oeanng rvea R 1= I.L III- RL- LC III t i.or u~ men- u. w n~ Beam Span 15.0 ft Reaction 1 LL 400 # Reaction 2 LL 400 # Beam Wt per ft 0 # Reaction 1 TL 500 # Reaction 2 TL 500 # Bm Wt Included 0 # Maximum V 500 # Max Moment 1875'# Max V (Reduced) 437 # TL Max Defl L / 240 TL Actual Defl L / 499 LL Max DeFl L / 360 LL Actual Defl L / 687 Section (ino) Shear (ink TL DeFl (in) LL DeFl 31.64 16.88 0.36 0.26 23.02 4.37 0.75 0.50 OK OK OK OK 73% 26% 48% 52% Fb si Fv ( si E psi x mil Fc I si Reference Values 850 150 1.3 405 Ad'usted Values 978 150 1.3 405 CF Size Factor 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.15 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 53 Uniform TL: 67 = A Uniform Load A 0 R1 = 500 R2 = 500 V(4 SPAN = 15 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v20091icensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 PLAN 2379 _ ~ UPPER FLOOR FRAMING TYPICAL HEADER Date: 3/09/10 Selection 4x 8 DF-L #2 Lu = 0.0 Ft Conditions NDS 2005 Data Attributes Actuai Critical Status Ratio Values Adjustments Min Bearing Area R1= 2.0 in' R2= 2.0 in' (t5) DL Uetl= 0.U"3 m Beam Span 5.5 ft Reaction 1 LL 825 # Reaction 2 LL 825 # Beam Wt per ft 6.17 # Reaction 1 TL 1268 # Reaction 2 TL 1268 # Bm Wt Included 34 # Maximum V 1268 # Max Moment 1744'# Max V (Reduced) 990 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual DeFl L />1000 Section (in') Shear (ink TL Defl (in) LL Defl 30.66 25.38 0.06 0.03 17.88 8.25 0.28 0.18 OK OK OK OK 58% 32% 23% 19% Fb ( si) Fv ( si E ( si x mil) Fc I (si Reference Values 900 180 1.6 625 Ad usted Values 1170 180 1.6 625 CF Size Factor 1.300 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 300 Uniform TL: 375 = A Par Unif TL Stag End H = 80 0 5.5 H Uniform Load A 0 R7 =.1268 R2 = 1268 v(S SPAN = 5.5 FT Uniform and partial uniform loads are Ibs per lineal ft. Vlc~ BeamChek v20091icensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779. PLAN 2379 ~ UPPER FLOOR FRAMING TYPICAL HEADER Date: 3/09/10 Selection 4x 8 DF-L #2 Lu = 0.0 Ft Conditions NDS 2005 Data Attributes Actual Critical Status Ratio Values Adjustments mm ceanng r~,rea rci= o.c m- nom= c.o m- t ~.o/ u~ uen= u.u~ n~ Beam Span 4.5 R Reaction 1 LL 973 # Reaction 2 LL 572 # Beam Wt per ft 6.17 # Reaction 1 TL 3226 # Reaction 2 TL 1570 # Bm Wt Included 28 # Maximum V 3226 # Max Moment 3195'# Max V (Reduced) 2579 # TL Max Defl L / 240 TL Actual Defl L / 661 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in') Shear (n') tL Uetl (in) LL Uetl 30.66 25.38 0.08 0.02 28.50 18.69 0.23 0.15 OK OK OK OK 93% 74% 36% ~11% Fb si Fv ( si E psi x mil Fc I (si Reference Values 900 180 1.6 625 Ad usted Values 1346 207 1.6 625 CF Size Factor 1.300 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 220 Uniform TL: 275 = A Poinf TL Distance Par Unif LL Par Unif TL Start End B = 2284 1.25 H = 80 0 4.5 444 I = 710 0 1.25 0 H 'Uniform Load A Pt loads: 0 0 R1 = 3226 R2 = 1570 SPAN = 4.5 FT Uniform and partial uniform loads are Ibs per lineal ft. Vr~ ~' BeamChek v2009 licensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 PLAN 2379 - UPPER FLOOR FRAMING TYPICAL HEADER Date: 3/09/10 Selection 4x 8 DF-L #2 Lu = 0.0 Fl Conditions NDS 2005 Data