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2005, 04-01 Permit App: 05001044 Residence Project Number: 05001044 Inv: 1 Application' Date: 04/01/2005 Page 1 of 4 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Project Information: -7'10 W.H1W4St Permit Use: NEW RESIDENCE W/ATTACHED GARAGE-GAS Contact: GRIZZLY CONSTRUCTION Address: 18801 E TERRAPIN LN C-S-Z: OTIS ORCHARDS,WA 99027 Setbacks:Front 30 Left: 20 Right: 20 Rear: 60 Phone: (509)993-1111 Group Name: Site Information Project Name: Plat Key: Name: BEVERLY HILLS 01ST ADD District: Sout Parcel Number: 45193.0803 Block: Lot: SiteAddress: 7802 E SKYLINE DR Owner:Name: GRIZZLY CONSTRUCTION Address: 18801 E TERRAPIN LN Location::CSV OTIS ORCHARDS,WA 99027 Zoning: UR-3.5 Urban Residential 3.5 Water District: Hold: ❑ Area: .00 Acres Width: 90 Depth: 140 Right Of Way(ft): 0 Nbr of Bldgs: 1 Nbr of Dwellings: 1 Review Information: .. .,hU ,.:gin. . ... AMC_._ .,. .m.. =:. .,_ ....,. . ... s Review Site Plan Review Released By: Originally Released: 04/01/2005 By: ddompier (t) -- Plan Review Released By: 4-� S 61i4,16) CA/1. ( 9/ J ._ Approach/Drainage Released By: SEE ATTACHED PROVISIONS Originally Released: 04/01/2005 By: ddompier Sewer Review Released By: COUNTY SEWER CONNECTION 05-2045 Originally Released: 04/01/2005 By: ddompier Operator: DMD Printed By: DMD Print Date: 04/01/2005 Project Number: 05001044 Inv: 1 Application' Date: 04/01/2005 Page 2 of 4 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Permits: .xu . Approach Contractor: GRIZZLY CONSTRUCTION Firm: GRIZZLY CONSTRUCTION Address: 18801 E TERRAPIN LN Phone: (509)993-1111 OTIS ORCHARDS,WA 99027 Item Description Units Unit Desc Fee Amount APPROACH INSPECTION 1 NUMBER OF $25.00 CONST IN ROW-APPROACH 1 NUMBER OF $25.00 Permit Total Fees: $50.00 Building Permit Contractor: GRIZZLY CONSTRUCTION Firm: GRIZZLY CONSTRUCTION Address: 18801 E TERRAPIN LN Phone: (509)993-1111 OTIS ORCHARDS,WA 99027 Building Characteristics Group: R-3 Type: VB Group: U-1 Type: VB Total Area 2110 Building Height 25 Stories 1 Dwelling Units 1 This Application: Total Project: Description Grp Type Notes Su Ft Valuation Su Ft Valuation BASEMENT U R-3 VB 1,530 $22,950.00 1,530 $22,950.00 DECK R-3 VB 240 $3,600.00 240 $3,600.00 GARAGE U-1 VB 580 $11,020.00 580 $11,020.00 RESIDENCE R-3 VB 1,530 $114,260.40 1,530 $114,260.40 Totals: 3,880 $151,830.40 3,880 $151,830.40 Item Description Units Unit Desc Fee Amount RESIDENTIAL PERMIT FEE 1 SELECT $1,284.95 STATE SURCHARGE 1 SELECT $4.50 RESIDENTIAL PLAN REVIEW 1 SELECT $513.98 Permit Total Fees: $1,803.43 Operator: DMD Printed By: DMD Print Date: 04/01/2005 Project Number: 05001044 Inv: 1 Application Date: 04/01/2005 Page 3 of 4 • THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Mechanical Permit Contractor: GRIZZLY CONSTRUCTION Firm: GRIZZLY CONSTRUCTION Address: 18801 E TERRAPIN LN Phone: (509)993-1111 OTIS ORCHARDS,WA 99027 Item Description Units Unit Desc Fee Amount GAS WATER HEATER 1 NUMBER OF $10.00 GAS APPLIANCE<=100,000BTU 1 NUMBER OF $12.00 GAS PIPING 3 #OF UNITS $3.00 HEAT PUMP OR A/C 0-3 TONS 1 NUMBER OF $12.00 VENTILATING FANS 3 NUMBER OF $30.00 CLOTHES DRYER 1 NUMBER OF $10.00 GAS LOG OR GAS INSERT 1 NUMBER OF $10.00 HOOD-TYPE II 1 NUMBER OF $10.00 Permit Total Fees: $97.00 Plumbing Permit Contractor: GRIZZLY CONSTRUCTION Firm: GRIZZLY CONSTRUCTION Address: 18801 E TERRAPIN LN Phone: (509)993-1111 OTIS ORCHARDS,WA 99027 Item Description Units Unit Desc Fee Amount TOILETSBIDETS 2 NUMBER OF $12.00 SINKS 3 NUMBER OF $18.00 TUBS 2 NUMBER OF $12.00 DISH WASHERS 1 NUMBER OF $6.00 CLOTHES WASHER 1 NUMBER OF $6.00 WATER USING DEVICES 2 NUMBER OF $12.00 Permit Total Fees: $66.00 Operator: DMD Printed By: DMD Print Date: 04/01/2005 Project Number: 05001044 Inv: 1 Application Date: 04/01/2005 Page 4 of 4 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit LOTS 12& 16 BLOCK 6 HAVE SPECIAL DRAINAGE REQUIREMENTS PLEASE REFER TO ENGINEERS CONTOL AREA FOR DRAINAGE MORITORIUM SEE MAPS FOR SPECIFICS Payment Summary: „ •vr rfirtz Permit Type Fee Amount Invoice Amount Amount Paid Amount Owing Approach $50.00 $50.00 $0.00 $50.00 Building Permit $1,803.43 $1,803.43 $0.00 $1,803.43 Mechanical Permit $97.00 $97.00 $0.00 $97.00 Plumbing Permit $66.00 $66.00 $0.00 $66.00 $2,016.43 $2,016.43 $0.00 $2,016.43 Disclaimer: Submittal of this application certifies the owner(or person(s)authorized by the owner)has both examined and finds the information contained within to be true and correct,and agrees that all provisions of laws and/or regulations governing this type of work will be complied with. Subsequent issuance of a permit shall not be construed to be a permit for,or an approval of,any violation of any of the provisions of the code or of any other state or local laws or ordinances. Signature: Operator: DMD Printed By: DMD Print Date: 04/01/2005 as -1051 BUILDING PERMIT APPLICATION WORKSHEET Sfokine =a E C RtjWf fp e Valley Community Development Department Building Division e . ,� , 11707 E. Sprague Avenue, Suite 106 4.000Vall � Spokane Valley, WA 99206 D hone: (509) 688-0036; Fax: (509) 688-0037 ) U 0 L Li 0 RI Or REQUIRED SITE INFORMATION Street Address: 7 62. F .3 icy- lit/1.c Dr- Assessor's Tax Parcel Number(s): r / '---;`„1.1) . 2 X7_3 Legal,Description: /Sever (V. '1'111-5 i, L 3137 PERMIT DESCRIPTION: IU S ( e. s,„! / 1:71- 6743Q. Building Permit ❑ Change in Use ❑ Grading ❑ Manufactured Home Relocation ❑ Tenant Improvement ❑ Fire Safety n Other OWNER/APPLICANT INFORMATION Owner: GH0 .7 \ C.,30.2-1 bcc i 'o-' Applicant: 561--z�' Phone: ((c13 -1 i 1 .7 Fax: Phone: Fax: ddres : )Z �0 t �, E Teti.r w 0, 0 L-v Address: Qs j2rchar c S i,4 t� 9q0, `7zty State Zip Code City State Zip Code ("l Contractor: Set. ' dS OLS->1 a) ❑ Architect: Phone: Fax: Phone: Fax: Address: Address: City State Zip Code City State Zip Code WA State Contractor License#: �P)ZZC. ��EConntact: A) krc4✓ l50 I✓ PERMIT/BUILDING INFORMATION HEIGHT TO PEAK: (Q I DIMENSIQ SF x `.