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HomeMy WebLinkAboutPermit File 5202 Macbeth Drive 0427104-1 0007 09/27/2004 002 4 Permit Fees 006056 $77.15 -CC Y. Off. City of Anacortes Permit#: BLD-2004-0042 904 6th Street Issue date: 09/27/2004 P.O.Box 547 Expire date: 09/27/2005 ` 4 Anacortes, WA 98221-0547 (360) 293-1901 Job Address: 5202 MACBETH DR Permit Type: Single Family Alteration/Repair Permit ANACORTES WA 98221 Project: APN: P59840 Remarks: Finish basement area to complete a rec room. Install gas fireplace. Owner: HARKER THOMAS W Contractor: Address: 5106 DOON WAY Address: ANACORTES WA 98221 Phone: Phone: License#: General Information: Fees: Building Valuation 3000 Building Permit Fee 38.50 #of Gas Fireplace 1 State Building Code Fee 4.50 Mechanical Permit Fees 34.15 Total Calculated: 77.15 Deposits/Receipts: 0.00 Total Due: 77.15 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE R LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. ADO MACA-,z k t)dreh SI NATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY DESIGN ANALYSIS OFCOMPLETED BY DATE I OF CHECKED BY DATE NO. SCHEMMER ENGINEERING INC. PROJECT ��ii11 SUBJECT p a 1 otfr - _ 27481 t -, \ _EXPIRES 4/1 /01 -' oCJ c v s 4-a- 1 co" a `�:k � I rIL( 12 FAV-14.. lol _ Q -44NI. u N1 -a ti i (Ec.f&( 1 1' O > _ if, • (3)4- coto • 6, 2 —c/ , 6" -TA► Ni. IN L WALL_ I.'ETAI L_ a ,6/ U I 1 as. j60 Vic_ 8, in Y JOB Sti-ats. 1UJS rlov3 ��� IO� CITY OF ANACORTES TITLE R (�C / �y NW co�0,/ Engineering Dept. CALCULATED Y \1M \U L.�v..-. DATE 1 -2.'7.�!Of `t. Iasi .w (360)293-1920 CHECKED B 1 A. ZQGi`CCU�Z� DATE t� C 9 CQ�� SHEET 1 OF I, SCALE NOT 10 zi'w t. r ag T d uri R sJ 0 J 5 4 Q ° se se Q L 2 #a 'A `)0 3 N y CZ s �+ io lit 3s NrY_ .� f 038 N x� �. A o. Ai. a Os CC 0 cam" .e — it I COMBINATION PERMIT CITY OF ANACORTES PERMIT NO: COM2001-00137 P.O. BOX 547 APPLIED: 9/11/01 ANACORTES,WA 98221 ISSUED: 9/24/01 (360)293-1901 EXPIRES: 9124/02 SITE ADDRESS: 5202 MACBETH DRIVE ASSESSOR'S PARCEL NO.: 3824-000-178-0000 PROJECT DESCRIPTION: New Single Family Residence. OWNER CONTRACTOR LENDER TOM HARKER 5106 DOON WAY ANACORTES,WA 98221 299.8B22 TYPE OF WORK: MOV AREA(SF) VALU: $175,000 FEES TYPE OF USE: SF LOT: 8,691 REQUIRED SETBACKS CENSUS CATEGORY: 1ST FLR: 1,586 FRONT: Type By Date Receipt Amount ZONING: 2ND FLR: SIDE(1): ESPL MRD 9/24/01 -$100.00 R2 BASEMENT: 673 SIDE(2): PLCK MRD 9/24/01 $403.33 OCCUPANCY GROUP: GAR/CARPORT: 664 REAR: INSP MRD 9/24/01 $50.00 R3 OTHER: 240 REQUIRED PARKING PRMT MRD 9/24/01 $620.50 TYPE OF CONSTRUCTION: TOTAL: PMEC MRD 9/24/01 $101.50 5N NUMBER OF UNITS: 1 ACCESSIBLE: PPLM MRD 9/24/01 $118.00 OCCUPANT LOAD: STORIES: COMPACT: STBC MRD 9/24/01 $4 50 BUILDING HEIGHT: IMPRV SURF: SEWR MRD 9/24/01 $3,857.00 IMPT MRD 9/24/01 $525.00 MechanicalEquipment Plumbing Fixtures STRM MRD 9/24/01 $1,126.00 Equipment Type Quantit Fixture Type Quanti PARK MRD 9/24/01 $615.00 Fumace< 100k btu 1 Bath Tubs. . . . . . . . .. . . . . . . . . . . . . 1 Total $7,320.83 Clothes Dryers . . . . . . . . 1 Bath Tubs Ventilation Fans 3 Dishwashers. . . . .. . 1 ' Exhaust Hoods . . . Hose Bibs 2 Fireplace 1 Laundry Tubs or Trays 1 Hot Water Tanks 1 Lavatories 2 Showers 2 Kitchen Sinks,w/Disposal 1 Water Piping and Water Treatment 1 Water Closets(Toilets) 2 I hereby acknowledge that I have read this permit and state that the above information is correct, and agree to comply with all ordinances and laws regulating activities covered by this permit. Issued by plicant or Owner's Signature 24 Hour Notice Required For All Inspections jy.':i :i':v !.}l rq. al..a .. ...:..::v'...:lri a.: .m.nnnn.....,,.,,.c. :.:... .:' :. :,: :<: 2. o:!g.i`�i .:$._riii!.i..;'i^.'`'�>n`Ei�iS"i?:isYi:"Ln 'Lii :.:,...:x..:<......:....,:s.,,:...,: ..<.:<:...:.:.:. :.:.::.:..:..<. -.... .. .,. .<�.. :< , ..�..�. %:<rFi'.':"<`?,<.i�::.3..:'c:':'�':.;...>2.::.:<-issnt,<<n."..:r;.: : .q.:'U%gip:i.:` SITE ADDRESS: ,A.D f- t4 f 72 ,t ger-rH b PiLE ASSESSOR NO.: 311'314 _CI b O o f15 UZ�Z�D sKYu�vt LOT: 1/7 g BLOCK: DIV: ADDITION: ;> :<: ><' _l[1tS 7t :':a<H.<> aa::{: ia: <<>::> ;<._•": <.>:;::<E z>i<;a r w>i>' a<.r <_�M:: `z4:i:€<>;i:< . a1"`Jl'7[tAiG7[`O ':`: s:<v ti-i' Name: Name: Name: TMj� Ra taheed, mOM cY .Zsl ',i7 ',OK -rah Mailing Address: Mailing Address: Mailing Address: 67®( cPaaty 1 dR-V ; a - C�np)aPctAh City: State: Zip: City: State: Zip: City: State: Zip: i /g•C1 i &3T 9e�-/ nim-evirg Ir->R ?t2 2-I Phone No.: VAS"-3.52- F/'X Phone No.: Phone No.: J�10- .2qc fl7j 340— �9f-3vo7 Contractor License: Contact Person: Phone No.: .,,a..<.�< ..' w-- xrmit<<:<an.......<.<...«<,..,.<.». .,ot,:....>.. t::8,.:222<::,:i>::2a;'r,:,<::.....>:.r!<.,.:::: .:«. x>2>.:.>..:....::...w.,.>:<-.>...,:.<. i?::: .,.<x. <<;: .,,:<...,._,<.i:t flit::, a...,..rc:.: aa.,,.. . ,�.x:,x:..<axaaa7,:<.:<.x:<!.:,xx:!!<,.<-v<a-<.,:lv;w<;<:<.... ..:.:..:......�. . ,.<..«.xom..<..,,. .:_,..................._<.,.<,!...... ;,,., ...._...,n.A.>.<x.x....: .«:<-,x.<.!,.. ...:�.xxx:�:�<::«<.:os.:<;�s:�:;:.�,:�«Fso:...w:�:::.,1_<.�,.,:,>.,.:<..:.,..�:.i,...,<>i�a. ..,..i. <nx.a_ Y. GGUP :. ..>:U' .......... (Check One) Single Family: X Multi-Family: Apartment: Condominium: Senior Housing:_ __- Retail: Office: Restaurant: Manufacturing: Storage: Bank: Assembly: Accessory: Automotive Repair: Other(Specify): DESCR.1 E �RK: �a-cQa-..vc, Gam. `(..(_ A v- fc.•..,,14..._,._.�� Suez y az. row¢ o.. O1 c<�Ty� w&? �-~��_�.;�:a�:2<;.�:>:�:a2S;r2.�:�:za��:_::_i:a:.::::i:;.::.:��::; ;<»:x:_::.>,:i..«:...<�rrs..:;:::;::i;:i;,i�<.,:.y.:_:-<r.>>ev>!::..!..<:.a<:�!.>...!«,<..<!,>««>:-r>.:«.rx....:..>:..: ;m22:o':�2::2:;.�;.2 a%o+var mj'ao r'" a5oa.<na<. «.:2'eF,v`^'U oe u,...., f� J� Sin • vi. ^ ,xo`.`x�..�:::ra^'t^bw:'-"` __a„ c!.0 'v .!:.w<o '2:^...:..:;�,.-a:.o'!:u.= >x:3,>:,.w:< 2:&s!.:x._;-' ..s, x°a;.k "sr7M- x. v x .yst .<.w' .vat_'+ iHNha�a�;:...a_aa>wa tavx aS.a, v'X .wp'w,a.2va<-uaax'xu a<+;:,::<.iiavcv.F6xmd:tt^9:aw.G: ! K ..::�. '-'tav,. ..a!;.i.w.'a`aS..v,':h o:Aw...:-rayy.>raxnr..:n!a,�'»n.:..nw:q'dA-?`.:.-:w:a>.amal.:Jay..<x.u..-.mg<y. -s:q�`.. > . ....iAM<i>.:;s+w w:<.: ..__:,..:v;<,.'ui'v: ....i.w'ixc.::.x: :.6-sas. .....y++.:...a...A.nx�s_.'6.<<<�>P::2M.Q.a:::<:aaavb:2::<!i:-.oyu:iv:xi.::a.::a,.... u.Q:n:: �.mro.�:aFw::�2'AC�KK- :::�eA�FHR�.,,aWlvsw..Ea, Nw.C!Eaaaaav^.x.e:..a.h:a.a....ae.x.`L....Est...:::..v.:�'::ar;.:>P.<>asr.:.xw:u:... a< x _ ar...sxaN':.:,.6-.a x. .tt:.a rovriwa, Street Setback:��,0 ft. 2nd Floor: sf. (Circle Y or N) """a .aaa 1st Side Setback: $ ,'0 ft. 3rd Floor. sf. , 2nd Side Setback: 3�V.� ft. Basement: /7 3 Shoreline/Wetlands--- ---- -Y - Rear Setback:3.1 •3 ft. Occ.Group: Water on/Adj. to Property Y �.y Use Zone: -� Carport Area: sf. Soils Report Y Type of Construction: t,>ooi7 rkA(+ Garage Area: ( (P'f sf.$ Sensitive Area Y Lot Area:'(�`( sf No. of Stories: 2. Latecomers Agreement Yg i No. of Dwellings: 0 Ng. Building Height: 2-5 0 Fire Hydrant(250 FT) Y Lot Coverage: cl 7 Deck Area: 2 ( d sf Variance Y 1st Floor:- {S' sf.-t'& lire Covenant a) N Project Valuation(Labor and Material Cost): Cif ( `15,oaa J Jf li 0 y THIS APPLICATION IS RECEIVED BY THE BUILDING OFFICIAL UNDER THE PROVISIONS OF THE UNIFORM,BIIILDING CODE, AND SHALL EXPIRE i, BY LIMITATION AND BECOME NULL AND VOID IF PERMIT IS NOT OBTAINED WITHIN 180 DAYS OF THIS APPEN4T,19N BY AFFIXING MY SIGNATURE I HEREBY CERTIFY THAT I AM THE LEGAL OWNER OF THE PROPERTY FOR WHICH THIS APPLICATION�S'1 iJED OR AN AUTHORIZED AGENT OF THE OWNER ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT,INCLUDING AI I R FOR INSPECTIONS. r SIGNA vV �rn�(,c DATE: / 2 O/ WATTSUN 5 .6 1997 WA1.TATE ENERGY CODE COMPLIANREPORT 05/06/80 FILE: C:\\WATTSUNS\\NEWFILE HOUSE ID: 01-1546 Site: MacBeth Drive Analyst : Design Consultants, Inc. Anacortes, WA, 98221 Jurisdiction: Anacortes , WA ( ) - Utility: Puget Sound Energy Homeowner: Tom & Barbara Harker House Type: Single Family Floor Area: 2392 ft2 (360)299-8822 Builder : Weather Data: Anacortes , WA ** Climate Zone: 1 (Seattle, WA) ( ) - _ The PROPOSED design *COMPLIES* with 1997 WA State Energy Code. REFERENCE PROPOSED COMPONENT PERFORMANCE 513 448 Btu/hr-F ENERGY BUDGET 8 . 03 6 . 