Attributes Actual Critical Status Ratio Values Adjustments wm deanng Hrea Ki= o. r m- K~= i.a m- t i.ol u~ uen= u. io m Beam Span 6.5 ft Reaction 1 LL 743 # Reaction 2 LL 367 # Beam Wt per ft 6.17 # Reaction 1 TL 3559 # Reaction 2 TL 1211 # Bm Wt Included 40 # Maximum V 3559 # Max Moment 3114'# Max V (Reduced) 2988 # TL Max Defl L / 240 TL Actual Defl L / 407 LL Max Defl L / 360 LL Actual Defl L />1000 Section in' Shear (in TL Defl in) LL Defl 30.66 25.38 0.19 0.03 27.77 21.65 0.33 0.22 OK OK OK OK 91% 85% 59% 14% Fb ( si Fv psi E (psi x mil Fc I si) Reference Values 900 180 1.6 625 Ad'usted Values 1346 207 1.6 625 CF Size Factor 1.300 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 63 Uniform TL: 100 = A 'oint TL Distance Par Unif LL Par Unif TL Start End B = 2525 1.0 H = 80 0 6.5 444 1 = 710 0 1.0 40 J = 50 0 6.5 Pt load: R1 = 3559 R2 = 1211 SPAN = 6.5 FT Uniform and paRial uniform loads are Ibs per lineal fl. Vr~a BeamChek v2009 licensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 PLAN 2379 ~ UPPER FLOOR FRAMING H4 Date: 3/09110 Selection 3-1/Sx 9 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2005 Data Attributes Actual Critical Status Ratio Values Adjustments Min Bearing Area Kl= 5./ m` KZ= J./ In` tl.D) UL Veil= U.UO ui rtcuuui i.au wci-v. is ni Beam Span 6.5 ft Reaction 1 LL 2352 # Reaction 2 LL 2352 # Beam Wt per ft 6.83 # Reaction 1 TL 3727 # Reaction 2 TL 3727 # Bm Wt Included 44 # Maximum V 3727 # Max Moment 6057'# Max V (Reduced) 2867 # TL Max Deft L / 240 TL Actual Defl L / 470 LL Max Defl L / 360 ~ LL Actual Detl L / 887 Section (in°) Shear (in') TL Defl (in) LL Uefl 42.19 28.13 0.17 0.09 30.28 17.92 0.33 0.22 OK OK OK OK 72% 64% 51% 41% Fb (psi Fv psi E si x mil Fc ~ (si Reference Values 2400 240 1.8 650 Ad'usted Values 2400 240 1.8 650 Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000. Rb = 0.00 Le = 0.00 Ft 280 Uniform TL: 350 = 444 H = 710 0 6.5 I = 80 0 6.5 I H Uniform Load A 0 R1 = 3727 R2 = 3727 SPAN = 6.5 FT Uniform and partial uniform toads are Ibs per lineal tt. vrr BeamChek v2009 licensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 PLAN 2379 UPPER FLOOR FRAMING HS Date: 3/09/10 Selection 5-1/8x 13-1/2 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2005 Data Attributes Actual Critical Status Ratio Values Adjustments Min Bearing Area R1= 6.2 in' R2= 6.2 in' (1.5) DL Defl= 0.26 in Recom Camber- 0.39 in Beam Span 16.5 ft Reaction 1 LL 2475 # Reaction 2 LL 2475 # Beam Wt per ft 16.81 # Reaction 1 TL 4037 # Reaction 2 TL 4037 # em Wt Included 277 # Maximum V 4037 # Max Moment 16652'# Max V (Reduced) 3486 # TL Max Defl L / 240 TL Actual Defl L / 377 LL Max Deb L / 360 LL Actual Defl L / 743 Section (in°) Shear (in') TL Defl (in) LL Defl 155.67 69.19 0.53 0.27 72.40 18.95 0.83 0.55 OK OK OK OK 47% 27% 64% 48% Fb si) Fv si) E ( si x mil Fc1( si) Reference Values 2400 240 1.8 650 Ad'usted Values 2760 276 1.8 650 Cv Volume 1.000 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 250 Uniform TL: 313 = A Par Unif LL Par Unif TL Start End H = 80 0 16.5 50 I = 80 0 16.5 I H Uniform Load A R1 = 4037 R2 = 4037 SPAN = 16.5 FT Uniform and partial uniform loads are Ibs per lineal ft. vZ '~ Beam Chek v2009 