•Q i , ya 1 i #OF STORIES: MAIN FLOOR.TO SQ_FTG: :. •.2"`'FLOOR SQ_ FTG: 0 UNFIN BASEMENT SQ. FTG: 1530 )1 _330 FINISHED BASEMENT SQ. FTG: GARAGE SQ. FTG: DECK/COV. PATIO SQ. FTG: OCCUPANCY GROUP: CONSTRUCTION TYPE: HEAT SOURC , #OF BEDROOMS: 3 . TOTAL HABITABLE SPACE: IMPERVIOUS SURFACE AREA: COST OF PROJECT:, , 00 30% SLOPES ON PROPERTY: SEWER OR ON-SITE SEPTIC. MANUFACTURED HOME Width: Length: Year: Pit Set: Manufacturer: RELOCATION Previous Address: • Proposed Use: • FIRE SAFETY Fire Sprinkler: # of Heads: Fire Alarm: Paint Booth: Tent: Fireworks Display: Blasting: Date/Time: Valuation: Above/Underground Storage Tank Size: WASHINGTON STATE NON-RESIDENTIAL ENERGY CODE Plans Examiner: Phone: Fax: Address: City State Zip Inspector: Phone: Fax: Address: City State Zip SPECIAL INSPECTIONS ❑ BOLTING ❑ CONCRETE ❑ REINFORCEMENT ❑ WELDING Firm Name: Phone: Fax: Inspector(s): DISCLAIMER The permitee verifies, acknowledges and agrees by their signature that: 1) If this permit is for construction of or on a dwelling, the.dwelling is/will be served by potable water. 2) Ownership of this City of Spokane Valley Permit inure to the property owner: 3) The signatory is the property owner or has permission to represent the property owner in this transaction. 4) All construction is to be done in full compliance with the City of Spokane Valley Development Code. Referenced codes are available for review at the City of Spokane Valley Permit Center. 5) This City of Spokane Valley Permit is not a permit or approval for any violation of federal, state or local laws, codes or ordinances. Ownership of resulting development rights granted by any issued permit i re to t e property owner. • Print Name 4/ J`KovL50 Signature 6 Method of Payment: (Faxed permit applications will only be accepted with major bankcard) ❑ Cash ' • 0 Check ❑ Mastercard ❑ VISA ❑ Other Bankcard #: Expires: VIN#: • Authorized Signature: • sok, � MECHANICAL PERMIT APPLICATION Community Development Departmen • a `4„ Building Divisior t Phone: (509) 688-0036; FAX: (509) 688-0037 11707 E. Sprague Avenue, Suite 10E �/ For Inspections, Call (509) 688-0054 Spokane Valley, WA 9920E Project Address: Permit Use: Owner: Z r`i Z Z 1 Coy, 7 --c4----/T74 10 L-+ tQ Plpone (Daytime C.QQnfact): ��.... --t‘11 Mailing Address: j'31801 1;:: Te)-rc7'ivt L. 0 -F:5 0cOlitc res W tt qq D - 1 CO State Zip Code Contractor: G r, z Z > Go n�� (7,4\O License#: G1'\ZZ e v---6 04'hone#: G o1.3 11\\ Mailing Address: / City - State Zip Code DESCRIPTION OF WORK #OF UNITS X COST = TOTAL AMOUNT 1 FUEL BURNING APPLIANCE Equal to or less than 100,000 I X St2.00 = • 2 FUEL BURNING APPLIANCE More than 100,000 X $15.00 = 3 UNLISTED APPLIANCE(Additional Fee) Equal to or less than 400,000 X $50.00 = 4 UNLISTED APPLIANCE(Additional Fee) More than 400,000 X $100.00 = 5 USED APPLIANCE(WSEC min.AFUE rating) Equal to or less than 400,000 _ . X $50.00 = 6 USED APPLIANCE(WSEC min.AFUE rating) More than 400,000 X $100.00 = 7 BOILER/REFRIGERATION 1-100M BTU X $12.00 = 8 BOILER/REFRIGERATION 101 -500M BTU X $20.00 = 9 BOILER/REFRIGERATION 501-1,000M BTU X $25.00 = _ 10 BOILER/REFRIGERATION 1,001-1,750M BTU X , $35.00 = • 11 BOILER/REFRIGERATION More than 1,750M BTU X $60.00 = i 12 GAS LOG,GAS INSERT,GAS FIREPLACE I X • $10.00 = 13 RANGE _ -X $10.00 = 14 DRYER X $10.00 = 15 FUEL BURNING WATER HEATER 1 X _ $10.00 = ' 16 MISC.FUEL BURNING APPLIANCE X $10.00 = 17 GAS PIPING(each outlet) 1 X $1.00 = 18 DUCT SYSTEMS X $10.00 = . 19 VENTILATING FANS • 3 x $10.00 20 AIR HANDLER(DOES NOT include ducting) Equal to or less than 10,000 CFM X $12.00 = . 21 AIR HANDLER(DOES NOT include ducting) Greater than 10,000 CFM - X - $15.00 = 22 EVAPORATIVE COOLERS ` X j $10.00 = 23 TYPE I HOOD • X $50.00 = • 24 TYPE II HOOD • I - X $10.00. = 25 HEAT PUMP/AIR CONDITIONER 0-3 TON .1 X $12.00 = • 26 .AIR CONDITIONER• 3-15 TON X $20.00 = 27 AIR CONDITIONER . 15-30 TON X $25.00 = 28 AIR CONDITIONER30-50 TON X $35.00 = 29 AIR CONDITIONER More than 50 TON X $60.00 = 30 LPG STORAGE TANK X $10.00 = 31 WOOD OR PELLET STOVE/INSERT X $10.00 = 32 WOOD STOVE-FREE STANDING X $25.00 = 33 REPAIR&ADDITIONS • X 515.00 = 34 VENTILATION SYSTEMSX • 512.00 = 35 VENTILATION MECHANICAL EXHAUST X 312.00 = 36 INCINERATOR-RESIDENCE X $19.00 =• - 37 INCINERATOR-COMMERCIAL X 522.00 = . METHOD OF PAYMENT: SUBTOTAL I - 0 CASH El CHECK 0 VISA 0 MC DATE: PROCESSING FEE 535.00 CARD#: EXPIRES: TOTAL PERMIT FEE DUE: AUTHORIZED SIGNATURE: • AIN ne PLUMBING PERMIT APPLICATION' ' Community Development Department Building Division Phone: (509) 688-0036; FAX: (509) 688-0037 11707 E. Sprague Avenue, Suite 106 For Inspections, Call (509) 688-0054 Spokane Valley, WA 99206 Project Address: Permit Use: • Owner: Phone (Daytime Contact): Mailing Address: . City State Zip Code Contractor: • License#: Phone#: Mailing Address: • • City State Zip Code DESCRIPTION OF WORK #OF UNITS X .COST• = TOTAL AMOUNT • 1 TOILETS WATER CLOSET,BIDETS' X • $6.00. = 2 URINALS X $6.00 = 3 TUBS • ..— gs X $6.00 = 4 SHOWERS(PER TRAP) BATH,STALL,ON-SITE BUILT X $6.00 = • LAVS/BASINS,BAR,FLOOR,KITCHEN, ' 5 SINKS 'LAUNDRY,UTILITY.JANITOR,PHOTO, X $6.00 = X-RAY,FOOD,.PREP/CULINARY MEAT . , 6 DISHWASHER I X $6.00 = 7 CLOTHES WASHER t X $6.00 = 8 GARBAGE DISPOSAL • X $6.00 = — 9 WATER SOFTENER X $6.00 = 10 ELECTRIC HOT WATER TANK NOTE: IF GAS,SEE MECHANICAL X $6.00 = -, 11 FLOOR DRAINS AREA,CASE,COIL,TRENCH,CONDENSATE X $6.00 = 'ROOF DRAINS/OVERFLOW 12 DRAINS X $6.00 •= • 13 FOUNTAINS,DRINKING X $6.00 = WATER PIPING/DRAIN-IN WASTE, NSTALLATION,ALTERATION.REPAIR, 14 VENT,PLUMBING,REVERSAL •REVERSALS X $6.00 = • 15 SEWAGE EJECTOR GRINDER,SUMP PUMP X $6.00 = ICE AN/OR COFFEE MAKER,HOSE BIB, • 16 WATER USING DEVICE STEAMER ----- X $6.00 = PROOFER,CARBONATOR,SWAMP COOLER a VACUUM BREAKER,CHECK VALVE, 17 CROSS CONNECTION DEVICE AND R.P,B.P.D.FOR: VATS,TANKS,BOILERS X $6.00 - GREASE TRAP,SAND TRAP. — 18 INTERCEPTORS CHEMICAL HOLDING TANK X $6.00 - • 19 MEDICAL GAS(per outlet) NITROUS,OXYGEN X $6.00 = • MISCELLANEOUS PLUMBING - 20 FIXTURE • X $6.00 = • 21 PRIVATE SEWAGE DISPOSAUSYS X $20.00 = INDUSTRIAL WASTE • 22 INTERCEPTOR X $15.00 = METHOD OF PAYMENT: SUBTOTAL PROCESSING FEE 0 CASH 0 CHECK 0 VISA 0 MASTERCARD .$35.00 DATE: EXPIRES: TOTAL PERMIT FEE DUE: BANKCARD NUMBER: • • AUTHORIZED SIGNATURE: v. J (1 AI a • �, 1 411 • • Ql 1 . \ L 1 \,,,,,if.?IL./ -411 Tnis site zilan is being suomitted for the obtainingpurpose of a building permi and is a true and correct redrt'SPnLztion of the pro.osal. All known property r l ips,dimensions,curb line ,structures and easements have been identified. Als• indicated are wetlands, CN b" a r, steep -o'es or other critical areas. Signed: G V Aleall ^.r j 11 CY\ 3 A ..,„..„ ..._ < —�. ADDRESS /" % Wi4 `t. � i cl.) _ FRONT -� KIN�3_ Q, COMMENT41111S fl ergs r'5Pntati,, :n - V / ` ' '7_.~--,.