40 kWh/ft2-yr REFERENCE DESIGN Reference Component Value X Area = UA BG Wall 7' U-0 .037 696 25.8 BG Slab 7 ' F-0. 570 87ft 49. 6 On Grade Slab F-0. 540 33ft 17 .8 Floor U-0 . 041 744 30 . 5 Glazing @14% U-0 .650 338 .8 220. 2 Doors U-0 . 390 63 . 1 24 . 6 AG Wall U-0. 062 1204 74. 7 Skylights @1% U-0 . 680 20 . 0 13 . 6 Ceiling, Attic U-0 .036 1566 56.4 Infiltration ACH-0 . 350 19168ft3( 122 . 8) Reference UA 513. 1 PROPOSED DESIGN COMPONENTS Component Description Value X Area = UA BG Wall R11 Batt 7 ' depth U-0 . 054 696 37. 6 BG Slab F-0. 560 87ft 48. 7 JUL 2 '^ Z001 Items in parentheses not included in COMPONENT PERFORMANCE totals . ** Denotes non-standard values - check calculation of thermal value. Page 1 WATTSUN 5. 6 1997 WAS-:TATE ENERGY CODE COMPLIAN T REPORT 05/06/80 FILE: C: \\WATTSUNS\\NEWFILE HOUSE ID: 01-1546 On Grade Slab R7 . 5 2 ' horizontal F-0 . 700 33ft 23 . 1 Floor R19 unvented Joist 16oc U-0 . 040 744 29.8 Glazing @15% Glass Block U-0 . 510 12 . 5 6. 4 **Andersen Pic U-0. 280 113. 0 31 .6 **Andersen DH U-0 . 520 120 . 0 62 . 4 **Andersen Gliding U-0 . 350 115. 5 40 .4 Doors Wood 1 3/4" , solid panel U-0 . 390 19 . 5 7. 6 2g1 Half Lite Wood 1/2" Clr U-0 . 410 21 .8 8 .9 2g1 Full Lite Wood 1/2" , Clr U-0 . 440 21 . 8 9 . 6 AG Wall R19 STD Lap Wood U-0 . 062 937 58 . 1 **R19 STD 1/2" or 5/8" GWB U-0 . 065 245 15 .9 Skylights @1%**Velux FS Skylight U-0 . 520 16 . 0 8 .3 **Velux Skylight/Roof Wdw 1/2" Clr U-0 . 530 4 . 0 2 . 1 Ceiling R30 blown Attic STD baffled U-0 . 036 1423 51 . 2 R30 blown Scissor 4 : 12 STD baffled U-0 . 043 143 6. 1 Infiltration Standard Air Sealing ACH-0 . 350 19168ft3 ( 122 . 8) Proposed UA 448 . 0 Struc Mass Light Frame, Sheetrock walls M- 3 .000 2392 7176 Add ' l Mass Concrete 4" M-10 . 300 842 8673 HEATING/COOLING/VENTILATING SYSTEMS PROPOSED Heating System Type: Gas Furnace Make: NOT AVAILABLE Model: N/A/ System Efficiency: 80 % Modified Efficiency: 73 % Design ACH: 0 . 60 I Design Load(at 48F dt) : 32615 Btu/hr Duct Losses(% Dsn Load) : 1683 Btu/hr( 5%) Total Load: 34298 Btu/hr System Size(Output ) : 51500 Btu/hr ( 150%) Average Annual Heat : 76 MBtu Annual Cost : $ 424 Ventilation System: Integrated Spot & Whole House Cooling System: NONE SEER: 0 . 0 (Unducted) Cooling Load(at -3F dt) : Btu/hr System Size(%Over) : tons(@125%) Annual Cool Requirement : kWh/yr Solar Access : Partially Shaded Page 2 WATTSUN 5 . 6 1997 WAt .1TATE ENERGY CODE COMPLIANL<' REPORT 05/06/80 FILE: C: \\WATTSUNS\\NEWFILE HOUSE ID: 01-1546 PROPOSED DUCT SYSTEM Location Avg Rvalue Surface Area SUPPLY All in heated space RETURN Attic or garage R- 8. 0 95. 7 ft2 GLAZING ORIENTATION PROPOSED PROPOSED South 10. 0ft2 North ft2 Southeast : 103. 5 Northwest : 108. 0 East West 10 . 0 Northeast : 52 .0 Southwest : 77. 5 Eff S Glz : 5. 1% Economic and energy consumption estimates are designed for comparative purposes only. Actual cost for heating will vary depending on weather conditions , occupant lifestyle and other factors . Page 3 WATTSUN 5 . 6 / COMPONENT CHECKLIST 1-1 05/06/80 FILE: C: \\WATTSUNS\\NEWFILE HOUSE ID: 01-1546 Name: Tom & Barbara Harker Floor Area: 2392 ft2 Address : MacBeth Drive Heating Type: Gas Furnace Reference : 1997 WA State Energy Code FOUNDATION INSPECTION Sub-slab radon requirement: _ Where required, slab is poured over a 4" thick coarse gravel base. A 6-mil poly soil gas retarder membrane is installed between the gravel an slab. _ All tears , seams, and joints in membrane are sealed. _ A radon vent pipe of at least 3" in diameter runs from each separate gravel area to 12" above eaves . Below grade walls : (Ril Batt 7 ' depth 696. 0 ft2) Insulation is installed from the top of the below grade wall to the bottom of the footing. Any insulation above grade is protected from exposure. Slab perimeter insulation: (R7. 5 2 ' horizontal 33. 0 ft) Insulation is installed : [ ] From the top of the slab downward, OR [ ] From the top of the slab downward to the bottom of the slab, and then run horizontally. Slab is thermally broken from slabs in adjacent unconditioned spaces (e.g. garage) . Slab Sealing: All penetrations , cracks and joints in concrete slab or walls are sealed with a urethane type sealant to limit the movement of soil gases into the indoor air. FRAMING INSPECTION Approved plans : Are available onsite Air leakage: _ Top and bottom of mudsill and soleplate are caulked/sealed. _ Sole plate is caulked or glued to subfloor. _ Rim joists between stories are caulked/sealed. _ All holes in building envelope (i.e. exterior ceilings , walls , and floors) are caulked/sealed, including all electrical , plumbing, and HVAC penetrations . _ Outlets, switch boxes and recessed fixtures on exterior walls are caulked/sealed with approved sealant , or have Page 1 WATTSUN 5 . 6 F! ) COMPONENT CHECKLIST 05/06/80 FILE: C: \\WATTSUNS\\NEWFILE HOUSE ID: 01-1546 foam face gaskets installed. Any recessed lights are IC rated, air tight, and sealed to the ceiling sheetrock. Wall framing: Net wall area: 1182 ft2 Standard framing with studs spaced 16" o.c. Structural panels : All structural sheathing is stamped "Exposure I" or "Exterior" . Windows: (Glass Block 12 . 5 ft2) (Andersen Pic 113. 0 ft2) (Andersen DH 120 . 0 ft2) (Andersen Gliding 115. 5 ft2) Windows are installed as shown on the approved plans . The rough opening around windows and doors is caulked/sealed. Exhaust fans , spot ventilation: Bathroom fans are Home Ventilating Institute-rated 50 CFM (minimum) . Kitchen fans are HVI-rated 100 CFM (minimum) . _ Fan ducting has minimal bends and terminates outside of the building. The whole house ventilation fan supplies between 80 and 120 CFM. Exhaust fans , whole house ventilation: The designated whole house fan is is rated at 1. 5 sones or less (unless remotely located) . INSULATION INSPECTION Wall insulation: (R19 STD Lap Wood 937. 0 ft2) (R19 STD 1/2" or 5/8" GWB 245. 0 ft2) Insulation fills all exterior wall cavities . It is not compressed and is cut to fit around wires, pipes , and outlet boxes . Recessed fixtures in exterior walls have at least R-5 insulation behind them. Ducts : (Return Ducts : Attic or garage R8 95. 7 ft2) All HVAC ducts installed outside the heated, habitable space are sealed at joints , corners , and boots , and insulated to the specified value. Vapor Retarder: 1 . 0 perm or less vapor retarder (e.g. poly, kraft paper, Page 2 WATTSUN 5.6 k COMPONENT CHECKLIST ` -) 05/06/80 FILE: C: \\WATTSUNS\\NEWFILE HOUSE ID: 01-1546 perm rated paint) is installed on the warm side of insulation in floors and walls . A 1 . 0 perm vapor barrier is installed on all vaulted ceilings. Recessed lights : Any recessed light fixtures in the thermal envelope are: [ I Certified under ASTM E-283 and labeled showing compliance, OR [ I Sealed around the exterior to be air tight . Skylight wells are insulated to same level as walls . FINAL INSPECTION Crawl space moisture barrier: A six mil black poiyethelene ground cover is installed on crawlspace floor. Crawlspace ventilation: Less than 2 . 5 Ft2 of net free ventilation is provided in the unvented crawlspace. Floor Insulation: (R19 unvented Joist 16oc 744 . 0 ft2) Insulation is supported in a permanent manner without compression. Pipe insulation: All water pipes in unheated spaces are insulated to at least R-3. Hot water: Electric water heater labeled as meeting ASHRAE Standard 90A-1980 or 1987 NAECA. Tank has R-10 non-compressible pad underneath if located over slab or in unconditioned space. Doors : (Wood 1 3/4" , solid panel 19. 5 ft2) (2g1 Half Lite Wood 1/2" Clr 21 .8 ft2) (2g1 Full Lite Wood 1/2" , Clr 21 . 8 ft2) Weatherstripping, threshhold, and doorsweep are properly adjusted and seal well . Ceiling: (R30 blown Attic STD baffled 1423.0 ft2) (R30 blown Scissor 4 : 12 STD baffled 143.0 ft2) Insulation is installed to the manufacturer ' s recommended density and coverage. Attic access doors are insulated and weatherstripped. Heating system: Page 3 =____ WATTSUN 5 . 