licensed to: Weller Consulting Engineers, P.C. Reg # 523465779 PLAN 2379 ~ UPPER FLOOR FRAMING B1 Date: 3/09/10 Selection 3-118x 10-1/2 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2005 Data Attributes Actual Critical Status Ratio Values Adjustments Loads vtin Beating Area K1= 3.tl m` KL= J.O in- t I.J) u~ veu- u. is ui newm uau wc,- v. ~ i u Beam Span 12.25 ft Reaction 1 LL 1838 # Reaction 2 LL 1838 # Beam Wt per ft 7.97 # Reaction 1 TL 2346 # Reaction 2 TL 2346 # Bm Wt Included 98 # Maximum V 2346 # Max Moment 7184'# Max V (Reduced) 2011 # TL Max Defl L / 240 TL Actual Defl L / 371 LL Max Defl L / 360 LL Actual Defl L / 526 Section (in') Shear (in') TL Defl (in) LL Defl 57.42 32.81 0.40 0.28 35.92 12.57 0.61 0.41 OK OK OK OK 63% 38% 65% 68% Fb si Fv si E si x mil Fc I si Reference Values 2400 240 1.8 650 Ad'usted Values 2400 240 1.8 650 Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 300 Uniform TL: 375 = A Uniform Load A 0 R1 = 2346 R2 = 2346 SPAN = 12.25 FT Uniform and partial uniform loads are Ibs per lineal ft. Vzl 3mChek v2009 licensed to: Weller Consulting Engineers, P. C. Reg # 5234-65779 PLAN 2379 ~ ~ UPPER FLOOR FRAMING B2 Date:3/09/10 Selection (2) 2x 12 HF #2 Lu = 0.0 Ft Conditions NDS 2005 Data Attdbutes Actual Critical Status Ratio Values Adjustments Loads wun rseanng area n-i= a.i m• rtz= g.i m- t~.o) uL uen= <u.ui m Beam Span 5.5 ft Reaction 1 LL 1320 # Reaction 2 LL 1320 # Beam Wt per ft 8.2 # Reaction 1 TL 1673 # Reaction 2 TL 1673 # Bm Wt Included 45 # Maximum V 1673 # Max Moment 2300'# Max V (Reduced) 1102 # TL Max DeFl L / 240 TL Actual Defl L / >1000 LL Max DeFl L / 360 LL Actual Defl L />1000 Section (ink Shear (ink TL Defl (in) LL Defl 63.28 33.75 0.03 0.02 32.47 11.02 0.28 0.18 OK OK OK OK 51% 33% 11% 12°/a Fb si Fv ( si E si x mil Fc1 psi) Reference Values 850 150 1.3 405 Ad'usted Values 850 150 1.3 405 CF Size Factor 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 480 Uniform TL: 600 = A Uniform Load A 0 0 R1 = 1673 R2 = 1673 SPAN = 5.5 FT Uniform and partial uniform loads are Ibs per lineal ft. Vz BeamChek v2009 licensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 PLAN 2379 UPPER FLOOR FRAMING B3 ~ Date:3/09/10 Selection (2) 2x 12 HF #2 Lu = 0.0 Ft Conditions NDS 2005 Data Attributes Actual Critical Status Ratio Values Adjustments Loads wn e~eanng Hrea rci= i.a m• rcr- i.a m- ti.al uL uen= <u.ui m Beam Span 4.0 ft Reaction 1 LL 600 # Reaction 2 LL 600 # Beam Wt per ft 8.2 # Reaction 1 TL 766 # Reaction 2 TL 766 # Bm Wt Included 33 # Maximum V 766 # Max Moment 766'# Max V (Reduced) ~ 407 # TL Max DeFl L / 240 TL Actual Defl L />1000 LL Max DeFl L / 360 LL Actual Defl L />1000 Section (in') Shear (in') TL DeFl (in) LL Defl 63.28 33.75 0.01 <0.01 10.82 4.07 0.20 0.13 OK OK OK OK 17% 12% 3% 3% Fb ( si) Fv ( si) E si x mil) Fc I si) Reference Values 850 150 1.3 405 Ad'usted Values 850 150 1.3 405 CF Size Factor 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 300 Uniform TL: 375 = A Uniform load A 0 0 R1 = 766 R2 = 766 SPAN = 4 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v20091icensed to: Weller Consulting Engineers, P. C. Reg # 5234-65779 PLAN 2379 UPPER FLOOR FRAMING 84 - Date: 3/09/10 