� U ` \ - / � � {��~ / � / /` �M __-- — --7 ~^ -0 Al ____ _' �� ~ ~ __ _ _ _~ __-- -_--- _____-_ /1111 _— --____-'_- ! � 0, -- ! -----------' - -- - ti — Jr ii \L:j11;.1 -T ThTs site‘lan is being SU DM i tt ed tor the purpos obtaining a building perrni. and is a true and Cos repie.sentation-of--the pro3osal.-All known prop Ii:)ps.diniensions,curb line*,structures and easerni have been identified. Alsvindicated---are--Wetlir CYti bodies-of wa r, steep °hes or other critical arc \if- 1) 3 ii ir- RoAD WI' lip KiNG-0-C co m 4_ ______ ,.,_._ _:, ,..., 3 kj L'i vte., D r- . ,� ' ' ,xp A. P of ' / 1, O P ��" zO If ` z U oz- 2 el � � �3 _ �0 ,4, 31612 O �� z 1 F0,c/STERE .) t.`-' a ONAL -6,‘ G Z zW Line ditch with 4" EXPIRES: 10/23/07 ,� a= to 8" rock. d u. za WQO 0 g w 0o. off \ 4 1 O0O wm --------\ c � D � iOQ �0) WWW OOH C Y-Wp NA Si 1' DEEP WWW —l�', 0 CI CI O Provide 3" Min. top soil O eV and hydroseed. Cover Ri//F SECTION 1 A with erosion cntrol mat, stake down per a m mm manufacturer's . al Boulder Slope DRAWNBY: sKD •'• A DESIGNED BY: DAW recommendations �� ° QUALITYCHECK: DAW • -j°111(; •A A A A A DATE: MAY 18,2006 0 �4.416.-J •C.�.A•A� JOB NO. S06-037 j ::. : FIELDBOOK NIA Rock °6 Terrace Wall 0O00 O° Provide ditch along 0 3' High Max. 0 OD 0 O property line per 0 Provide ditch 0 section 1 along property 0 line similar to p• 0 W section 1 l �O 10' `� 7802 20' o z z 3 \ J• <a 111 \ ll W ©Provide rip—rap using r Y Q existing rock to ` / �- °a Z dissipate ditch flow J Q w °og • jY °• 0 G 0 ,.. °°° © N O S ti Q b I 0 30' 60' 90' S C A L E Natural Area 1 CAD NO. S06-037.DWG SHEET 1 OF 1 w z J >- 1- _ 196.7' t .. 4' MINIMUM U _ w 3 -6 MINIMUM 0_ / �� ; cc1'-0" SETBACK \ 6" MINIMUM r t WOOD FRAMING o SLOPE \�•�r Ail," ""�''' cc FACE0/1 . , IN 0 c, z \ --"--- -- P4 w4 1 4 6 o 0 _1 -Off; 30 MIL PVC N �„5 w co X LINER. COVER W� , 41 �6 MINIMUN _ i •lillia WITH SMALL o 0o x6.,V� ROCK Ei fipo. .. ....... ..: aH1N TACK STONESNilir t T ---\ • • - t .' e' • ~ "pQ¢QA. • IT o00 - • -�:,: r .• MESH ADEQUATELY. o� ,,� . . FILLVOIDS WITH A CONCRETE NATIVE SOIL. FOUNDATION .. 03 m m E"'� WALL FREE DRAINING / 400 TO 500 LB. DRAWN BY: END FINISHED FLOOR DESIGNED BY: SKD ELEVATION 100.0' NATIVE MATERIAL AVERAGE WEIGHT STONES DUALITY CHECK: DAW SECTIO \ / 1131108 A\ JOB NO. S06-04 SECTIO \ 3 DATE: OK NOT TO SCALE NOT TO SCALE t t i A 98.5' z p r. C) NI z ? o .1 99.0' / z a t7ic4 Q W 99.4 � 3 106.0'--71//j:\ pw >- z a0° i Lo > 01 0 101.0' 99.6' � 6 H • ff� r p to 11 k..., 4\ ( 105.8 cn 105.6 A 0004 \ 105.4' 103.0' <- -- ii 105.2' 4D EXISTING 0 10' I i l l 1 20' 30'( 1 ROCKS S CAL E CAD NO.Ret Wall Des.DWG SHEET 1 OF 1 Structural Calculations & Notes Building Lateral Ii,>n� ,a:ii«roY;ina,Cv} I. tnginex Ce>r.::alis Submitted for Permit iFG. iv-:Tt, eh' 2:3,, '' T /T1 S f t kE 1Z/2 �0Co k January 13, 2006 7801 E Skyline Residence Spokane Valley,WA i /{j (iJ� i✓' 'f / (coo)l/, = reIGM 4_l s a,e -_ /� >C ✓5 0 c_ #e U t l AJE- Pr/) D mi9Xr MUM FP-0M F , M4-W.) L JF L -Lk) �I�G X14 Tore;u 1- <]=/- (44- -)- 1') 4r- rZ 19' > 12: D k c3 & EJJ-D (I, NEED 3) 5`l-4' cDD f(p)4 ft-r- 173P t 5 ( 1 = 1oscye L -r /2 E0F. _ g x 2)J C--'50 Cd Al- EXT ef-- - (bio • o iL LNC i 52 fRowtk ? !!�J L S oiv = }3 t?j t a -t 2S ok L 12 L B I -f' 3Z 0tc_ c-) CQ 3 tL)E'— Lv otJL' G l L) ?WEL_ 013 V)I^)-D t 4.cc7))5) - 1004 '< 21O II& a � : 303 Eat 2r,0�recue cfo �6�t.i Tel (599)8.27.25B8 Fax_(506;6222868 BY 6 N 7 / l; s n DATE ( �S o fo SHT_L.OF.L JOB NO.'506-0°4 MCE Parameters - Conterminous 48 States Zip Code - 99212 Central Latitude = 47.666004 Central Longitude = -117.310467 MCE MAP VALUES Short Period Map Value - Ss = 32.7% g 1.0 sec Period Map Value - S1 = 9.3% g RESIDENTIAL DESIGN INFORMATION Short Period Map Value - Ss = 32.7% g Soil Factor for Site Class D - Fa = 1.54 Residential Site Value = 2/3 x Fa x Ss = 33.6% g Residential Seismic Design Category = C 14 2�- oN HOC � �o�G IHS �o i da3N � % 1L imet-4i ,70 ,.i ee.reza(ecc, ,.1 1 V: MO n t iralf75 (s2c2I-Z 1 nodi ea. sAct -17 � J -Do SZ f S '1 ac,6. r1-9 lri -�, o SZ °TO - Z + 0+ zz 2Z = -Zd 4 1191 -- 17(1 o a 5z 7 r3z = -(I i C S Yv111-,11)4H (A- NIS —40 QCTN 17 S-N --( N P4\ri +J CL 511-300 '? al.-Jo-0(44 cPiai, -tee re/rnCMZ = 19(�� J5 57, � J S 7)-/ ''9 -TY(1)/-1/4/0Z1 s�S�7 4. 7 c r2Q' 1 (CI 1,,1 05 0) +J �� L 2�1 aG K_ 1 L _ Z t, ( L-r- r) 1 11 -1-1-12+ ) 7L-P4- + S = 291 i NILS L Z51 cc- Gk- t—r ; ZSg( T Zr < cr;. �� t Zz f J o LNE— .)) a _1)16-r-, To Z f I L. < 55 o 0114 S7 1-4`? 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T t, _�� L c . 11 , '''\ 303 Eat 2nd Avenue IN I so-a...,WA 99202 T.:(609)622.2688 ■ • Fa:(6091622.268$ 1 Fj`( 7861 SkuJ1,- - - t 1 C0 5kr 10 ii i ca. P6, �-(02 GENERAL NOTES MISCELLANEOUS 1. 2003 INTERNATIONAL BUILDING CODE: , 85 MPH EXP B, SEISMIC DESIGN C 2. SEE ARCHITECTURAL PLANS FOR DIMENSIONS AND ADDITIONAL CONSTRUCTION INFORMATION CONCRETE 1. MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS: 3000 PSI TYPICAL, 2. MAXIMUM SLUMP 3" PLUS OR MINUS 1". 3. REINFORCING STEEL: -DEFORMED BARS ASTM A615, GRADE 60, CARPENTRY 1. ALL SPECIFIED NAILS TO BE COMMON WIRE OR EQUIVALENT DIAMETER AND LENGTH. NO BOX NAILS ALLOWED FOR SPECIFIED NAILING. 2. ALL NAILING NOT SPECIFIED TO BE IN ACCORDANCE WITH INTERNATIONAL BUILDING CODE CHAPTER 23 UNLESS NOTED OTHERWISE. 3. ALL FRAMING HARDWARE TO BE SIMPSON STRONG TIE, UNLESS APPROVED BY ENGINEER. INSTALL FRAMING HARDWARE IN ACCORDANCE W/ MANUFACTURER'S MAXIMUM SPECIFIED NAILS,SCREWS AND BOLTS UNLESS SPECIFICALLY NOTED OTHERWISE. 4. LUMBER GRADES: -ALL WOOD IN PERMANENT CONTACT WITH CONCRETE OR MASONRY TO BE PRESSURE TREATED, -ALL SAWN MEMBERS TO BE DOUGLAS FIR #2 EXCEPT WHERE NOTED OTHERWISE, 5. WHERE BEAMS AND HEADERS INTERSECT WALLS, CONTINUE FULL STUD BEARING OR INDICATED SUPPORT STUDS AND POSTS TO FOUNDATION LEVEL, OR FIRST INTERSECTING WALL HEADER. 6. DRILL BOLT HOLES 1/16 INCH OVERSIZE EXCEPT WHERE NOTED LARGER. 7. PLYWOOD: -FLOOR SHEATHING, 3/4" T&G APA INDEX 48/24, EXPOSURE 1, TYPICAL FASTENING 8d AT 6" ON CENTER AT PANEL EDGES, 12" ON CENTER FIELD, UNLESS NOTED OTHERWISE. -WALL SHEATHING, 7/16" OR 15/32" APA INDEX 24/0 (MIN) , EXPOSURE 1, TYPICAL NAILING 8d AT 6" ON CENTER AT ALL PANEL SUPPORTS, UNLESS NOTED OTHERWISE ON PLAN, OR DETAILS. 8. ALL PANELS SHOWN AS BRACED PANELS MUST BE SHEATHED WITH GYPSUM BOARD EACH SIDE OR OSB SHEATHING 1-SIDE. GYPSUM BOARD SHALL BE FASTENED WITH 5d COOLER OR #6 SCREWS AT NO GREATER THAN 7" OC TO ALL SUPPORTS. TDti ana Eur 2nd Avenin SpocWLWA 9'2'2 T ei. (509)622.2888 Fax: (509)622 2882 BY le7Qt E- 504,14E DATE I ---------------- SHT L L OF_J_ JOB NO.