6 t- J COMPONENT CHECKLIST 05/06/80 FILE: C:\\WATTSUNS\\NEWFILE HOUSE ID: 01-1546 NOT AVAILABLE N/A Heating System Size: The heating system does not exceed: 51447 BTUs . Ductwork _ All ductwork joints are sealed with mastic, permanent tape, or other material approved by building official . Ductwork joints are mechanically fastened . Each cylindrical duct joint is fastened with a minimum of three connectors . Plumbing Non-recirculating water pipes outside heated space are insulated to at least R-3. Hydronic space heating pipes are insulated to at least R-4. Exhaust fans , spot ventilation _ Bathroom fans are Home Ventilating Institute-rated 50 CFM (minimum) . Kitchen fans are HVI-rated 100 CFM (minimum) . _ Fan ducting has minimal bends and terminates outside of the building. Whole House Fan Size: The whole house ventilation fan system provides at least : [ ] 75 CFM measured capacity, OR [ ] 115 CFM measured capacity, OR [ ] 100 CFM installed capacity [ ] The whole house ventilation fan is remotely located outside of the thermal envelope, OR [ ] If surface-mounted, the whole house ventilation fan has a 1 . 5 sone rating. The fan is mounted to rduce noise. The automatic control is set to provide ventilation for a minimum of 8 hours each day. Make-up air: Ports , registers , or a central fresh air intake supplying outside air in the quantity of 10 CFM are located in each bedroom and the main living area. Exhaust Duct Insulation: All exhaust ducts extending more than two feet beyond insulation are insulated to R4 . _ Maximum duct length for 4" duct is 25 ' ; for 5" duct is 35 ' ; and for 6" duct is 50 ' . _ Exhaust ducts terminate outside of the residence in a fitting with a net free area not less than the cross sectional area of the duct . Controls & Operation: Page 4 WATTSUN 5. 6 L ) COMPONENT CHECKLIST 05/06/80 FILE: C: \\WATTSUNS\\NEWFILE HOUSE ID: 01-1546 Intermittently-operating, whole-house exhaust fans shall have both automatic and manual controls . Automatic controls shall include a time clock or cycle timers with a minimum of two on-periods per day. _ Automatic controls shall be set to provide at least 8 hours of mechanical ventilation per day. _ All gas or oil combustion appliances (except stoves and clothes dryer) have outside combustion air ducted directly to the appliance . All stoves have an exhaust fan directly over them. _ All combustion exhausts are separated by minimum 3 ' vertically or 10 ' horizontally. Page 5 SUPPLEMENTAL STRUCTURAL CALCULATIONS FOR HARKER RESIDENCE 5202 McBeth Drive Anacortes, WA April 4, 2002 Job No. 01-131 PREPARED BY: SCHEMMER ENGINEERING INC. '.0' 1610 Commercial Avenue, Suite A ,� '�A �" ���. arse°° tti'`t . I4, Anacortes, Washington 98221 Ip� (360) 293-9006 `Ifs www.schemmereng.com + .'.7481 VED APR 42002 _ BUILDING DEPr • DESIGN ANALYSIS . COM PUTED BY pit I OF CHECNED BY TE NO. SCHEMMER ENGINEERING INC. PROJECT SUBJECT 0 / k ,4 \ co .4- e_ leak cc. - be, a 4-e l Ce," cc> , —`p II H c�2i 1/Z (4 AIL FILE-12. l3 -I — Ib V 1`I J 0.4,JA I / I I' Q I 7 •b y �Y 4" meF pre-A4q LINE /ilkT . • .- 40(ett - i �34- C�nlT � L Cr> /1/017 K- - 21 I, 4 '� l �' oG -60 6II TAIIAW 1E_T ,1 l_ Schemmer Engineering Inc. Title: Job# , 1610 Commercial Avenue,Suite A Dsgnc Date: 7:23AM, 4 APR 02 Anacortes,WA 98221 Description: Phone: (360)293-9006 Scope: Fax: (360) 2934051 . Rev 550100 Page 1 User.KW-0603023,Ver 550,25-Sep-2001 Cantilevered Retaining Wall Design (c)1983 2001 ENERCALC Engineering Software c:\enercalc\ec\cant retaining walls ecw Calcu Description 41-6' Criteria 1 ISoil Data I Footing Strengths & Dimensions r i Retained Height = 6.00 ft Allow Soil Bearing = 2,000.0 psf fc = 2,500 psi Fy = 40,000 psi I Equivalent Fluid Pressure Method Min.As% = 0.0012 Wall height above soil = 0.50ft SlopeBehind a Wall = 0.50:1 Heel Active Pressure 35.0 Toe Width = 1.00 ft Toe Active Pressure = 35.0 Heel Width = 1.50 Height of Soil over Toe = 12.00 in Passive Pressure = 450.0 Total Footing Width = 2.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 10.00 in FoolingliSoil Friction = 0.300 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth 0.00 in Key Distance from Toe = 1.17ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Surcharge Loads P Surcharge Over Heel = 0.0 psf Surcharge Over Toe = 50.0 psf Used To Resist Sliding 8 Overturning Used for Sliding 8 Overturning Design Summary Stem Construction 0 Top Stem Stem OK Total Bearing Load = 1,831 lbs Design height ft= 0.00 ...resultant ecc. = 7.46 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,944 psf OK Reb S = 6.00 Soil Pressure @ Heel = 0 psf OK Reber ar Siz ze = # 4 Allowable = 2,000 psf Rebar Spacing 10.00 Soil Pressure Less Than Allowable Rebar Placed at Edge ACI Factored @ Toe = 2,383 psf Design Data = ACI Factored @ Heel = 0 psf fb/FB+Forcefa/ o.4.2 Footing Shear @Tce = 10.0 psi OK Total @ Section lbs= 1,014.2 Moment....Actual ft-#= 2,118.6 Footing Shear @ Heel = 19.1 psi OK Moment Allowable = 2,744.1 Allowable = 85.0 psi Shear Actual psi= 21.1 Wall Stability Ratios Overturning = 1.64 OK Shear Allowable psi= 85.0 Sliding = 2.19 OK Bar Develop ABOVE Ht. in= 12.48 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 729.2 lbs Wall Weight = 72.5 less 100%Passive Force= - 1,177.7 lbs Rebar Depth 'd' in= 4.00 less 100%Friction Force = - 549.4 lbs Masonry Data as psi= Added Force Req'd = 0.0 tbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Results r Special Inspection = Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 2,383 0 psf Equiv.Solid Thick. = Mu':Upward = 981 0 ft-ft Masonry Block Type= Medium Weight Mu':Downward = 200 937 ft-ft Concrete Data Mu: Design = 781 937 ft-if fc psi= 2,500.0 Actual 1-Way Shear = 9.96 19.05 psi Fy psi= 40,000.0 Allow 1-Way Shear = 85.00 85.00 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #5©18.00 in Toe: Not req'd,Mu<S'Fr Heel Reinforcing = #4 @ 16.50 in Heel: Not req'd,Mu<S'Fr Key Reinforcing = None Spec'd Key: No key defined Schemmer Engineering Inc. Title: Job# 1610 Commercial Avenue,Suite A Dsgnr. Date: 7:23AM, 4 APR 02 Anacortes,WA 98221 Description: , Phone: (360)293-9006 Scope: Fax: (360)293-4051 —Rev: 550100 Pa e 2 User KW-0603023,Ver 550,25 Sep 2001 Cantilevered Retaining Wall Design g (c)1983.2001 ENERCALC Engineering Software c:\enercalc\ec\cant retaining walk ecw.Calcu Description 41-6' Summary of Overturning & Resisting Forces & Moments OVERTURNING..... RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft- lbs ft ft4 Heel Active Pressure = 817.2 2.28 1,861.3 Soil Over Heel = 660.0 2.00 1,320.0 Ice Active Pressure = -58.8 0.61 -35.9 Sloped Soil Over Heel = Surcharge Over Toe = -29.2 0.92 -26.7 Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe = 110.0 0.50 55.0 SeismicLoad = Surcharge Over Toe = 50.0 0.50 25.0 Stem Weight(s) = 471.3 1.25 589.1 Total = 729.2 O.T.M. = 1,798.6 Earth @ Stem Transitions = ResistinglOvertuming Ratio = 1.64 Footing Weight = 312.5 1.25 390.6 Vertical Loads used for Soil Pressure= 1,831.5 lbs Key Weight = 1.17 Vert.Component = 227.7 2.50 569.4 Vertical component of active pressure used for soil pressure Total= 1,831.5 lbs R.M.= 2,949.0 • . N_ N .ice c 1-....-."."..._ `- 09I.1-r ne 1 \ % i N 11 i \ 1 I ± b /\ .K 1/ \� � �23 , 2 )t g a 7 ti \ t / t f / / \ / 0 4 , s— 49xzo - c,-/` V -_tI 1 r 1.1 Z 3 t ` t �2 '%. - V' ? o/' GrJtJ,2_ { -t J 1 j��. Ia SKI I =t %S A \\ L;` ii- Ta Leto j.., ,. .1::::1. J::;, (-1_._A,r. ) -a /^I A Harker Residence Kitchen Beam Prepared by: JR Date: 5/08/01 BeamChek 2.0 Choice 6x 6 DF-L#2 BASE Fb=700 ADJ Fb=700 Conditions '91 NDS Min Bearing Area R1=2.2 in2 R2=2.2 in2 DL Deft 0.02 in Data Beam Span 4.5 ft Reaction 1 1355# Reaction 1 LL 956# Beam Wt per ft 7.35 It Reaction 2 1355# Reaction 2 LL 956# !, Beam Weight 33# Maximum V 1355# Max Moment 1525'# Max V(Reduced) 1079# • TL Max Defl L/240 TL Actual Defl L/965 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(in3) Shear(in2) TL Dell(in) LL Dell Actual 27.73 30.25 0.06 0.04 Critical 26.14 19.04 0.22 0.15 Status OK OK OK OK Ratio 94% 63% 25% 26% Fb(psi) Ft/(psi) E(psi x mil) Fe I (psi) Values Base Values 700 85 1.3 625 Base Adjusted 700 85 1.3 625 Adjustments CF Size Factor 1.00 • Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Loads Uniform TL: 595 =A Uniform LL: 425 Uniform Load A 0 0 R1 = 1355 R2= 1355 SPAN=4.5FT Uniform and partial uniform loads are lbs per lineal ft. " EC nI U JUL `12001 s Harker Residence Beam @ Master Bath Prepared by:JR Date: 