Selection 4x 12 DF-L #2 Lu = 0.0 Ft Conditions NDS 2005 Data Attributes Actual Critical Status Ratio Values Adjustments rvuu oeGluly /'1roG R I- L.O III RL- J.Y III t I.J/ UL UCII- U.VY III Beam Span 8.0 ft Reaction 1 LL 1200 # Reaction 2 LL 1200 # Beam Wt per ft 9.57 # Reaction 1 TL 1730 # Reaction 2 TL 2113 # Bm Wt Included 77 # Maximum V 2113 # Max Moment 3891 '# Max V (Reduced) 1752 # TL Max Defl L / 240 TL Actual DeFl L / >1000 LL Max Defl L / 360 LL Actual DeFl L / >1000 Section (in') Shear (in') TL Defl (in) LL DeFl 73.83 39.38 0.08 0.04 47.17 14.60 0.40 0.27 OK OK OK OK 64% 37% 21% 16% Fb si Fv psi E ( si x mil Fc I (si Reference Values 900 180 1.6 625 Ad~usted Values 990 180 1.6 625 CF Size Factor 1.100 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 300 Uniform TL: 375 = A Point TL Distance B = 766 6.0 Unifonn Load A Pt loads: 0 Rt = 1730 R2 = 2113 ~/Z3 SPAN = 8 FT Uniform and partial uniform loads are Ibs per lineal ft. v~. BeamChek v2009 licensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 PLAN 2379 UPPER FLOOR FRAMING B5 Date: 3/09/10 Selection 5-1/8x 15 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 8.0 in' R2= 8.0 in' (1.5) OL Defl= 0.25 in Recom Camber= 0.37 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 20.0 ft Reaction 1 LL 4000 # Reaction 2 LL 4000 # Beam Wt per ft 18.68 # Reaction 1 TL 5187 # Reaction 2 TL 5187 # Bm Wt Included 374 # Maximum V 5187 # Max Moment 25934'# Max V (Reduced) 4538 # TL Max Defl L / 240 TL Actual Defl L / 300 LL Max Defl L / 360 LL Actual Defl L / 433 Section in' Shear in') TL Defl in LL Defl 192.19 76.88 0.80 0.55 131.95 28.37 1.00 0.67 OK OK OK OK 69% 37% 80% 83% Fb si Fv si E ( si x mil) Fc I si) Reference Values 2400 240 ~ 1.8 650 Ad'usted Values 2359 240 1.8 650 Cv Volume 0.983 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 400 Uniform TL: 500 = A Uniform Load A R1 = 5187 R2 = 5187 SPAN = 20 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v20091icensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 PLAN 2379 ~ UPPER FLOOR FRAMING B6 Date: 3/09/10 Selection (2) 2x 12 HF #2 ~ Lu = 0.0 Ft Conditions NDS 2005 Data Attributes Actual Critical Status Ratio Values Adjustments Min Bearing Area R1= 2.2 in' R2= 2.2 in' (1.5) DL Defl= 0.04 in Beam Span 8.0 ft Reaction 1 LL 360 # . Reaction 2 LL 360 # Beam Wt per ft 8.2 # Reaction 1 TL 873 # Reaction 2 TL 873 # Bm Wt Included 66 # Maximum V 873 # Max Moment 1746'# Max V (Reduced) 668 # TL Max Defl L / 240 TL Actual Defl L />1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in') Shear (ink TL Defl (in) LL Defl 63.28 33.75 0.06 0.02 24.64 6.68 0.40 0.27 OK OK OK OK 39% 20% 15% 7% Fb si Fv si E psi x mil) Fc1(psi Reference Values 850 150 1.3 405 Ad~usted Values 850 150 1.3 405 CF Size Factor 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Sttess N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ff Loads Uniform LL: 40 Uniform TL: 50 = A Par Unif LL Par Unif TL Start End 50 H = 80 0 8.0 I = 80 0 8.0 I H Uniform Load A 0 R1 = 873 R2 = 873 SPAN = 8 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v20091icensed to: Weller Consulting Engineers, P. C. Reg # 5234-65779 PLAN 2379 ~ UPPER FLOOR FRAMING g7 Date: 3/09/10 