��2 Structural Calculations & Notes Miscellaneous Framing TD&H Submitted for Permit Ems,' .j l iv 282 sysioNALvaG EXPIRES: Jz/ZS o/ January 31, 2006 7801 E Skyline Residence Spokane Valley,WA • re 6-4 r'7 zXc (G7`A aC-- 9 MIL n1s -� C(.9 [Air- = /2 ' S ,- (cd ax.. w4, .Pr LD /24 1I� = � N tor-- FLS kiu - 16 ( te) _ 440 r t /c (Z091714- ) Zo9 ,714- ) f>7vt� 2->cc 0.0 Z- e cco`'0 PIz °� 3 t �— t G\ 71 to ow-FY /iD LAS E•e_ 4-171A-C4 F 17 If. e- lc, 0 = a) ,, (4) t h( e I(,0° T I) 4 ,;, SDote803 t e.Vi Arrw �f� U lel. (5091E-2-2868 Fe*. (500167x 2968 1 BY 6-6.4) Ng" DATE 1 )Z,/� SHT I OF JOB NO. 506,—'e7aZ , • ( ' COMPANY PROJECT Thomas,Dean&Hoskins, Inc. tit %Vood\iVorks 303 E2nd Avenue Spokane,WA 9202 sorrwnee�oewoonnrsieu 509-622-2888 Jan.25,2006 16:55 Beam2.wwb Design Check Calculation Sheet Sizer 2004a LOADS (Ibs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern V (l Loadl Dead Full UDL 609.0 No 1 p�/ Load2 Live Point 2000 1.50 No V Load3 Live Full UDL 320.0 No MAXIMUM REACTIONS (Ibs)and BEARING LENGTHS (in) : 3' o 0' Dead 926 926 Live 1480 1480 Total 2406 2406 Bearing: LC number 2 2 Length 1.28 1.28 Lumber n-ply, D.Fir-L, No.2, 2x12',2-Plys Self Weight of 8.02 plf automatically included[n loads; Lateral support:top=at supports,bottom=at supports;Load combinations:ICC-IBC; Analysis vs.Allowable Stress (psi) Deflection (in) using NDS 200 : Criterion Analysis Value Designand Value Analysis/Design1 Shear fv = 68 Fv' = 180 fv/Fv' = 0.38 Bending(+) fb = 484 Fb' = 894 fb/Fb' = 0.59 Live Defl'n 0.00 = <L/999 0.10 = L/360 0.04 Total Defl'n 0.01 = <L/999 0.15 = L/240 0.05 ADDITIONAL DATA: FACTORS:ADDITION_ CD CM Ct CL CF Cfu Cr Cf rt Ci Cn LC# Fb'+ 900 1.00 1.00 1.00 0.993 1.000 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - 1.00 1.00 - 2 Bending(+) : LC# 2 = D+L, M = 2554 lbs-ft Shear LC# 2 = D+L, V = 2406, V design = 1527 lbs Deflection: LC# 2 = D+L 'PT 285e06 lb-int/ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live 5=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3.BUILT-UP BEAMS:it is assumed that each ply is a single continuous member(that is,no buttjoints are present)fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded.Where beams are side-loaded,special fastening details may be required. COMPANY PROJECT Thomas, Dean&Hoskins, Inc. �OO�` /� /��/�® 303E 2nd Avenue �( V (` Spokane,WA 99202 SOFfWARE FUk WOOD UESIGN 509-622-2888 Jan.25,2006 16:48 Beam 1.wwb Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead Full UDL 609.0 No Load2 Live Full UDL 600.0 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : A 0' 3' Dead 926 926 Live 900 900 Total 1826 1826 Bearing: LC number 2 2 Length 1.00 1.00 Lumber n-ply, D.Fir-L, No.2, 2x12", 2-Plys Self Weight of 8.02 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations: ICC-IBC; Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 30 Fv' = 180 fv/Fv' = 0.17 Bending(+) fb = 260 Fb' = 894 fb/Fb' = 0.29 Live Defl'n 0.00 = <L/999 0.10 = L/360 0.02 Total Defl'n 0.00 = <L/999 0.15 = L/240 0.03 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.00 1.00 1.00 0.993 1.000 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending(+) : LC# 2 = D+L, M = 1369 lbs-ft Shear : LC# 2 = D+L, V = 1826, V design = 685 lbs Deflection: LC# 2 = D+L EI= 285e06 lb-in2/ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3.BUILT-UP BEAMS:it is assumed that each ply is a single continuous member(that is,no butt joints are present)fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded.Where beams are side-loaded,special fastening details may be required. 1 COMPANY PROJECT 00°44Thomas,Dean&Hoskins, Inc. l Wood\Vo rksJ Spokane,WA 99202 SOFTWARE FOR WOOL)DESIGN 509-622-2888 Jan.25,2006 16:53 Column2.wwc Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or pif) : 'JJ Load Type Distribution Magnitude Location [ft] Pat- V l.� Start End Start End tern Loadl Dead Axial UDL 600 (Eccentricity = 0.00 in) I0 Load2 Live Axial UDL 1503 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (lbs): d 0' 9 Lumber Stud, D.Fir-L, No.2, 2x6" Spaced at 16"c/c;Self Weight of 1.96 plf automatically included in loads; Pinned base;Loadface=width(b);Ke x Lb: 1.00 x 4.50=4.50[ft];Ke x Ld: 1.00 x 9.00=9.00[ft];Repetitive factor:applied where permitted (refer to online help);Load combinations:ICC-IBC; Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Axial fc = 342 Fc' = 349 fc/Fc' = 0.98 Axial Bearing fc = 342 Fc* = 1485 fc/Fc* = 0.23 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fc' 1350 1.00 1.00 1.00 0.235 1.100 - - 1.00 1.00 - 2 Fc* 1350 1.00 1.00 1.00 - 1.100 - - 1.00 1.00 - 2 Cn = Notch factor as per NDS 3.4.3 Axial : LC# 2 = D+L, P = 2819 lbs (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. • COMPANY PROJECT Thomas, Dean&Hoskins,Inc. ' V �/ l �ood n o rks 303E 2nd Avenue Spokane,WA 99202 SOFTWARE FON WOOD DESIGN 509-622-2888 Jan.25,2006 16:46 Columnl.wwc Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loads Dead Axial UDL 600 (Eccentricity = 0.56 in) Load2 Live Axial UDL 609 (Eccentricity = 0.50 in) MAXIMUM REACTIONS (lbs): l 1 0' 9' Lumber Stud, D.Fir-L, No.2,2x6" Spaced at 16"c/c;Self Weight of 1.96 plf automatically included in loads; Pinned base;Loadface=width(b);Ke x Lb:1.00 x 4.50=4.50[ft];Ke x Ld: 1.00 x 9.00=9.00[ft];Repetitive factor:applied where permitted (refer to online help);Load combinations: ICC-IBC; Analysis vs.Allowable Stress(psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Axial fc = 197 Fc' = 349 fc/Fc' = 0.56 Combined (axial. + eccentric moment) Eq.15.4-2 = 0.42 Axial Bearing fc = 197 Fc* = 1485 fc/Fc* = 0.13 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fc' 1350 1.00 1.00 1.00 0.235 1.100 - - 1.00 1.00 - 2 Fc* 1350 1.00 1.00 1.00 - 1.100 - - 1.00 1.00 - 2 Cn = Notch factor as per NDS 3.4.3 Axial : LC# 2 = D+L, P = 1628 lbs Eq.15.4-2 : Crit.LC#= 2 Fb'= 1289 FcE= 1247 Pxe/S=fc(6xe/d)= 106 (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. • • dll� a;fgeh" 3/4" 7/8" R16" /�'i AWeyiness 1 x 11 1.9E Microllam® LVL @ 0 TJ-Beam®6.20 Senal Number:7002114800 User:2 1/31/2006 11:09:32 AM Pagel Engine Version:6.20.16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED '❑ 8 12'6" Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group-Storage-Light(psf):50.0 Live at 100%duration, 15.