5/03/01 BeamChek 2.0 Choice 4x 4 DF-L#2 BASE Fb=875 ADJ Fb= 1313 Conditions '91 NDS Min Bearing Area R1=0.9 in2 R2=0.9 in2 DL Defl 0.05 in Data Beam Span 5.25 ft Reaction 1 559# Reaction 1 LL 394 it Beam Wt per ft 2.98# Reaction 2 559# Reaction 2 LL 394# Beam Weight 16 it Maximum V 559# Max Moment 7341# Max V(Reduced) 497# TL Max Defl L/240 TL Actual Defl L/347 LL Max Defl L/480 LL Actual Deft L/492 Attributes Section (in') Shear(in2) TL Defl(in) LL Defl f Actual 7.15 12.25 0.18 0.13 Critical 6.71 7.85 0.26 0.13 Status OK OK OK OK Ratio 94% 64% 69% 97% Fb(psi) Fv(psi) E(psi x mil) Fc I (psi) Values Base Values 875 95 1.6 625 Base Adjusted 1313 95 1.6 625 Adjustments CF Size Factor 1.50 Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Loads Uniform TL: 210 =A Uniform LL: 150 Uniform Load A Q R1 = 559 R2=559 SPAN=5.25 FT Uniform and partial uniform loads are lbs per lineal ft. Harker Residence Floor Joists© Basement Prepared by: JR Date: 5/01/01 BeamChek 2 I' Choice (2)2x 12 DF-L#2 BASE Fb=875 ADJ Fb=875 Conditions '91 NDS Min Bearing Area R1= 1.3 in2 R2= 1.3 in2 DL Deft 0.03 in Data Beam Span 12.92 ft Reaction 1 809# Reaction 1 LL 607 U Beam Wt per ft 8.2# Reaction 2 809# Reaction 2 LL 607 it Beam Weight 106# Maximum V 809# Max Moment 2612'11 Max V(Reduced) 691 # TL Max Defl L/240 TL Actual Deft L/>1000 LL Max Defl L/480 LL Actual Defl L/>1000 Attributes Section(in') Shear(in2) TL Defl (in) LL Deft Actual 63.28 33.75 0.14 0.10 Critical 35.83 10.92 0.65 0.32 Status OK OK OK OK Ratio 57% 32% 21% 32% Fb(psi) Fv(psi) E(psi x mil) Fc±(psi) Values Base Values 875 95 1.6 625 Base Adjusted 875 95 1.6 625 Adjustments CF Size Factor 1.00 Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use • BeamChek has automatically added the beam self-weight into the calculations. Loads Uniform TL: 117 =A Uniform LL: 94 Uniform Load A R1 = 809 R2 = 809 SPAN= 12.92 FT Uniform and partial uniform loads are lbs per lineal ft. • II • Harker Residence Floor Joists Q Basement Prepared by:JR Date: 5/01/01 BeamChek 2 0 Choice (2)2x 12 DF-L#2 BASE Fb=875 ADJ Fb=875 Conditions '91 NDS Min Bearing Area R1= 1.6 in2 R2= 1.6 in2 DL Defl 0.08 in Data Beam Span 15.92 ft Reaction 1 997# Reaction 1 LL 748# I Beam Wt per ft 8.2# Reaction 2 997# Reaction 2 LL 748# Beam Weight 131 # Maximum V 997# Max Moment 3966'# Max V(Reduced) 879# TL Max Defl L/240 TL Actual Dell L/602 LL Max Defl L/480 LL Actual Defl L/802 Attributes Section(in') Shear(in2) TL Defl(in) LL Defl Actual 63.28 33.75 0.32 0.24 Critical 54.40 13.88 0.80 0.40 Status OK OK OK OK Ratio 86% _ 41% 40% 60% • Fb(psi) Fv(psi) E(psi x mil) Fc I (psi) Values Base Values 875 95 1.6 625 Base Adjusted 875 95 1.6 625 Adjustments CF Size Factor 1.00 Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Loads Uniform TL: 117 =A Uniform LL: 94 Uniform Load A R1 =997 R2 =997 SPAN= 15.92 FT Uniform and partial uniform loads are lbs per lineal ft. • Harker Residence Floor Joists @ Garage Prepared by:JR Date: 5/01/01 BeamChek 2 n Choice 2x 12 DF-L#2 BASE Fb=875 ADJ Fb=875 Conditions '91 NDS Min Bearing Area R1= 1.1 in' R2= 1.1 in= DL Defl 0.05 in Data Beam Span 12.08 ft Reaction 1 671 # Reaction 1 LL 489 d/ Beam Wt per ft 4.1 # Reaction 2 671 # Reaction 2 LL 48911 Beam Weight 50# Maximum V 671 # Max Moment 2027'# Max V(Reduced) 567# TL Max Defl L/240 TL Actual Defl L/777 LL Max Defl L/480 LL Actual Defl L/>1000 Attributes Section (in') Shear(in2) TL Defl(in) LL Defl Actual 31.64 16.88 0.19 0.14 Critical 27.79 8.95 0.60 0.30 Status OK OK OK OK Ratio 88% 53% 31% 45% Fb(psi) Fv(psi) E(psi x mil) Fol. (psi) Values Base Values 875 95 1.6 625 Base Adjusted 875 95 1.6 625 Adjustments CF Size Factor 1.00 Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Loads Uniform TL: 107 =A Uniform LL: 81 Uniform Load A 0 R1 =671 R2 =671 SPAN = 12.08 FT Uniform and partial uniform loads are lbs per lineal ft. Harker Residence Basement Storage Door Headrer Prepared by: JR Date: 5/01/01 BeamChek 2 I' Choice 4x 4 DF-L#2 BASE Fb=875 ADJ Fb= 1313 Conditions '91 NDS Min Bearing Area R1=0.9 in' R2=0.9 in2 DL Defl<0.01 in. Data Beam Span 3.25 ft Reaction 1 544# Reaction 1 LL 431 i! Beam Wt per ft 2.98# Reaction 2 544# Reaction 2 LL 431 # Beam Weight 10# Maximum V 544# Max Moment 442'it Max V(Reduced) 447# TL Max Defl L/240 TL Actual Defl L/929 LL Max Defl L/480 LL Actual Defl L/>1000 Attributes Section(in3) Shear(in2) TL Dell (in) LL Defl Actual 7.15 12.25 0.04 0.03 Critical 4.04 7.05 0.16 0.08 Status OK OK OK OK Ratio 57% 58% 26% 41% Fb(psi) Fv(psi) E(psi x mil) Fc L (psi) Values Base Values 875 95 1.6 625 Base Adjusted 1313 95 1.6 625 Adjustments CF Size Factor 1.50 Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Loads Uniform TL: 332 =A Uniform LL: 265 Uniform Load A R1 = 544 R2= 544 SPAN= 3.25 FT Uniform and partial uniform loads are lbs per lineal ft. Harker Residence Garage Door Headrer Prepared by: JR Date: 5/01/01 BeamChek 2 u Choice 5-1/4x 9-1/2 2.0E WS TJM PARALLAM®PSL BASE Fb=2900 ADJ Fb= 2976 Conditions Min Bearing Area R1=8.0 in2 R2=6.5 in2 DL Defl 0.08 in Suggested Camber 0.11 in Data Beam Span 9.25 ft Reaction 1 4825# Reaction 1 LL 3335# Beam Wt per ft 15.59# Reaction 2 3905# Reaction 2 LL 2926# Beam Weight 144# Maximum V 4825# Max Moment 10695'# Max V(Reduced) 4050# TL Max Defl L/240 TL Actual Defl L/424 LL Max Defl L/480 LL Actual Defl L/594 Attributes Section(in') Shear(ins) IL Deft(in) LL Defl Actual 78.97 49.88 0.26 0.19 Critical 43.12 20.95 0.46 0.23 Status OK OK OK OK Ratio 55% 42% 57% 81% Fb(psi) Fv(psi) E(psi x mil) Fc I (psi) Values Base Values 2900 290 2.0 600 Base Adjusted 2976 290 2.0 600 Adjustments Cv Volume 1.00 Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Loads Point LL Point TL Distance Par Unif LL Par Unif TL Start End 819 B= 1236 2.75 627 H= 963 0 2.75 1638 C=2472 6.08 320 I=343 2.75 9.25 H Pt loads: U C R1 =4825 R2=3905 SPAN=9.25 FT Uniform and partial uniform loads are lbs per lineal ft. Harker Residence Deck Beam Prepared by:JR Date: 5/01/01 BeamChek 2.0 �ili Choice 6x 10 DF-L#2 BASE Fb=875 ADJ Fb=875 ' Conditions Overhang, '91 NDS r Min Bearing Area R1=3.5 in2 R2=5.2 in2 DL Defl 0.03 in Data Beam Span 10.5 ft Reaction 1 2189# Reaction 1 LL 1832# Beam Wt per ft 12.7# Reaction 2 3219# Reaction 2 LL 2693# Beam Weight 159# Maximum V 2354# Overhang Length 2.0 ft Max Moment 5534'# Max V(Reduced) 2012# Total Beam Length 12.5 ft TL Max Defl L/240 TL Actual Defl L/598 OH TL Actual Defl L/427 LL Max Defl L/480 LL Actual Defl L/715 OH LL Actual Defl L/511 i Attributes Section (in') Shear(in') TL Defl(in) LL Defl OH TL Defl OH LL Defl Actual 82.73 52.25 0.21 0.18 -0.11 -0.09 Critical 75.89 35.50 0.52 0.26 0.20 0.10 Status OK OK OK OK OK OK Ratio 92% 68% 40% 67% 56% 94% Fb(psi) Fv(psi) E (psi x mil) Fc l (psi) Values Base Values 875 85 1.3 625 Base Adjusted 875 85 1.3 625 Adjustments CF Size Factor 1.00 Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Loads Par Unif LL Par Unif TL Start End 362 H=420 0 10.5 362 K=420 (OH) 0 2 0 H K Q Q E R1 =2189 R2=3219 BACKSPAN= 10.5 FT OH =2 FT Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2 Ir Harker Residence Deck Beam Prepared by: JR Date: 5/01/01 BeamChek 2_0 Choice 6x 10 DF-L#2 BASE Fb=875 ADJ Fb=875 Conditions '91 NDS Min Bearing Area R1=3.6 in' R2=3.6 in2 DL Deft 0.04 in Data Beam Span 10.5 ft Reaction 1 2272# Reaction 1 LL 1901 # i Beam Wt per ft 12.7# Reaction 2 2272 it Reaction 2 LL 1901 # Beam Weight 133# Maximum V 2272# I, Max Moment 5963'# Max V(Reduced) 1929# TL Max Defl L/240 TL Actual Defl L/545 LL Max Defl L/480 LL Actual Defl L/651 Attributes Section(in') Shear(in') TL Defl (in) LL Defl Actual 82.73 52.25 0.23 0.19 Critical 81.78 34.04 0.52 0.26 Status OK OK OK OK Ratio 99% 65% 44% 74% I, Fb(psi) Fv(psi) E(psi x mil) Fc i(psi) i Values Base Values 875 85 1.3 625 ' Base Adjusted 875 85 1.3 625 Adjustments CF Size Factor 1.00 Cd Duration � Cr Repetitive ��, II, Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Loads Uniform IL: 420 =A Uniform LL: 362 Uniform Load A 0 Z\ R1 =2272 R2=2272 SPAN= 10.5 FT Uniform and partial uniform loads are lbs per lineal ft. Harker Residence Garage Door Header Prepared by:JR Date: 5/01/01 BeamChek 2.0 Choice 6x 12 DF-L#2 BASE Fb=875 