Selection ~ 4x 10 DF-L #2 Lu = 0.0 Ft Conditions NDS 2005 Data AtMbufes Actual Critical Status Ratio Values Adiusfinents Min Bearing Area R1= 2.0 in` R2= L5 in° (1.5) UL Uen= U.UZ m Beam Span 5.0 ft Reaction 1 LL 464 # Reaction 2 LL 416 # Beam Wt per ft 7.87 # Reaction 1 TL 1235 # Reaction 2 TL 917 # em Wt Included 39 # Maximum V 1235 # Max Moment 1816'# Max V (Reduced) 983 # TL Max Defl ~ L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in') Shear (ink TL Defl (in) LL Defl 49.91 32.38 0.03 <0.01 20.18 8.19 0.25 0.17 OK OK OK OK 40% 25% 11% 4% Fb ( si) Fv si E (psi x mil) Fc ~ si Reference Values 900 180 1.6 625 Ad usted Values 1080 180 1.6 625 CF Size Factor 1.200 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm We[ Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Point TL Distance Par Unif LL Par Unif TL Start End B = 873 2.0 200 H = 320 0 2.0 160 I = 200 2.0 5.0 H I Pt loads: 0 0 R1 = 1235 R2 = 917 SPAN = 5 FT Uniform and partial uniform loads are Ibs per lineal ft. Vz~ PLAN 2379 B8 Selection Conditions Data Attdhutes Actual Critical Status Ratio Values Adjustments Loads ramChek v2009 licensed to: Weller Consulting Engineers, P.C. Reg # 523 UPPER FLOOR FRAMING Date: 3/09/10 4x 10 DF-L #2 Lu = 0.0 Ft VDS 2005 rvun oeanng r{rea n i= i.a nr r«= i.o m- t ~.ol u~ ven= u. i i m Beam Span 11.0 ft Reaction 1 LL 688 # Reaction 2 LL 688 # Beam Wt per ft 7.87 # Reaction 1 TL 1143 # Reaction 2 TL 1143 # Bm Wt Included 87 # Maximum V 1143 # Max Moment 3144'# Max V (Reduced) 983 # TL Max Defl Ll 240 TL Actual Defl L / 595 LL Max Defl L / 360 LL Actual Defl L />1000 Section in') Shear in' TL Defl (in) LL Defl 49.91 32.38 0.22 0.11 30.38 7.12 0.55 0.37 OK OK OK OK 61% 22% 40% 30% Fb si Fv ( si E si x mil Fc I si) Reference Values 900 180 1.6 625 Ad'usted Values 1242 207 1.6 625 CF Size Factor 1.200 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress NIA Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le= 0.00 Ft Uniform LL: 125 Uniform TL: 200 = A Uniform Load A 0 R1=1143 R2=1143 SPAN = 11 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2009licensed to' Weller Consulting Engineers, P. C. Reg # 5234-65779 PLAN 2379 UPPER FLOOR FRAMING B9 Date: 3/09/10 Selection 5-1/4x 11 -1/4 2.0E TJ Parallam E.S. PSL Lu = 0.0 Ft Conditions NDS 2005 Data Attributes Actual Critical Status Ratio Values Adjustments min oeanng rvea rc i= i~.a m- n~= o.o m- ti.ol uL ven= u.an m Beam Span 10.0 ft Reaction 1 LL 1364 # Reaction 2 LL 848 # Beam Wt per ft 18.46 # Reaction 1 TL 9677 # Reaction 2 TL 4137 # Bm Wt Included 185 # Maximum V 9677 # Max Moment 21848'# Max V (Reduced) 8956 # TL Max DeFl L / 240 TL Actual Defl L / 302 LL Max Deft L 1360 LL Actual Defl L / >1000 Section (in') Shear (in') TL Defl (in) LL Defl 110.74 59.06 0.40 0.04 78.05 40.28 0.50 0.33 OK OK OK OK 70% 68% 79% 11% Fb (psi) Fv (psi) E si x mil Fc I si Reference Values 2900 290 2.0 750 Ad'usted Values 3359 334 2.0 750 CF Size Factor 1.007 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 40 Uniform TL: 50 = A Poinl TL Distance Par Unif LL Par Unif TL Start End B = 9429 2.5 H = 80 0 10.0 388 I = 620 0 2.5 113 J = 180 2.5 10.0 Pt load: VnA SPAN = 10 FT Uniform and partial uniform loads are Ibs