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(psf) Floor(1.00) 0.0 58.0 0 To 12'6" Adds To SUPPORTS: Input Bearing Vertical Reactions Ply Depth Nailing Detail Other Width Length (lbs) Depth Live/Dead/Uplift/Total 1 Glulam or solid 5.13" Hanger 418/611 /0/1029 1 11.88" N/A Face Nail None sawn lumber beam Hanger 2 Stud wall 5.50" 4.25" 415/606/0/1021 N/A N/A N/A End,Rim 1 S Ply 1 1/4"x 11 7/8"0.8E TJ- Strand 4"Board® HANGERS: Simpson Strong-Tie®Connectors Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 1 Face Mount Hanger IUT11 0/12 0 No N/A N/A Douglas Fir -Nailing for Support 1: Face: 10-10d,Top N/A, Member:2-N10 DESIGN CONTROLS: Maximum Design Control Control Location Shear(lbs) 1000 1000 3948 Passed(25%) Rt.end Span 1 under Concentrated loading Vertical Reaction(lbs) 995 995 995 Passed(100%) Bearing 1 under Concentrated loading Moment(Ft-Lbs) 2805 2805 9281 Passed(30%) MID Span 1 under Floor loading Live Load Defl(in) 0.057 0.292 Passed(1J999+) MID Span 1 under Floor loading Total Load Defl(in) 0.140 0.585 Passed(L/999+) MID Span 1 under Floor loading TJPro 63 30 Passed Span 1 -Deflection Criteria:STANDARD(LL:U480,TL:U240). -Allowable moment was increased for repetitive member usage. -Deflection analysis is based on composite action with single layer of 23/32"Panels(24"Span Rating)GLUED&NAILED wood decking. -Bracing(Lu):All compression edges(top and bottom)must be braced at 7'4"o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -2000 lbs concentrated load requirements for standard non-residential floors have been considered for reaction and shear. PROJECT INFORMATION: OPERATOR INFORMATION: Jerry Navarra Thomas,Dean and Hoskins,Inc 303 E 2nd Avenue Spokane,WA 99202 Phone:509-622-2888 Fax :509-622-2889 jerry.navarra@tdhspokane.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business Microllam® is a registered trademark of Trus Joist. Simpson Strong-Tie® Connectors is a registered trademark of Simpson Strong-Tie Company, Inc. • Tiefiehl- V .4yerhacuscr Business 1 3/4" x 11 7/8" 1.9E Microllam® LVL @ 16 o/c TJ-Beam®6.20 Serial Number:7002114800 User:2 1/31/206 1Paget E gineVersonn:620.6 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED&NAILED 23/32"Panels(24"Span Rating)decking. The controlling span is supported by beams. Additional considerations for this rating include:Ceiling-None. A structural analysis of the deck has not been performed by the program. Comparison Value:3.07 ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Custom product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: Jerry Navarra Thomas,Dean and Hoskins, Inc 303 E 2nd Avenue Spokane,WA 99202 Phone:509-622-2888 Fax :509-622-2889 jerry.navarra@tdhspokane.com Copyright ® 2005 by Trus Joist, a Weyerhaeuser Business Microllam® is a registered trademark of Trus Joist. Simpson Strong-Tie® Connectors is a registered trademark of Simpson Strong-Tie Company, Inc. CeNvjg AVL erh01r80ness TJ-Beam®6.20 Serial Number:7002121148000 1 3/4" x 11 7/8" 1.9E Microllam® LVL @ 16 o/c User:2 1/31/206Page EngneVersonn:620.6 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group ^ 11' 8.38" Max. Vertical Reaction Total (lbs) 1029 1021 Max. Vertical Reaction Live (lbs) 418 415 Selected Bearing Length (in) 4.25(W) Max. Unbraced Length (in) 88 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 473 -465 Max Shear at Support (lbs) 569 -569 Member Reaction (lbs) 569 569 Support Reaction (lbs) 611 606 Moment (Ft-Lbs) 1665 Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) 797 -783 Max Shear at Support (lbs) 959 -959 Member Reaction (lbs) 959 959 Support Reaction (lbs) 1029 1021 Moment (Ft-Lbs) 2805 Live Deflection (in) 0.057 Total Deflection (in) 0.140 PROJECT INFORMATION: OPERATOR INFORMATION: Jerry Navarra Thomas,Dean and Hoskins, Inc 303 E 2nd Avenue Spokane,WA 99202 Phone:509-622-2888 Fax :509-622-2889 jerry.navarra@tdhspokane.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business Microllam® is a registered trademark of Trus Joist. Simpson Strong-Tie® Connectors is a registered trademark of Simpson Strong-Tie Company, Inc. gkyer001r80ncss TJ-Beam®6.20 Serial Number:7002121148000 1 3/4" x 11 7/8" 1.9E Microllam® LVL @ 16 o/c User:2 1/31/2006 11:11:37 AM Page Engine Version:6.20.16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED I 12'6" Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group-Storage-Light(psf):0.0 Live at 100%duration, 15.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(psf) Floor(1.00) 0.0 58.0 0 To 12'6" Adds To Point(lbs) Floor(1.00) 2000 0 6' - SUPPORTS: Input Bearing Vertical Reactions Ply Depth Nailing Detail Other Width Length (lbs) Depth LivelDeadlU pl ift!Tota l 1 Glulam or solid 5.13" Hanger 1047/611 /0/1658 1 11.88" N/A Face Nail None sawn lumber beam Hanger 2 Stud wall 5.50" 4.25" 953/606/0/1559 N/A N/A N/A End,Rim 1 Ply 1 1/4"x 11 7/8"0.8E TJ- Strand Rim Board® HANGERS: Simpson Strong-Tie®Connectors Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 1 Face Mount Hanger U14 0/12 0 No N/A N/A Douglas Fir -Nailing for Support 1: Face:14-16d,Top N/A,Member:6-N10 DESIGN CONTROLS: Maximum Design Control Control Location Shear(lbs) 1616 1520 3948 Passed(39%) Lt.end Span 1 under Floor loading Vertical Reaction(lbs) 1616 1616 1616 Passed(100%) Bearing 1 under Floor loading Moment(Ft-Lbs) 7497 7497 9281 Passed(81%) MID Span 1 under Floor loading Live Load Defl(in) 0.239 0.292 Passed(L/587) MID Span 1 under Floor loading Total Load Defl(in) 0.322 0.585 Passed(L/435) MID Span 1 under Floor loading TJPro 63 30 Passed Span 1 -Deflection Criteria:STANDARD(LL:L/480,TL:L/240). -Allowable moment was increased for repetitive member usage. -Deflection analysis is based on composite action with single layer of 23/32"Panels(24"Span Rating)GLUED&NAILED wood decking. -Bracing(Lu):All compression edges(top and bottom)must be braced at 4'7"o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -2000 lbs concentrated load requirements for standard non-residential floors have been considered for reaction and shear. PROJECT INFORMATION: OPERATOR INFORMATION: Jerry Navarra Thomas,Dean and Hoskins, Inc 303 E 2nd Avenue Spokane,WA 99202 Phone:509-622-2888 Fax :509-622-2889 jerry.navarra@tdhspokane.com Copyright ® 2005 by Trus Joist, a Weyerhaeuser Business Microllam® is a registered trademark of Trus Joist. Simpson Strong-Tie® Connectors is a registered trademark of Simpson Strong-Tie Company, Inc. ht- ` 1480Business LVL 16" o/c TJ-Beam®6.20 Serial Number Weyerhaeuser002114800 1 3/4" x 11 7/8" 1.9E Microllam® @ User:2 1/31/2006 11:11:38 AM Paget Engine Version:6.20.16 THIS PRODUCT EETS OR EXCEEDS THE SET DESIGN CONTROLS FOR ITHE APPLICATION AND LOADS LISTED TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED&NAILED 23/32"Panels(24"Span Rating)decking. The controlling span is supported by beams. Additional considerations for this rating include:Ceiling-None. A structural analysis of the deck has not been performed by the program. Comparison Value:3.07 ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application,input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Custom product listed above. -Live load on portion of joist area is very low. PROJECT INFORMATION: OPERATOR INFORMATION: Jerry Navarra Thomas,Dean and Hoskins,Inc 303 E 2nd Avenue Spokane,WA 99202 Phone:509-622-2888 Fax :509-622-2889 jerry.navarra@tdhspokane.com Copyright 6 2005 by Trus Joist, a Weyerhaeuser Business Microllam® is a registered trademark of Trus Joist. Simpson Strong-Tie® Connectors is a registered trademark of Simpson Strong-Tie Company, Inc. -VA Wr001r80n�ss TJ-Beam®6.20 Serial Number::770021211480001 3/4" x 11 7/8" 1.9E Microllam® LVL @ 16" o/c User:2 1/31/2006 11:11:38 AM Page Engine Version:6.20.16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 11' 8.38" Max. Vertical Reaction Total (lbs) 1658 1559 Max. Vertical Reaction Live (lbs) 1047 953 Selected Bearing Length (in) 4.25(W) Max. Unbraced Length (in) 55 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 473 -465 Max Shear at Support (lbs) 569 -569 Shear Within Span (lbs) 27 Member Reaction (lbs) 569 569 Support Reaction (lbs) 611 606 Moment (Ft-Lbs) 1665 Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) 1520 -1418 Max Shear at Support (lbs) 1616 -1522 Shear Within Span (lbs) 1074 Member Reaction (lbs) 1616 1522 Support Reaction (lbs) 1658 1559 Moment (Ft-Lbs) 7497 Live Deflection (in) 0.239 Total Deflection (in) 0.322 PROJECT INFORMATION: OPERATOR INFORMATION: Jerry Navarra Thomas,Dean and Hoskins,Inc 303 E 2nd Avenue Spokane,WA 99202 Phone:509-622-2888 Fax :509-622-2889 jerry.navarra@tdhspokane.com Copyright O 2005 by Trus Joist, a Weyerhaeuser Business Microllam® is a registered trademark of Trus Joist. Simpson Strong-Tie® Connectors is a registered trademark of Simpson Strong-Tie Company, Inc. COMPANY PROJECT �^�( Thomas,Dean&Hoskins,Inc. ' O�Od V`n/Y 1 i\S® 303 E 2nd Avenue Spokane,WA 99202 SOFTWARE FOR WOOD DESIGN 509-622-2888 Jan.31,2006 08:36 deckcol.wwc Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead Axial 878 (Eccentricity = 0.00 in) Load2 Dead Axial 878 (Eccentricity = 0.00 in) Load3 Live Axial 2904 (Eccentricity = 0.00 in) Load4 Live Axial 2904 (Eccentricity = 0.00 in) MAXIMUM REACTIONS(lbs): 0' Timber-soft, Hem-Fir, No.2, 6x6" Self Weight of 6.25 plf automatically included in loads; Pinned base;Loadface=width(b);Ke x Lb: 1.00 x 9.00=9.00[ft];Ke x Ld: 1.00 x 9.00=9.00[ft];Load combinations:ICC-IBC; Analysis vs.Allowable Stress(psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Axial fc = 252 Fc' = 465 fc/Fc' = 0.54 Axial Bearing fc = 252 Fc* = 575 fc/Fc* = 0.44 ADDITIONAL DATA: FACTORS: F CD CM Ct CL/CP CF Cfu Cr Cf rt Ci LC# Fc' 575 1.00 1.00 1.00 0.808 1.000 - - 1.00 1.00 2 Fc* 575 1.00 1.00 1.00 - 1.000 - - 1.00 1.00 2 Axial : LC# 2 = D+L, P = 7620 lbs (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. COMPANY PROJECT Thomas,Dean&Hoskins,Inc. l WoodWo rks® 303 E 2nd Avenue Spokane,WA 99202 SOFTWARE FOR WOOD DESIGN 509-622-2888 Jan.31,2006 08:42 deckcol.wwc Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead Axial 878 (Eccentricity = 0.8S in) Load2 Dead Axial 878 (Eccentricity = 0.8S in) Load3 Live Axial 2904 (Eccentricity = 0.85 in) MAXIMUM REACTIONS (lbs) s -r �` ate ,44wg arc- a' m, 9' 0' Dead Live Total Timber-soft, Hem-Fir, No.2, 6x6" Self Weight of 6.25 plf automatically included in loads; Pinned base;Loadface=width(b);Ke x Lb: 1.00 x 9.00=9.00[ft]; Ke x Ld: 1.00 x 9.00=9.00[ft];Lateral support:top=Lb,bottom=Lb;Load combinations:ICC-IBC; Analysis vs.Allowable Stress(psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Axial fc = 156 Fc' = 465 fc/Fc' = 0.34 Combined (axia- + eccentric moment) Eq.15.4-2 = 0.43 Axial Bearing fc = 156 Fc* = 575 fc/Fc* = 0.27 ADDITIONAL DATA: FACTORS: F CD CM Ct CL/CP CF Cfu Cr Cf rt Ci LC# Fv' 140 0.00 1.00 1.00 - - - - 1.00 1.00 0 Fc' 575 1.00 1.00 1.00 0.808 1.000 - - 1.00 1.00 2 E' 1.1 million 1.00 1.00 - - - - 1.00 1.00 0 Fc* 575 1.00 1.00 1.00 - 1.000 - - 1.00 1.00 2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Axial : LC# 2 = D+L, P = 4716 lbs Eq.15.4-2 : Crit.LC#= 2 Fb'= 575 FcE= 857 Pxe/S=fc(6xe/d)= 143 (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. COMPANY PROJECT Thomas,Dean&Hoskins, Inc. lit %Vood\'Vorks Spokane, 99202 nue SOFTWARE FOU WOOD DEsWx 509-622-2888 Jan.31,2006 11:27 deckbm.wwb Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead Full UDL 100.0 No Load2 Live Full UDL 397.0 No MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (in) : A 0' 11' 0' 608 Dead 608 2183 Live 2183 2792 Total 2792 Bearing: 2 LC number 2 1.00 Length 1.00 Glulam-Unbal.,West Species, 24F-V4 DF, 5-118x9" Self Weight of 10.62 plf automatically included in loads; Lateral support:top=full,bottom=at supports;Load combinations: ICC-IBC; Analysis vs.Allowable Stress(psi)and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 78 Fv' = 240 fv/Fv' = 0.33 Bending(+) fb = 1332 Fb' = 2400 fb/Fb' = 0.55 Live Defl'n 0.23 = L/565 0.37 = L/360 0.64 Total Defl'n 0.33 = L/398 0.55 = L/240 0.60 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cf rt Notes Cn LC# Fb'+ 2400 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fv' 240 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 2 Bending(+) : LC# 2 = D+L, M = 7678 lbs-ft Shear : LC# 2 = D+L, V = 2792, V design = 2411 lbs Deflection: LC# 2 = D+L EI= 560e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3.GLULAM:bxd=actual breadth x actual depth. 4.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5.GLULAM:bearing length based on smaller of Fcp(tension),Fcp(comp'n). COMPANY PROJECT Thomas, Dean&Hoskins, Inc. l WoodWo rks® 303 E 2nd Avenue Spokane,WA 99202 SOFTWARE FOR WOOD DESIGN 509-622-2888 Jan.31,2006 11:24 deckjst.wwb Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or pif) Load Type Distribution Magnitude Location [ft( Pat- Start End Start End tern Loadl Dead Full Area 15.00 (16.0)* No Load2 Live Full Area 60.00 (16.0)* Yes *Tributary Width (in) MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (in) : o 0' 10' 11'-6" Dead 98 132 Live 400 528 Total 497 661 Bearing: LC number 3 2 0 Length 1.00 1.00 0.00 Cb 1.00 2.14 0.00 Lumber-soft, D.Fir-L, No.2, 2x8" Spaced at 16"c/c; Lateral support:top=full,bottom=at supports;Repetitive factor:applied where permitted(refer to online help); Load combinations:ICC-IBC; Analysis vs.Allowable Stress(psi)and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 62 Fv' = 180 fv/Fv' = 0.35 Bending(+) fb = 1130 Fb' = 1242 fb/Fb' = 0.91 Bending(-) fb = 103 Fb' = 1240 fb/Fb' = 0.08 Deflection: Interior Live 0.24 = L/508 0.33 = L/360 0.71 Total 0.32 = L/375 0.50 = L/240 0.64 Cantil. Live 0.11 = L/158 0.10 = L/180 1.13 Total 0.15 = L/118 0.15 = L/120 1.01 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.00 1.00 1.00 1.000 1.200 1.00 1.15 1.00 1.00 - 3 Fb'- 900 1.00 1.00 1.00 0.998 1.200 1.00 1.15 1.00 1.00 - 2 Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 3 Bending(+) : LC# 3 = D+L (pattern: L_), M = 1238 lbs-ft Bending(-) : LC# 2 = D+L, M = 112 lbs-ft Shear : LC# 2 = D+L, V = 511, V design = 450 lbs Deflection: LC# 3 = D+L (pattern: L_) EI= 76e06 lb-int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Continuous or Cantilevered Beams:NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4.The critical deflection value has been determined using maximum back-span deflection.Cantilever deflections do not govern design. COMPANY PROJECT Thomas,Dean&Hoskins, Inc. d Wood Wo rks° 303E 2nd Avenue Spokane,WA 99202 SOFTWARE FOR WOOD DESIGN 509-622-2888 Jan.30,2006 17:12 deckjst2.wwb Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead Full Area 15.00 (16.0)* No Load2 Live Full Area 60.00 (16.0)* Yes *Tributary Width (in) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0 0 0, 5'-6" 7' Dead 57 101 Live 220 356 Total 277 457 Bearing: LC number 3 2 0 Length 1.00 1.00 0.00 Cb 1.00 4.35 0.00 Lumber-soft, D.Fir-L, No.2, 2x8" Spaced at 16"c/c;Self Weight of 2.58 plf automatically included in loads; Lateral support:top=full,bottom=at supports;Repetitive factor:applied where permitted(refer to online help); Load combinations: ICC-IBC; Analysis vs.Allowable Stress(psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 33 Fv' = 180 fv/Fv' = 0.18 Bending(+) fb = 342 Fb' = 1242 fb/Fb' = 0.28 Bending(-) fb = 105 Fb' = 1221 fb/Fb' = 0.09 Deflection: Interior Live 0.02 = <L/999 0.18 = L/360 0.12 Total 0.03 = <L/999 0.28 = L/240 0.11 Cantil. Live 0.02 = L/955 0.10 = L/180 0.19 Total 0.02 = L/751 0.15 = L/120 0.16 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.00 1.00 1.00 1.000 1.200 1.00 1.15 1.00 1.00 - 3 Fb'- 900 1.00 1.00 1.00 0.983 1.200 1.00 1.15 1.00 1.00 - 4 Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 3 Bending(+) : LC# 3 = D+L (pattern: L_), M = 375 lbs-ft Bending(-) : LC# 4 = D+L (pattern: L), M = 115 lbs-ft Shear : LC# 2 = D+L, V = 303, V design = 241 lbs Deflection: LC# 3 = D+L (pattern: L_) EI= 76e06 lb-int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Continuous or Cantilevered Beams:NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4.The critical deflection value has been determined using maximum back-span deflection.Cantilever deflections do not govern design. V,-1 L EA'Fit.- v rr`c- f EiJ GEF �� wo S -- v 114 RE,P71)-E2(2- ,` 2'(D ca 0 A a f r -- IN i wa-( C3) 2X 4 - LJ A-7 .f5 L w1 ) `�` �,�, rfI G.� �C� DF-fte54 -T-11 - 21TD&� SMS) 1 C32 d a++ 303 Ernst 2nd Avanw \\� Spoaane,WA&9202\ \\ (509)622.2666 Fe::(509)622-2666 ktYl) DATE BY ( d SHT_.2.e._.OF JOBNO.S.pO WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Concept2.wwa WoodWorks®Sizer 2004a Jan.31,2006 10:01:15 Concept Mode: Beam View Floor 1: 10' (2� b3:• eam3 b6::Beam3 7J}-Z,o b5::Beam54 b4::Beam4 076 (�v 8' b2 Beam2 �a X3)2:4 bl::Beam r„ _, ter, WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Concept2.wwa WoodWorks®Sizer 2004a Jan.31,2006 10:02:50 Concept Mode: Column View Floor 1: 10' c4::Column4 c5::Coluac7::Column5 ssuzszezzawssa limaganmi- 27, c6::Column5 4 02,a; 2,22' MIESIMMISIM 141' c2::Columnl 3' c3::Column2 cl::Column3 D C 3 A 10' '13 , . WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Concept2.wwa WoodWorks®Sizer 2004a Jan.31,2006 10:01:36 Concept Mode: Joist View Floor 1: 10' • —6 illi I z-,- 14::Floor_Jstbor_Jst1 11 ft, '12 j2::Floor_Jst'l --_---- --- :1: =13 14 t j5::Floor_Jstl .' i 2 ---• , j7::Floor_Jst11 a' -_,----_--- , : ... i 3-CV j6::Floor_Jstl 1' ,J7 v i Li 7 10' 12 17 21'-f-;" COMPANY PROJECT Thomas,Dean&Hoskins,Inc. l woodworks® 303 E 2nd Avenue Spokane,WA 99202 SOFIWAREFOlI WOOD Dk tON 5509-622-2888 Jan.31,2006 09:55 b3.wwb Design Check Calculation Sheet Sizer 2004a LOADS (►bs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern 1_j4 Dead Partial UDL 39.8 39.8 3.00 6.00 No 2_j4 Live Partial UDL 100.0 100.0 3.00 6.00 No 3_b4 Dead Point 620 3.00 No 4 b4 Live Point 1065 3.00 No MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (in) : D n 0' 6' Dead 360 419 Live 608 758 Total 967 1177 Bearing: LC number 2 2 Length 1.00 1.00 Lumber n-ply, D.Fir-L, No.2,2x10",2-Plys Self Weight of 6.59 plf automatically included in loads; Lateral support:top=full,bottom=at supports;Load combinations: ICC-IBC; Analysis vs.Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 58 Fv' = 180 fv/Fv' = 0.32 Bending(+) fb = 806 Fb' = 990 fb/Fb' = 0.81 Live Defl'n 0.03 = <L/999 0.20 = L/360 0.15 Total Defl'n 0.06 = <L/999 0.30 = L/240 0.19 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.00 1.00 1.00 1.000 1.100 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2 Bending(+) : LC# 2 = D+L, M = 2872 lbs-ft Shear : LC# 2 = D+L, V = 1177, V design = 1071 lbs Deflection: LC# 2 = D+L EI= 158e06 lb-int/ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. BUILT-UP BEAMS:it is assumed that each ply is a single continuous member(that is,no butt joints are present)fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded.Where beams are side-loaded,special fastening details may be required. COMPANY PROJECT Thomas,Dean&Hoskins, Inc. 1 %VoodvVo r ks® 303E 2nd Avenue Spokane,WA 99202 SOFTWARE FOR WOOD DENG!, 509-622-2888 Jan.31,2006 10:06 b4.wwb Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern 1_j2 Dead Partial UDL 56.7 56.7 6.00 14.00 No 2_j2 Live Partial UDL 140.0 140.0 6.00 14.00 No 3_j5 Dead Partial UDL 97.4 97.4 0.00 6.00 No 4_j5 Live Partial UDL 230.0 230.0 0.00 6.00 No 5_b5 Dead Point 165 14.00 No 6 b5 Live Point 350 14.00 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : ttl ww.,,... t, ,tet, '"I- 3"1'Ts ., " ,11�� ,.r *'.� ,, g, - +-41:.c itS-. c 0, 19' Dead 935 637 Live 1785 1065 Total 2720 1703 Bearing: LC number 2 2 Length 1.00 1.00 PSL, 2.0E, 2900Fb, 5-1/4x11-7/8" Self Weight of 19.48 plf automatically included in loads; . Lateral support:top=full,bottom=at supports;Load combinations: ICC-IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 57 Fv' = 285 fv/Fv' = 0.20 Bending(+) fb = 1071 Fb' = 2903 fb/Fb' = 0.37 Live Defl'n 0.32 = L/716 0.63 = L/360 0.50 Total Defl'n 0.58 = L/395 0.95 = L/240 0.61 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cf rt Ci Cn LC# Fb'+ 2900 1.00 - 1.00 1.000 1.00 - 1.00 1.00 - - 2 Fv' 285 1.00 - 1.00 - - - - 1.00 - 1.00 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 2.0 million - 1.00 - - - - 1.00 - - 2 Bending(+) : LC# 2 = D+L, M = 11015 lbs-ft Shear : LC# 2 = D+L, V = 2720, V design = 2385 lbs Deflection: LC# 2 = D+L EI= 1465e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.SCL-BEAMS(Structural Composite Lumber):the attached SCL selection is for preliminary design only.For final member design contact your local SCL manufacturer. 3.Size factors vary from one manufacturer to another for SCL materials.They can be changed in the database editor. COMPANY PROJECT Thomas,Dean&Hoskins, Inc. %Vood\'Vorks° 303E2nd Avenue Spokane,WA 99202 SOFTWARE FOR WOOD DES/GA 509-622-2888 Jan.31,2006 10:12 cl.wwc Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern 1_bl Dead Axial 174 (Eccentricity = 0.50 in) 2 bl Live Axial 287 (Eccentricity = 0.50 in) MAXIMUM REACTIONS (lbs): I 0' Lumber n-ply, D.Fir-L, Stud, 2x4", 2-Plys Self Weight of 2.49 plf automatically included in loads; Pinned base;Loadface=depth(d);Built-up fastener:nails;Ke x Lb: 1.00 x 0.00=0.00[ft];Ke x Ld: 1.00 x 9.00=9.00[ft]; Load combinations: ICC-IBC; Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Axial fc = 46 Fc' = 384 fc/Fc' = 0.12 Combined (axia. + eccentric moment) Eq.15.4-2 = 0.13 Axial Bearing fc = 46 Fc* = 892 fc/Fc* = 0.05 ADDITIONAL DATA: FACTORS: F CD CM Ct CL/CP CF Cfu Cr Cf rt Ci LC# Fc' 850 1.00 1.00 1.00 0.430 1.050 - - 1.00 1.00 2 Fc* 850 1.00 1.00 1.00 - 1.050 - - 1.00 1.00 2 Axial : LC# 2 = D+L, P = 484 lbs Kf = 1.00 Eq.15.4-2 : Crit.LC#= 2 Fb'= 770 FcE=2442730560 Pxe/S=fc(6xe/d)= 88 (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. BUILT-UP COLUMNS:nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. COMPANY PROJECT Thomas,Dean&Hoskins, Inc. t Wood\'Vo r ksrJ 303 E 2nd Avenue Spokane,WA 99202 SOFTWARE FOR WOOL)orsicn 509-622-2888 Jan.31,2006 10:13 c2.wwc Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern 1_b4 Dead Axial 918 (Eccentricity = 0.25 in) 2_b4 Live Axial 1785 (Eccentricity = 0.25 in) 3_bl Dead Axial 457 (Eccentricity = 0.25 in) 4 bl Live Axial 920 (Eccentricity = 0.2S in) MAXIMUM REACTIONS (lbs): 9 0' Lumber n-ply, D.Fir-L, Stud, 2x4", 3-Plys Self Weight of 3.74 plf automatically included in loads; Pinned base;Loadface=depth(d);Built-up fastener:nails;Ke x Lb: 1.00 x 0.00=0.00[ft];Ke x Ld: 1.00 x 9.00=9.00[ft]; Repetitive factor:applied where permitted(refer to online help);Load combinations: ICC-IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Axial fc = 261 Fc' = 384 fc/Fc' = 0.68 Combined (axial. + eccentric moment) Eq.15.4-2 = 0.76 Axial Bearing fc = 261 Fc* = 892 fc/Fc* = 0.29 ADDITIONAL DATA: FACTORS: F CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 850 1.00 1.00 1.00 0.430 1.050 - - 1.00 1.00 2 Fc* 850 1.00 1.00 1.00 - 1.050 - - 1.00 1.00 2 Axial : LC# 2 = D+L, P = 4113 lbs Kf = 1.00 Eq.15.4-2 : Crit.LC#= 2 Fb'= 885 FcE=5496144195 Pxe/S=fc(6xe/d)= 259 (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2. BUILT-UP COLUMNS:nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. • WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN b2.wbg WoodWorks®Sizer 2004a Jan.31,2006 10:14:18 Critical Results REACTION [lbs] Maximum. .. Uplift: 0 A 884 884 0' 11-6" SHEAR [lbs] +V max: 884 884 0' 11'-6" BENDING [lbs-ft] (7 +M max: 2543 _r� Load Combination #2: D+L O" 2543 A 5r-9" 11'-6,. DEFLECTION [in] Max Live: 0.17 Max Total: 0.3 Load Combination #2: D+L A -0.14 -•. 4 -0.24 -4 -0 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN b5.wbg WoodWorks®Sizer 2004a Jan.31,2006 10:14:46 Critical Results REACTION [lbs] Maximum.. . Uplift: U L489 89 , 7• 0' SHEAR [lbs] +V max: 489 -V max: -489 Load Comb ation #2: D+L A:9 o' 7' 2k BENDING [lbs-ft] J +M max: 857 a� Load Combination #2: D+L 857 A A 0, 3'-6" 7' DEFLECTION [in] Max Live: 0.05 Max Total: 0.09 Load Combination #2: D+L A -0.04 6.14 -0.08 -1 -0.I• 0' 3'-6" 7' C5) Su-te)124) tr/Pclit- loi.uPz- 1_,FiuFt_- ) ......._ (g..) _roof_c- ,L)/ po r_oop Lor4-1) A5 ---rEvsGr9 c-r-itt-HE . i,..ciziook), + 3C9)(1.. ) .:-. /3/ pl F--- 2- 0, 2_,r,r„ e_ 1(6) v kJ rrit) 77 , 20 .L. )to 43 11-- - K.) I LA;Orw4-S T , ., 2°3 East 2nd AV14,111 - SpoKana.WA 9q202 lal (509)822-2688 p..(021 672 MS DATE B I 0 S HT__....OF— JOB NO..5.....*:"--PZ-. COMPANY PROJECT Thomas,Dean&Hoskins, Inc. Wood` n o rks 303 E 2nd Avenue V �/ J Spokane,WA 99202 SOFTWARE FOk WOOD DESIGN 509-622-2888 Jan.31,2006 11:54 3story.wwc Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead Axial UDL 555 (Eccentricity = 0.75 in) Load2 Live Axial UDL 760 (Eccentricity = 0.7S in) MAXIMUM REACTIONS (lbs): 0' 8' Lumber Stud, D.Fir-L, No.2, 2x6" Spaced at 16"c/c;Self Weight of 1.96 plf automatically included in loads; Pinned base;Loadface=width(b);Ke x Lb: 1.00 x 0.00=0.00[ft];Ke x Ld: 1.00 x 8.00=8.00[ft];Repetitive factor:applied where permitted (refer to online help);Load combinations:ICC-IBC; Analysis vs.Allowable Stress(psi)and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Axial fc = 214 Fc' = 1057 fc/Fc' = 0.20 Combined (axia_ + eccentric moment) Eq.15.4-2 = 0.20 Axial Bearing fc = 214 Fc* = 1485 fc/Fc* = 0.14 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fc' 1350 1.00 1.00 1.00 0.712 1.100 - - 1.00 1.00 - 2 Fc* 1350 1.00 1.00 1.00 - 1.100 - - 1.00 1.00 - 2 Cn = Notch factor as per NDS 3.4.3 Axial : LC# 2 = D+L, P = 1767 lbs Eq.15.4-2 : Crit.LC#= 2 Fb'= 1345 FcE= 1578 Pxe/S=fc(6xe/d)= 174 (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application.