ADJ Fb=875 j Conditions '91 NDS Min Bearing Area R1=4.3 in2 R2=5.5 in2 DL Deft 0.04 in Data Beam Span 9.25 ft Reaction 1 2713# Reaction 1 LL 2010# Beam Wt per ft 15.37# Reaction 2 3457# Reaction 2 LL 2413 ii Beam Weight 142# Maximum V 3457# Max Moment 8273'# Max V(Reduced) 2765# TL Max Deft L/240 TL Actual Defl L/780 LL Max Deft L 1480 LL Actual Defl L/>1000 Attributes Section(ins) Shear(in2) TL Deft(in) LL Defl li Actual 121.23 63.25 0.14 0.10 j Critical 113.46 48.79 0.46 0.23 Status OK OK OK OK Ratio 94% 77% 31% 44% Fb (psi) Fv(psi) E(psi x mil) Fc L (psi) Values Base Values 875 85 1.3 625 ' Base Adjusted 875 85 1.3 625 Adjustments CF Size Factor 1.00 Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Loads Point LL Point TL Distance Par Unif LL Par Unif TL Start End I 694 B= 1018 4.25 295 H=347 0 4.25 495 I =707 4.25 9 25 I H Pt loads: B R1�2713 R2==3457 SPAN=9.25 FT Uniform and partial uniform loads are lbs per lineal ft. Harker Residence Garage Man Door Header Prepared by:JR Date: 5/01/01 BeamChek 2 a Choice 4x 4 DF-L#2 BASE Fb=875 ADJ Fb = 1313 Conditions '91 NDS Min Bearing Area R1=0.9 in2 R2= 0.9 in2 DL Defl<0.01 in. Data Beam Span 3.25 ft Reaction 1 569# Reaction 1 LL 47911 Beam Wt per ft 2.98# Reaction 2 569# Reaction 2 LL 479 it Beam Weight 10# Maximum V 569# Max Moment 462'# Max V(Reduced) 467# TL Max Defl L/240 TL Actual Defl L/890 LL Max Defl L/480 LL Actual Deft L/>1000 Attributes Section(in') Shear(in2) TL Defl(in) LL Dell Actual 7.15 12.25 0.04 0.04 Critical 4.22 7.37 0.16 0.08 Status OK OK OK OK Ratio 59% 60% 27% 45% Fb(psi) Fv(psi) E(psi x mil) Fc±(psi) Values Base Values 875 95 1.6 625 Base Adjusted 1313 95 1.6 625 Adjustments CF Size Factor 1.50 Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Loads Uniform IL: 347 =A Uniform LL: 295 . Uniform Load A 0 R1 =569 R2=569 SPAN=3.25 FT Uniform and partial uniform loads are lbs per lineal ft. 1 Harker Residence Basement Beam Prepared by:JR Date: 5/01/01 BeamChek 2 ( Choice 6x 10 DF-L#2 BASE Fb=875 ADJ Fb=875 Conditions '91 NDS Min Bearing Area R1=3.6 in2 R2= 3.6 in2 DL Defl<0.01 in. 4 Data Beam Span 5.92 ft Reaction 1 2256# Reaction 1 LL 1775 ii Beam Wt per ft 12.7# Reaction 2 2256# Reaction 2 LL 1775 Beam Weight 75 It Maximum V 2256# Max Moment 3338'# Max V(Reduced) 1653# 1 TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/480 LL Actual Defl L/>1000 Attributes Section(in') Shear(inW) TL Defl (in) LL Defl Actual 82.73 - 52.25 0.04 0.03 Critical 45.78 29.16 0.30 0.15 Status OK OK OK OK Ratio 55% 56% 14% 22% Fb(psi) Fv(psi) E(psi x mil) Fc I (psi) Values Base Values 875 85 1.3 625 Base Adjusted 875 85 1.3 625 Adjustments CF Size Factor 1.00 Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Loads Uniform IL: 750 =A Uniform LL: 600 Uniform Load A R 1-2256 R2=2256 SPAN= 5.917 FT Uniform and partial uniform loads are lbs per lineal ft. Harker Residence Basement Beam Prepared by:JR Date: 5/01/01 BeamChek 2.0 Choice 5-1/4x 16 2.0E WS TJM PARALLAM®PSL BASE Fb=2900 ADJ Fb=2809 Conditions Min Bearing Area R1= 10.3 in2R2= 10.3 in2. DL Defl 0.07 in Suggested Camber 0.11 in Data Beam Span 15.91 ft Reaction 1 6175# Reaction 1 LL 4773# Beam Wt per ft 26.25 It Reaction 2 6175# Reaction 2 LL 4773# Beam Weight 418# Maximum V 6175# Max Moment 24561 '# Max V(Reduced) 5140# TL Max Defl L/240 TL Actual Defl L/612 LL Max Defl L/480 LL Actual Defl L/792 Attributes Section(ins) Shear(in2) TL Defl(in) LL Defl Actual 224.00 84.00 0.31 0.24 Critical 104.93 26.59 0.80 0.40 Status OK OK OK OK Ratio 47% 32% 39% 61% Fb(psi) Fv(psi) E(psi x mil) Fc I (psi) Values Base Values 2900 290 2.0 600 Base Adjusted 2809 290 2.0 600 Adjustments Cv Volume 1.00 Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Loads Uniform TL: 750 =A Uniform LL: 600 • Uniform Load A R1 =6175 R2=6175 SPAN= 15.91 FT Uniform and partial uniform loads are lbs per lineal ft. Harker Residence Basement Beam Prepared by: JR Date: 5/01/01 BeamChek 2 C. Choice 5-1/4x 9-1/2 2.0E WS TJM PARALLAM®PSL BASE Fb=2900 ADJ Fb=2976 Conditions Min Bearing Area R1=6.7 in2 R2=6.7 in2 DL Defl 0.06 in Suggested Camber 0.09 it Data Beam Span 10.5 ft Reaction 1 4019# Reaction 1 LL 3150# j Beam Wt per ft 15.59# Reaction 2 4019# Reaction 2 LL 3150# Beam Weight 164 it Maximum V 4019# Max Moment 10551 '# Max V(Reduced) 3413# 1 TL Max Defl L 1240 TL Actual Defl L/452 LL Max Defl L/480 LL Actual Defl L/577 Attributes Section(ins) Shear(in2) TL Defl (in) LL Defl ' Actual 78.97 49.88 0.28 0.22 Critical 42.54 17.65 0.52 0.26 , Status OK OK OK OK Ratio 54% 35% 53% 83% Fb(psi) Fv(psi) E(psi x mil) Fc 1 (psi) Values Base Values 2900 290 2.0 600 Base Adjusted 2976 290 2.0 600 Adjustments Cv Volume 1.00 Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Loads Uniform TL: 750 =A Uniform LL: 600 Uniform Load A R1 =4019 R2=4019 SPAN= 10.5 FT Uniform and partial uniform loads are lbs per lineal ft. Harker Residence Basement Beam I' Prepared by:JR Date: 5/01/01 BeamChek 2 i) Choice 5-1/4x 9-1/2 2.0E WS TJM PARALLAM®PSL BASE Fb=2900 ADJ Fb=2976 Conditions Min Bearing Area R1=6.9 in2 R2=6.9 in2 DL Defl 0.07 in Suggested Camber 0.10 in Data Beam Span 10.83 ft Reaction 1 4146# Reaction 1 LL 3249# Beam Wl per ft 15.59# Reaction 2 4146# Reaction 2 LL 3249 11 Beam Weight 169# Maximum V 4146# Max Moment 11224'# Max V(Reduced) 3540# TL Max Defl L/240 TL Actual Defl L/412 LL Max Defl L/480 LL Actual Defl L!526 Attributes Section (ins) Shear(ins) TL Defl(in) LL Defl Actual 78.97 49.88 0.32 0.25 Critical 45.26 18.31 0.54 0.27 Status OK OK OK OK Ratio 57% 37% 58% 91% Fb(psi) Fv(psi) E(psi x mil) Fc L (psi) Values Base Values 2900 290 2.0 600 Base Adjusted 2976 290 2.0 600 Adjustments Cy Volume 1.00 Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Loads Uniform TL: 750 =A Uniform LL: 600 Uniform Load A R1 =4146 R2=4146 SPAN= 10.83 FT Uniform and partial uniform loads are lbs per lineal ft. f Harker Residence Basement Window Header I Prepared by: JR Date: 5/01/01 BeamChek 2 I Choice 6x 10 DF-L#2 BASE Fb=875 ADJ Fb=875 Conditions '91 NDS Min Bearing Area R1=2.8 in2 R2=5.0 in2 DL Defl<0.01 in. _ • Data Beam Span 5.25 ft Reaction 1 1747# Reaction 1 LL 1302# Beam Wt per ft 12.7# Reaction 2 3124# Reaction 2 LL 2214# Beam Weight 67# Maximum V 3124# Max Moment 3478'# Max V(Reduced) 2271 # 1 TL Max Dell L/240 TL Actual Dell L/>1000 LL Max Defl L/480 LL Actual Defl L/>1000 Attributes Section(in3) Shear(in2) TL Deft(in) LL Defl Actual 82.73 52.25 0.04 0.03 Critical 47.69 40.07 0.26 0.13 l Status OK OK OK OK Ratio 58% 77% 14% 20% Fb(psi) Fv(psi) E(psi x mil) Fc l (psi) Values Base Values 875 85 1.3 625 Base Adjusted 875 85 1.3 625 Adjustments CF Size Factor 1.00 Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Loads Point LL Point TL Distance Par Unif LL Par Unif TL Start End 1116 B= 1588 3.75 340 H=425 0 3 75 765 I = 1100 3.75 5.0 675 J = 988 5.0 5 25 J I H Pt loads: Z\ R1 = 1747 R2=3124 SPAN= 5.25 FT Uniform and partial uniform loads are lbs per lineal ft. Harker Residence Basement Window Header Prepared by:JR Date: 5/01/01 BeamChek 2.I: Choice 6x 12 DF-L#2 BASE Fb=875 ADJ Fb=875 Conditions '91 NDS Min Bearing Area R1=3.6 in2 R2=7.1 in2 DL Defl 0.01 in Data Beam Span 5.25 ft Reaction 1 2258# Reaction 1 LL 1537# I Beam Wt per ft 15.37 it Reaction 2 4418# Reaction 2 LL 2822# Beam Weight 81 # Maximum V 4418# Max Moment 5372'# Max V(Reduced) 3349# TL Max Defl L/240 TL Actual Defl L/>1000 I LL Max Defl L/480 LL Actual Defl L/>1000 Attributes Section(ins) Shear(in2) TL Defl(in) LL Defl Actual 121.23 63.25 0.03 0.02 I Critical 73.67 59.10 0.26 0.13 Status OK OK OK OK Ratio 61% 93% 12% 15% Fb(psi) Fv(psi) E (psi x mil) Fc L (psi) Values Base Values 875 85 1.3 625 Base Adjusted 875 85 1.3 625 I Adjustments CF Size Factor 1.00 Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Loads Point LL Point TL Distance Par Unif LL Par Unif TL Start End 1936 B= 3352 3.75 340 H =425 0 3.75 765 I= 1100 3.75 5.25 I H Pt loads: i R 1 =2258 R2=4418 I SPAN=5.25 FT I Uniform and partial uniform loads are lbs per lineal ft. I I Harker Residence Basement Window Header Prepared by: JR Date: 5/01/01 BeamChek 2.0 Choice 6x 6 DF-L#2 BASE Fb=700 ADJ Fb=700 Conditions '91 NDS Min Bearing Area R1= 1.6 in2 R2= 1.4 in2 DL Dell 0.03 in Data Beam Span 5.25 ft Reaction 1 1014# Reaction 1 LL 586# Beam Wt per ft 7,35# Reaction 2 862# Reaction 2 LL 543# Beam Weight 39# Maximum V 1014# Max Moment 14791# Max V(Reduced) 854# TL Max Defl L/240 TL Actual Defl L/793 LL Max Dell L/480 LL Actual Dell L/>1000 Attributes Section(in') Shear(in2) TL Defl(in) LL Defl _ Actual 27.73 30.25 0.08 0.05 Critical 25.35 15.08 0.26 0.13 Status OK OK OK OK Ratio 91% 50% 30% 37% Fb(psi) Fv(psi) E(psi x mil) Fc1(psi) Values Base Values 700 85 1.3 625 Base Adjusted 700 85 1.3 625 Adiustments CF Size Factor 1.00 Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Loads Point LL Point TL Distance Par Unif LL Par Unif TL Start End 394 B=559 3.5 190 H=340 0 3 5 40 I =50 3.5 525 I H Pt loads: a R1 = 1014 R2=862 SPAN=5.25 FT Uniform and partial uniform loads are lbs per lineal ft. l Harker Residence Basement Window Header t Prepared by: JR Date: 5/01/01 BeamChek 2 i- Choice 6x 6 DF-L#2 BASE Fb=700 ADJ Fb=700 Conditions '91 NDS Min Bearing Area R1= 1.5 in2 R2= 1.5 in' DL Defl 0.03 in Data Beam Span 5.25 ft Reaction 1 912# Reaction 1 LL 499# ! Beam Wt per ft 7.35# Reaction 2 912# Reaction 2 LL 499# Beam Weight 39# Maximum V 912# Max Moment 1197'# Max V(Reduced) 753# TL Max Defl L/240 IL Actual Defl L/>1000 LL Max Defl L/480 LL Actual Defl L/>1000 Attributes Section (in') Shear(in') TL Defl(in) LL Deft Actual 27.73 30.25 0.06 0.03 Critical 20.52 13.28 0.26 0.13 Status OK OK OK OK Ratio 74% 44% 23% 25% Fb(psi) Fir(psi) E(psi x mil) Fc I (psi) Values Base Values 700 85 1.3 625 Base Adjusted 700 85 1.3 625 Adjustments CF Size Factor 1.00 Cd Duration I Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. : Loads Uniform TL: 340 =A Uniform LL: 190 Uniform Load A 4 . R1 = 912 R2=912 SPAN=5.25 FT Uniform and partial uniform loads are lbs per lineal ft. + Harker Residence Master Bedroom Window Header Prepared by:JR Date: 5/01/01 BeamChek 2.0 Choice 6x 6 DF-L#2 BASE Fb=700 ADJ Fb=700 Conditions '91 NDS Min Bearing Area R1=2.0 in2 R2=2.0 in2 DL Defl 0.01 in Data Beam Span 4.25 ft Reaction 1 1280# Reaction 1 LL 903# Beam Wt per ft 7.35# Reaction 2 1280# Reaction 2 LL 903/1 Beam Weight 31 # Maximum V 1280# Max Moment 1360'# Max V(Reduced) 1004# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/480 LL Actual Defl L/>1000 Attributes Section(in') Shear(in') IL Defl(in) LL Defl _ Actual 27.73 30.25 0.04 0.03 Critical 23.31 17.72 0.21 0.11 Status OK OK OK OK Ratio 84% 59% 21% 30% Fb(psi) Fv(psi) E(psi x mil) Fc I (psi) Values Base Values 700 85 1.3 625 Base Adjusted 700 85 1.3 625 Adjustments CF Size Factor 1.00 Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. : Loads Uniform TL: 595 =A Uniform LL: 425 Uniform Load A Q R1 = 1280 R2= 1280 SPAN= 4.25 FT Uniform and partial uniform loads are lbs per lineal ft. 1 . Harker Residence Master Bedroom Window Header Prepared by:JR Date: 5/01/01 BeamChek 2 I, Choice 4x 4 DF-L#2 BASE Fb=875 ADJ Fb= 1313 Conditions '91 NDS Min Bearing Area R1=0.6 in2 R2=0.6 in2 DL Defl 0.02 in Data Beam Span 4.25 ft Reaction 1 351 # Reaction 1 LL 247 tt Beam Wt per ft 2.98# Reaction 2 351 # Reaction 2 LL 247#Beam Weight 13# Maximum V 351 # Max Moment 372'# Max V(Reduced) 302# TL Max Defl L/240 TL Actual Defl L/844 LL Max Defl L/480 LL Actual Defl L/>1000 Attributes Section (ins) Shear(in2) TL Defl(in) LL Defl Actual 7.15 12.25 0.06 0.04 Critical 3.41 4.78 0.21 0.11 Status OK OK OK OK Ratio 48% 39% 28% 40% Fb(psi) Fv(psi) E(psi x mil) Fc I (psi) • Values Base Values 875 95 1.6 625 Base Adjusted 1313 95 1.6 625 Adjustments CF Size Factor 1.50 Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Loads Uniform TL: 162 =A Uniform LL: 116 • Uniform Load A R1 = 351 R2=351 SPAN=4.25 FT Uniform and partial uniform loads are lbs per lineal ft. Harker Residence Master Bedroom Window Header Prepared by:JR Date: 5/01/01 BeamChek 2 rt Choice 2x 4 DF-L#2 BASE Fb=875 ADJ Fb= 1313 Conditions '91 NDS II Min Bearing Area R1=0.2 in2 R2=0.2 in2 DL Defl<0.01 in. , Data Beam Span 2.25 ft Reaction 1 140# Reaction 1 LL 99# i Beam Wt per ft 1.28# Reaction 2 140# Reaction 2 LL 99 it I Beam Weight 3# Maximum V 140# Max Moment 79'# Max V(Reduced) 104# i TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Deft L/480 LL Actual Defl L/>1000 Attributes Section(in') Shear(in2) TL Deft(in) LL Defl Actual 3.06 5.25 0.01 <0.01 , • Critical 0.72 - 1.64 0.11 0.06 Status OK OK OK OK Ratio 23% 31% 7% 11% Fb(psi) Fv(psi) E(psi x mil) Fc (psi) Values Base Values 875 95 1.6 625 tl Base Adjusted 1313 95 1.6 625 Adjustments CF Size Factor 1.50 Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Loads Uniform TL: 123 =A Uniform LL: 88 • Uniform Load A R1 = 140 R2 = 140 j SPAN=2.25 FT Uniform and partial uniform loads are lbs per lineal ft. Harker Residence Master Bedroom Window Header • Prepared by:JR Date: 5/01/01 BeamChek 2.0 Choice 2x 4 DF-L#2 BASE Fb=875 ADJ Fb= 1313 Conditions '91 NDS • Min Bearing Area R1=0.4 in2 R2=0.4 in2 DL Deft<0.01 in. Data Beam Span 2.25 ft Reaction 1 238# Reaction 1 LL 169# Beam Wt per ft 1.28# Reaction 2 238# Reaction 2 LL 169 Jr Beam Weight 3# Maximum V 238 it Max Moment 134'# Max V(Reduced) 176# TL Max Defl L/240 TL Actual Deft L/>1000 LL Max Defl L/480 LL Actual Defl L/>1000 Attributes Section (in3) Shear(in') TL Defl (in) LL Defl Actual 3.06 5.25 0.01 0.01 Critical 1.22 2.78 0.11 0.06 Status OK OK OK OK Ratio 40% 53% 13% 18% Fb(psi) Fv(psi) E(psi x mil) Eck(psi) Values Base Values 875 95 1.6 625 Base Adjusted 1313 95 1.6 625 Adjustments CF Size Factor 1.50 Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Loads Uniform TL: 210 =A Uniform LL: 150 • Uniform Load A I R1 =238 R2=238 SPAN=2.25 FT Uniform and partial uniform loads are lbs per lineal ft. Harker Residence Bedroom#3 Window Header Prepared by: JR Date:5/01/01 BeamChek 2.0 Choice 4x 4 DF-L#2 BASE Fb=875 ADJ Fb= 1313 Conditions '91 NDS Min Bearing Area R1= 0.9 in2 R2=0.9 in2 DL Defl 0.05 in Data Beam Span 5.25 ft Reaction 1 559# Reaction 1 LL 394# Beam Wt per ft 2.98# Reaction 2 559# Reaction 2 LL 394# Beam Weight 16# Maximum V 559# Max Moment 7341# Max V(Reduced) 497# TL Max Deb L/240 TL Actual Defl L/347 LL Max Defl L/480 LL Actual Defl L/492 Attributes Section(in3) Shear(in2) TL Dell(in) LL Defl Actual 7.15 12.25 0.18 0.13 Critical 6.71 7.85 0.26 0.13 Status OK OK OK OK Ratio 94% 64% 69% 97% Fb (psi) Fv(psi) E(psi x mil) Fc (psi) Values Base Values - 875 95 1.6 625 Base Adjusted 1313 95 1.6 625 Adjustments CF Size Factor 1.50 Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Loads Uniform TL: 210 =A Uniform LL: 150 Uniform Load A Q Q R1 = 559 R2= 559 SPAN=5.25 FT Uniform and partial uniform loads are lbs per lineal ft. Harker Residence Bedroom#2 Window Header Prepared by:JR Date: 5/01/01 BeamChek 2 0 Choice 6x 8 DF-L#2 BASE Fb=700 ADJ Fb=700 j Conditions '91 NOS Min Bearing Area R1=2.5 in2 R2=2.5 in2 DL Defl 0.01 in Data Beam Span 5.25 ft Reaction 1 1588# Reaction 1 LL 1116# Beam Wt per ft 10.02# Reaction 2 1588# Reaction 2 LL 1116# Beam Weight 53# Maximum V 1588# Max Moment 2084'# Max V(Reduced) 1210 It ' TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/480 LL Actual Defl L/>1000 Attributes Section(in') Shear(in') TL Defl(in) LL Defl Actual 51.56 41.25 0.04 0.03 Critical 35.73 21.35 0.26 0.13 . Status OK OK OK OK ' Ratio 69% 52% 16% 22% Fb(psi) Fv(psi) E(psi x mil) Fel(psi) Values Base Values 700 85 1.3 625 Base Adjusted 700 85 1.3 625 Adjustments CF Size Factor 1.00 Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Loads Uniform TL: 595 =A Uniform LL: 425 Uniform Load A R1�1588 R 1588 SPAN SPAN=5.25 FT Uniform and partial uniform loads are lbs per lineal ft. Harker Residence Bath#2 Window Header Prepared by:JR Date: 5/01/01 BeamChek 2.0 Choice 6x 8 DF-L#2 BASE Fb=700 ADJ Fb= 700 Conditions '91 NDS Min Bearing Area R1=2.5 in2 R2=2.5 in2 DL Deft 0.01 in Data Beam Span 5.25 ft Reaction 1 1588# Reaction 1 LL 1116# Beam Wt per ft 10.02# Reaction 2 1588# Reaction 2 LL 1116* Beam Weight 53# Maximum V 1588# Max Moment 2084'# Max V(Reduced) 1210# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/480 LL Actual Defl L/>1000 Attributes Section(in') Shear(in2) TL Defl(in) LL Defl Actual 51.56 41.25 0.04 0.03 Critical 35.73 21.35 0.26 0.13 Status OK OK OK OK Ratio 69% 52% 16% 22% Fb(psi) Fv(psi) E(psi x mil) Fc (psi) Values Base Values 700 85 1.3 625 Base Adjusted 700 85 1.3 625 Adjustments CF Size Factor 1.00 Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Loads Uniform TL: 595 =A Uniform LL: 425 Uniform Load A Q Q i R1 = 1588 R2= 1588 SPAN=5.25 FT Uniform and partial uniform loads are lbs per lineal ft. Harker Residence Laundry Room Window Header Prepared by: JR Date: 5/01/01 BeamChek 2 rU Choice 4x 6 DF-L#2 BASE Fb=875 ADJ Fb= 1138 Conditions '91 NDS Min Bearing Area R1= 1.6 in2 R2= 1.6 in2 DL Defl<0.01 in. Data Beam Span 3.25 ft Reaction 1 974# Reaction 1 LL 691 1? Beam Wt per ft 4.68# Reaction 2 974# Reaction 2 LL 691 It Beam Weight 15# Maximum V 974# Max Moment 792'It Max V(Reduced) 700# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/480 LL Actual Defl L/>1000 Attributes Section(in') Shear(in2) TL Defl (in) LL Defl Actual 17.65 19.25 0.02 0.01 Critical 8.35 11.05 0.16 0.08 Status OK OK OK OK I Ratio 47% 57% 12% 17% Fb(psi) Fv(psi) E(psi x mil) Fc I (psi) Values Base Values 875 95 1.6 625 I • Base Adjusted 1138 95 1.6 625 I ' Adjustments CF Size Factor 1.30 Cd Duration • Cr Repetitive Ch Shear Stress ' Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Loads Uniform TL: 595 =A Uniform LL: 425 • Uniform Load A . . R1 =974 R2=974 SPAN= 3.25 FT Uniform and partial uniform loads are lbs per lineal ft. I Harker Residence Entry Door/Window Header Prepared by: JR Date: 5/01/01 BeamChek 2-0 Choice 6x 6 DF-L#2 BASE Fb=700 ADJ Fb=700 Conditions '91 NDS Min Bearing Area R1=2.1 in2 R2=2.1 in2 DL Defl 0.02 in Data Beam Span 4.58 ft Reaction 1 1300# Reaction 1 LL 917* Beam Wt per ft 7.35# Reaction 2 1300# Reaction 2 LL 917 Beam Weight 34# Maximum V 1300# Max Moment 1490'# Max V(Reduced) 1040# TL Max Defl L/240 TL Actual Defl L/970 LL Max Defl L/480 LL Actual Defl L/>1000 Attributes Section (in') Shear(in2) TL Dell (in) LL Defl Actual 27.73 30.25 0.06 0.04 Critical 25.54 18.35 0.23 0.11 Status OK OK OK OK Ratio 92% 61% 25% 35% Fb(psi) Fv(psi) E(psi x mil) Fc L (psi) Values Base Values 700 85 1.3 625 Base Adjusted 700 85 1.3 625 Adjustments CF Size Factor 1.00 • Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Loads Uniform TL: 560 =A Uniform LL: 400 Uniform Load A R1 = 1300 R2= 1300 SPAN=4.583 FT Uniform and partial uniform loads are lbs per lineal ft. n � Harker Residence Kitchen Window Header Prepared by:JR Date: 5/01/01 BeamChek 2.0 Choice 6x 6 DF-L#2 BASE Fb=700 ADJ Fb=700 Conditions '91 NDS Min Beating Area R1=2.0 in2 R2=2.0 in2 DL Defl 0.01 in Data Beam Span 4.25 ft Reaction 1 1280# Reaction 1 LL 903# Beam Wt per ft 7.35# Reaction 2 1280# Reaction 2 LL 903# Beam Weight 31 # Maximum V 1280# Max Moment 1360'# Max V(Reduced) 1004# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Dell L/480 LL Actual Defl L I>1000 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 27.73 30.25 0.04 0.03 Critical 23.31 17.72 0.21 0.11 Status OK OK OK OK Ratio 84% 59% 21% 30% Fb(psi) Fv(psi) E (psi x mil) Fc I (psi) Values Base Values 700 85 1.3 625 Base Adjusted 700 85 1.3 625 Adjustments CF Size Factor 1.00 Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Loads Uniform TL: 595 =A Uniform LL: 425 Uniform Load A R11280 R2= 1280 SPAN=4.25 FT Uniform and partial uniform loads are lbs per lineal ft. Harker Residence Dining Room Window Header Prepared by: JR Date: 5/01/01 BeamChek 2 0 Choice 4x 4 DF-L#2 BASE Fb=875 ADJ Fb= 1313 Conditions '91 NDS Min Bearing Area R1= 1.1 in2 R2= 1.1 in2 DL Dell<0.01 in. Data Beam Span 2.25 ft Reaction 1 673# Reaction 1 LL 478# Beam Wt per ft 2.98# Reaction 2 673# Reaction 2 LL 478# Beam Weight 7# Maximum V 673# Max Moment 378'ft Max V(Reduced) 498# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/480 LL Actual Defl L/>1000 Attributes Section(in') Shear(ins) TL Defl(in) LL Deft Actual 7.15 12.25 0.02 0.01 Critical 3.46 7.87 0.11 0.06 Status OK OK OK OK Ratio 48% 64% 15% 22% Fb(psi) Fv(psi) E(psi x mil) Fc I (psi) Values Base Values 875 95 1.6 625 Base Adjusted 1313 95 1.6 625 Adjustments CF Size Factor 1.50 Cd Duration 'L Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Loads Uniform IL: 595 =A Uniform LL: 425 Uniform Load A Q R1 =673 R2=673 SPAN=2.25 FT Uniform and partial uniform loads are lbs per lineal ft. Harker Residence Dining Room Window Header Prepared by:JR Date: 5/01/01 BeamChek 2 t? Choice 2x 4 DF-L#2 BASE Fb=875 ADJ Fb= 1313 Conditions '91 NDS Min Bearing Area R1=0.2 in2 R2=0.2 in2 DL Defl<0.01 in. Data Beam Span 2.25 ft Reaction 1 130# Reaction 1 LL 92* Beam Wt per ft 1.28# Reaction 2 130# Reaction 2 LL 92# Beam Weight 3# Maximum V 130# Max Moment 73'# Max V(Reduced) 96# TL Max Defl L/240 TL Actual Deft L/>1000 LL Max Dell L/480 LL Actual Defl L/>1000 Attributes Section(in') Shear(in2) TL Defl(in) LL Defl Actual 3.06 5.25 0.01 <0.01 Critical 0.67 1.52 0.11 0.06 Status OK OK OK OK Ratio 22% 29% 7% 10% Fb(psi) Fv(psi) E(psi x mil) Fc l (psi) Values Base Values 875 95 1.6 625 Base Adjusted 1313 95 1.6 625 Adjustments CF Size Factor 1.50 Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Loads Uniform TL: 114 =A Uniform LL: 82 Uniform Load A R1 = 130 R2= 130 SPAN=2.25 FT Uniform and partial uniform loads are lbs per lineal ft. Harker Residence Dining Room Window Header Prepared by: JR Date: 5/01/01 BeamChek 2.0 Choice 2x 4 DF-L#2 BASE Fb=875 ADJ Fb= 9313 , Conditions '91 NDS Min Bearing Area R1=0.3 in2 R2=0.3 in2 DL Defl 0.01 in Data Beam Span 3.42 ft Reaction 1 182# Reaction 1 LL 128# Beam Wt per ft 1.28# Reaction 2 182# Reaction 2 LL 128# Beam Weight 4# Maximum V 182# Max Moment 155'# Max V(Reduced) 151 # TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/480 LL Actual Defl L/>1000 Attributes Section (ins) Shear(in2) TL Defl(in) LL Defl ' Actual 3.06 5.25 0.04 0.03 Critical 1.42 2.38 0.17 0.09 Status OK OK OK OK ' Ratio 46% 45% 22% 31% Fb(psi) Fv(psi) E(psi x mil) Fc I (psi) Values Base Values 875 95 1.6 625 : Base Adjusted 1313 95 1.6 625 Adjustments CF Size Factor 1.50 Cd Duration Cr Repetitive 1 Ch Shear Stress Cm Wet Use , BeamChek has automatically added the beam self-weight into the calculations. j Loads Uniform TL: 105 =A Uniform LL: 75 1 Uniform Load A R1 = 182 R2= 182 SPAN=3.417 FT Uniform and partial uniform loads are lbs per lineal ft. II 1 ► Harker Residence Dining Room Window Header Prepared by:JR Date: 5/01/01 BeamChek 2.0 Choice 2x 4 DF-L#2 BASE Fb=875 ADJ Fb= 1313 Conditions '91 NDS Min Bearing Area R1=0.5 in2 R2=0.5 in' DL Defl<0.01 in. Data Beam Span 2.25 ft Reaction 1 316# Reaction 1 LL 225 It j Beam Wt per ft 1.28# Reaction 2 316# Reaction 2 LL 225# Beam Weight 3# Maximum V 316# • Max Moment 178'# Max V(Reduced) 234# TL Max Defl L/240 TL Actual Defl L/>1000 • LL Max Defl L1480 LL Actual Deft L/>1000 Attributes Section (in') Shear(in2) TL Defl(in) LL Defl Actual 3.06 5.25 0.02 0.01 Critical 1.63 3.70 0.11 0.06 Status OK OK OK OK Ratio 53% 70% 17% 24% Fb(psi) Fv(psi) E (psi x mil) Fc 1 (psi) Values Base Values 875 95 1.6 625 Base Adjusted 1313 95 1.6 625 Adjustments CF Size Factor 1.50 Cd Duration 'Cr Repetitive ', Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Loads Uniform TL: 280 =A Uniform IL: 200 • Uniform Load A R11 =3316 R2=316 SPAN=2.25 FT Uniform and partial uniform loads are lbs per lineal ft. I ' • Harker Residence Living Room Window Header Prepared by: JR Date: 5/01/01 BeamChek 2.0 Choice 6x 8 DF-L#2 BASE Fb=700 ADJ Fb=700 Conditions '91 NDS Min Bearing Area R1= 1.6 in2 R2= 1.6 in2 DL Defl 0.05 in Data . Beam Span 9.25 ft Reaction 1 1018# Reaction 1 LL 694# Beam Wt per ft 10.02# Reaction 2 1018# Reaction 2 LL 694# Beam Weight 93# Maximum V 1018# Max Moment 2353'# Max V(Reduced) 880# TL Max Defl L/240 TL Actual Defl L/771 LL Max Defl L/480 LL Actual Dell L/>1000 Attributes Section(in3) Shear(in') TL Defl(in) LL Defl Actual 51.56 41.25 0.14 0.10 Critical 40.34 15.53 0.46 0.23 Status OK OK OK OK Ratio 78% 38% 31% 42% Fb(psi) Fv(psi) E(psi x mil) Fc I (psi) Values Base Values 700 85 1.3 625 Base Adjusted 700 85 1.3 625 Adjustments CF Size Factor 1.00 Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Loads Uniform TL: 210 =A Uniform LL: 150 . Uniform Load A R1 = 1018 R2= 1018 SPAN=9.25 FT Uniform and partial uniform loads are lbs per lineal ft. Harker Residence Living Room Window Header Prepared by:JR Date: 5/01/01 BeamChek 2.0 Choice 4x 4 DF-L#2 BASE Fb=875 ADJ Fb= 1313 Conditions '91 NDS Min Bearing Area R1=0.6 in2 R2=0.6 in2 DL Defl 0.02 in Data Beam Span 4.25 ft Reaction 1 397# Reaction 1 LL 281 # Beam Wt per ft 2.98# Reaction 2 397# Reaction 2 LL 281 # Beam Weight 13# Maximum V 397# Max Moment 422'# Max V(Reduced) 343# , TL Max Defl L/240 TL Actual Defl L/745 LL Max Defl L/480 LL Actual Defl L/>1000 Attributes Section(in') Shear(in2) TL Defl(in) LL Defl Actual 7.15 12.25 0.07 0.05 Critical 3.86 5.41 0.21 0.11 Status OK OK OK OK Ratio 54% 44% 32% 46% Fb(psi) Fv(psi) E(psi x mil) Fc I (psi) Values Base Values 875 95 1.6 625 Base Adjusted 1313 95 1.6 625 Adjustments CF Size Factor 1.50 Cd Duration Cr Repetitive Ch Shear Stress , Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Loads Uniform TL: 184 =A Uniform LL: 132 Uniform Load A R1 =3397 R=397 SPAN=4.25 FT Uniform and partial uniform loads are lbs per lineal ft. Harker Residence Living Room Window Header Prepared by:JR Date: 5/01/01 BeamChek 2 0 Choice 6x 6 DF-L#2 BASE Fb=700 ADJ Fb=700 Conditions '91 NDS Min Bearing Area R1=2.0 Ina R2=2.0 in' DL Deft 0.01 in Data Beam Span 4.25 ft Reaction 1 1280# Reaction 1 LL 903# Beam Wt per ft 7.35# Reaction 2 1280# Reaction 2 LL 903# Beam Weight 31 # Maximum V 1280# Max Moment 1360'# Max V(Reduced) 1004# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/480 LL Actual Defl L/>1000 Attributes Section(in') Shear(in2) TL Deft(in) LL Defl Actual 27.73 30.25 0.04 0.03 Critical 23.31 17.72 0.21 0.11 Status OK OK OK OK Ratio 84% 59% 21% 30% Fb(psi) Fv(psi) E(psi x mil) Fc I (psi) Values Base Values 700 85 1.3 625 Base Adjusted 700 85 1.3 625 Adjustments CF Size Factor 1.00 Cd Duration Cr Repetitive Ch Shear Stress 4� Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Loads Uniform TL: 595 =A Uniform LL: 425 Uniform Load A 0 R1 = 1280 R2= 1280 SPAN=4.25 FT Uniform and partial uniform loads are lbs per lineal ft. ! to fl Harker Residence Front Porch Beam Prepared by: JR Date: 5/01/01 BeamChek 2.0 Choice 6x 6 DF-L#2 BASE Fb=700 ADJ Fb=700 Conditions '91 NDS Min Bearing Area R1= 1.0 in2 R2= 1.0 in2 DL Defl 0.02 in Data Beam Span 6.0 ft Reaction 1 652# Reaction 1 LL 450# Beam Wt per ft 7.35# Reaction 2 652# Reaction 2 LL 450# Beam Weight 44# Maximum V 652# Max Moment 978'# Max V(Reduced) 552# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Dell L/480 LL Actual Defl L/>1000 Attributes Section (in3) Shear(in2) TL Defl(in) LL Defl Actual 27.73 30.25 0.06 0.04 Critical 16.77 9.75 0.30 0.15 Status OK OK OK OK Ratio 60% 32% 21% 29% , Fb(psi) Fv(psi) E(psi x mil) Fc I (psi) Values Base Values 700 85 1.3 625 ii Base Adjusted 700 85 1.3 625 , Adjustments CF Size Factor 1.00 l Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Loads Uniform TL: 210 =A Uniform LL: 150 Uniform Load A 0 R1 =652 R2 =652 SPAN=6 FT Uniform and partial uniform loads are lbs per lineal ft. SUPPLEMENTAL STRUCTURAL CALCULATIONS FOR HARKER RESIDENCE 5202 McBeth Drive Anacortes, WA April 4, 2002 Job No. 01-131 PREPARED BY: SCHEMMER ENGINEERING INC. 1 Ld SIC 1610 Commercial Avenue, Suite A j rwl earf, rA vy,, Anacortes, Washington 98221 " i � (360) 293-9006 ci �i . , rkt 11►�'/,1 www.schemmereng.c ora Mkt:tIvED 47481 ,l - � ntn ti . APR 42002 u` BUILDING DEPT. ..ev. _5 e • DESIGN ANALYSIS• . COMPUTED BY pTE 1:� CF CHECKED BY TE NO. SCHEMMER ENGINEERING INC. PROJECT SUBJECT t 0 0 4-L l Cp" 6ra , v ti f+diti 7/2I 4 -IL r I LTE.rz FAT"IL. �n - �: 0 bRW1lAY it ! °.y G icf uCb i 17r7-44f•i. Li NE- ,je \ . 1. 46) c- J!h ' • C2r' A Wlu 1 : • , Qa 2 -(0 61' _TAI If\G-,7 V.I/ LL. °ETA i (_._ ,TA- 1 e Schemmer Engineering Inc. Title: Job* 1610 Commercial Avenue,Suite A Dsgnr: Date: 7:23AM, 4APR 02 Anacortes,WA 98221 Description Phone: (360)293-9006 Scope: Fax: (360) 293-4051 Rev' 550100 User.KW-0603023,Ver5.50,25-Sep-2001 Cantilevered Retaining Wall Design Page 1 I (c)1983.2001 ENERCALC Engineering Software c:\enercalc\ec\cant retaining walls ecw'Calcu Description 41-6' Criteria 1 I Soil Data I Footing Strengths & Dimensions r Retained .Height = 600ft Allow Soil Bearing = 2,000.0 psf fc = 2,500 g psi Fy = 40,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0012 Heel Active Pressure = 35.0 Slope Behind Wall = 0.00:1 Toe Active Pressure = 35.0 Toe Width = 1.50 ft Heel Width = 1.50 Height of Soil over Toe = 12.00 in Passive Pressure = 450.0 Total Footing Width = 2.b0 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 10.00 in i, FootingliSoil Friction = 0.300 Wind on Stern = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 1.17 ft Cover @ Top = 3.00 in @ Btm= 3.00 in Surcharge Loads ` Surcharge Over Heel = 0.0 psf Surcharge Over Toe = 50.0 psf N Used To Resist Sliding&Overturning Used for Sliding&Overturning Design Summary r Stem Construction 0 Top Stem Stem OK Total Bearing Load = 1,831 lbs Design height ft= 0.00 ...resultant ecc. = 7.46 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,944 psf OK Thickness = 6.04 Soil Pressure @ Heel = 0 psf OK Rebar Size = # 4 Rebar Spacing = 10.00 Allowable = 2,000 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable g Design Data ACI Factored @ Toe = 2,383 psf = ACI Factored @ Heel = 0 psf Total + = 0.772 Force @ Section lbs= 1,014.2 Footing Shear@ Toe = 10.0 psi OK Moment....Actual ft-#= 2,118.6 Footing Shear @ Heel = 19.1 psi OK Moment Allowable = 2,744.1 Allowable = 85.0 psi Shear Actual psi 21.1 Wall Stability Ratios Overturning = 1.64 OK Shear Allowable psi= 85.0 Sliding = 2.19 OK Bar Develop ABOVE Ht. in= 12.48 Sliding Cake (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 729.2 lbs Wall Weight = 72.5 less 100%Passive Force= - 1,177.7 lbs Rebar Depth 'd' in= 4.00 less 100%Friction Force = - 549.4 lbs Masonry Data Added Force Req'd = 0.0 lbs OK f m psi ....for 1.5:1 Stability = 0.0 lbs OK Fs psi= Solid Grouting - Footing Design Results ` Special Inspection = ® Modular Ratio'n' _Toe Heel Short Term Factor = Factored Pressure = 2,383 0 psf Equiv.Solid Thick. = Mu':Upward = 981 0 ft-ft Masonry Block Type= Medium Weight Mu':Downward = 200 937 ft-# Concrete Data Mu: Design = 781 937 ft-# fc psi= 2,500.0 Actual 1-Way Shear = ass 19.05 psi Fy psi= 40,000.0 Allow 1-Way Shear = 85.00 85.00 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #5 @ 18.00 in Toe: Not req'd,Mu<S*Fr Heel Reinforcing = #4 @ 16.50 in Heel: Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined Schemmer Engineering Inc. Title: Job# 1610 Commercial Avenue,Suite A Dsgnr: Date: 7:23AM, 4 APR 02 Anacortes, WA 98221 Description: Phone: (360)293-9006 Fax: (360) 293-4051 scope: Rev: 550100 ""' ----- ---- ---- User.KW-0603023,Ver 5.50,25-Sepr2001 Cantilevered Retaining Wall Design Page 2 �/ (01583-2001 ENERCALC Engineering Software c:\enercalc\e \cant retaining walls.ecw:Calcu 1 Description 4'-6' Summary of Overturning& Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-it lbs ft ft-R Heel Active Pressure = 817.2 2.28 1,861.3 Soil Over Heel = 660.0 2.00 1,320.0 Toe Active Pressure = -58.8 0.61 -35.9 Sloped Soil Over Heel Surcharge Over Toe = -29.2 0.92 -26.7 Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Apal Dead Load on Stem = 0.00 . Load @ Stem Above Soil = Soil Over Toe = 110.0 0.50 55.0 SeismicLoad = Surcharge Over Toe = 50.0 0.50 25.0 Stem Weight(s) = 471.3 1.25 589.1 Total = 729.2 O.T.M. = 1,798.6 Earth @ Stem Transitions = Reslsting!Overturning Ratio = 1.64 Footing Weight = 312.5 1.25 390.6 Vertical Loads used for Soil Pressure= 1,831.5 lbs Key Weight = 1.17 ' Vert.Component = 227.7 2.50 569.4 Vertical component of active pressure used for soil pressure Total= 1,831.5 lbs R.M.= 2,949.0 III N 11 Co o • l'...-."-.."...... ,11 rir)Iw IT nf. y �` , f SA 1 \ )\ \ , \ < i , l N d f \ �_� 2 1 9/ I I 1 \` ''1€ I1 i • 2 �\ to x zo f '`� ! 3� 1 -; p! Gr�i,l! 1 , { tA 1-',-tit' ♦ >' \' 4) ti "-..\ -. \ \ - /!—v. l z: '. 3 f Ir � E iif tIN c, -- e-x 1-.T'.J>. :vC""<.r%F V-'I' A,I 6. I • r! p / 4 . �o,_� -_ / -11 t '^ 9' ,---,-....,. ----1---747.73__Th LI_______H' 4' ' ...., r,,,„ et_,... A. ck / . i i \ r r rem,. 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