per lineal ft. R 1 = 9677 R2 = 4137 ~/Z~ ~ BeamChek v2009 licensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 PLAN 2379 MAIN FLOOR FRAMING TYPICAL JOIST Date: 3/09/10 Selection 2x 10 HF #2 @ 16 in oc Lu = 0.0 Ft Conditions NDS 2005, Repetitive Use Dala Attributes Actual Critical Status Ratio Values Adjustments Loads Min Bearing Area R1= 1.0 in' R2= 1.0 in' (1.5) DL Defl= 0.07 in Beam Span 12.0 ft Reaction 1 LL 320 # Reaction 2 LL 320 # Beam Wt per ft 0 # Reaction 1 TL 400 # Reaction 2 TL 400 # Bm Wt Included 0 # Maximum V 400 # Max Moment 1200'# Max V (Reduced) 349 # TL Max Defl L / 240 TL Actual Defl L /542 LL Max Defl L / 360 LL Actual Defl L / 745 Section (in°) Shear (in') TL Defl (in) LL Defl 21.39 13.88 0.27 0.19 13.39 3.49 0.60 0.40 OK OK OK OK 63% 25% 44% 48% Fb (psi) Fv si E (psi x mil Fc I (psi) Reference Values 850 150 1.3 405 Ad'usted Values 1075 150 1.3 405 CF Size Factor 1.100 Cd Duration 1.00 1.00 Cr Repetitive 1.15 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 53 Uniform TL: 67 = A Uniform Load A 0 R1 = 400 R2 = 400 SPAN = 12 FT Uniform and partial uniform loads are Ibs per lineal ft. VZ"r BeamChek v20091icensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 PLAN 2379 ~ MAIN FLOOR FRAMING TYPICAL BEAM Date: 3/09/10 Selection 4x 8 DF-L #2 Lu = 0.0 Ft Conditions NDS 2005 Data Attributes Actual Critical Status Ratio Values Adjustments Loads mm eseanng Hrea n i= [.o m- r«= ~.a.m- ti.o/ ~L uen= v.v i m Beam Span 4.5 H Reaction 1 LL 1395 # Reaction 2 LL 1395 # Beam Wt per ft 6.17 # Reaction 1 TL 1758 # Reaction 2 TL 1758 # Bm Wt Included 28 # Maximum V 1758 # Max Moment 1977'# Max V (Reduced) 1286 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in°) Shear (in') TL Defl (in) LL Defl 30.66 25.38 0.04 0.03 20.28 10.71 0.23 0.15 OK OK OK OK 66% 42% 20% 21% Fb si Fv si E (psi x mil) Fc ~ si Reference Values 900 180 1.6 625 Ad usted Values 1170 180 1.6 625 CF Size Factor 1.300 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 620 Uniform TL: 775 = A Uniform Load A 0 R1 = 1758 R2 = 1758 . SPAN = 4.5 FT Uniform and partial uniform loads are Ibs per lineal ft. V.3o BeamChek v2009 licensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 PLAN 2379 _ - MAIN FLOOR FRAMING TYPICAL BEAM - Date: 3/09/10 Selection 4x 8 DF-L #2 Lu = 0.0 Ft Conditions NDS 2005 Data Attributes Actual Critical Status Ratio Values Adjustments Loads Min Bearing Area Kt= t.z ~n° rcz= zz m• ti al uL uen= v.uz in Beam Span 6.0 ft Reaction 1 LL 1080 # Reaction 2 LL 1080 # Beam Wt per ft 6.17 # Reaction 1 TL 1368 # Reaction 2 TL 1368 # Bm Wt Included 37 # Maximum V 1368 # Max Moment 2053'# Max V (Reduced) 1093 # TL Max Defl L / 240 TL Actual Defl L / 872 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in') Shear (ink TL Defl (in) LL Defl 30.66 25.38 0.08 0.06 21.05 9.11 0.30 0.20 OK OK OK OK 69% 36% 28% 29% Fb si Fv ( si E si x mil hc! (si Reference Values 900 180 1.6 625 Ad'usted Values 1170 180 1.6 625 CF Size Factor 1.300 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Slress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 360 Uniform TL: 450 = A Uniform Load A R1 = 1368 R2 = 1368 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft.