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HomeMy WebLinkAbout0020 CAP'N SAMADRUS ROAD Parcel Detail Page 1 of 3 THE �p�-llia9, gib"' t�'• t# x e ` �� _ � � Logged In As: Parcel Detail Tuesday, Mar( Parcel Lookup Parcellnfo Parcel ID 038-027 I Developer LOT 9 Lo Location,20 CAPN SAMADRUS ROAD I Pri Frontage 1148 Sec Road �- I Sec Frontage Village JCOTUIT I Fire District I COTUIT Sewer Acct I Road Index 0231 Interactive ;;r 't'o F Map - Owner Info Owner FOLEY, JOHN F I Co-owner Streetl PO BOX 1413 I Street2 City COTUIT I State MA j zip 02635 Country US - Land Info Acres 10.51 use Engle Fam MDL-01 I Zoning I RF Nghbd 10107 Topography I Road Utilities I Location Construction Info Building 1 of 1 Year 1979 I Root Gable/Hip I Wood Shingle Built Struct Wall all Effect 3361 I Roof Asph/F GIs/Cmp I AC Central Area Cover Type Style Colonial ( Int wall Drywall I Rooms Bed 4 Bedrooms I Model Residential I Floor I Room 3 Full + 1 H — Heat Total Grade Custom Minus I Type Hot Water I Rooms http://issql/Intranet/propdata/ParcelDetail.aspx?ID=2415 3/27/2007 Parcel Detail Page 2 of 3 4 ii S V7 g' BMT,jr BAST: 18" yIB Stories 12 Stories I Heat Oil I Found- Poured Conc. Fuel ationFIS' 0. s A24; �Mr =34z i Permit History Issue Date Purpose Permit# Amount Insp Date Comm 12/26/2003 New Addition 73815 $160,000 11/5/2004 12:00:00 AM 7/1/1979 B21523 $0 1/15/1980 12:00:00 AM CO 2 Visit History Date Who Purpose 6/21/2005 12:00:00 AM Paul Talbot Meas/Est 11/5/2004 12:00:00 AM Martin Flynn Mea./List Bldg Permit Only 9/18/2002 12:00:00 AM Paul Talbot Meas/Est - Sales History Line Sale Date Owner Book/Page Sale P 1 FOLEY, JOHN F C80297 - Assessment History Save# Year Building.Value XF Value OB Value Land Value Total Parc( 1 2007 . $362,100 $9,600 $0 $194,100 2 2006 $318,900 $9,600 $0 $182,500 3 2005 $164,900 $9,600 $0 $182,500 4 2004 $143,200 $6,100 $0 $167,900 5 2003 $127,200 $6,100 $0 $45,300 6 2002 $127,200 $6,100 $0 $45,300 7 2001 $127,200 $6,300 $0 $45,300 8 2000 $112,500 $5,900 $0 $37,700 ; 9 1999 $112,500 $5,900 $0 $37,700 10 1998 $112,500 $6,700 $0 $37,700 11 1997 $135,900 $0 $0 $26,400 12 1996 $135,900 $0 $0 $26,400 13 1995 $135,900 $0 $0 $26,400 ; 14 1994 $135,300 $0 $0 $34,000 ; http://issql/intranet/propdata/ParcelDetail.aspx?ID=2415 3/27/2007 Parcel Detail Page 3 of 3 15 1993 $135,300 $0 $0 $34,000 ; 16 1992 $154,000 $0 $0 $37,700 ; 17 1991 $154,000 $0 $0 $64,200 18 1990 $154,000 $0 $0 $64,200 ; 19 1989 $154,000 $0 $0 $64,200 ; 20 1988 $95,500 $0 $0 $23,000 ; 21 1987 $95,500 $0 $0 $23,000 ; 22 1986 $95,500 $0 $0 $23,000 Photos i http://issql/intranet/propdata/ParcelDetail.aspx?ID=2415 3/27/2007 TOWN OF BARNSTABLE BUILDING PERMIT APPLICATION Map Parcel f Z7 Permit# Health Divisid� � ,-. _ `�j '74 y "'�'�'� '' �BL Date Issued I?J /03 �L n3 C: j 7 Conservation Division I 19.1 03 0�41c Application Fee �C ! � p,, I Tax Collector V Permit FeeTreasurer "1SfON SOTIC SYSTEM MUST BE '--- lM (NST.ALLED IN COMPLIANCE Planning Dept. V=TITLE6 Date Definitive Plan Approved by Planning Board E IIJI :ONMENTAL CODE ANV Historic-OKH Preservation/Hyannis TOWN REGULATIONS Project Street Address _ 20 �n S A&1#11 /lQQ_0 f2v A A Village Co TV) I Owner �a tl-n! ra'L E y Address 20 C 04PTA l ty $)q1K AYv pj2vs /1,0 Telephone S000- q ZL 3 3 23 2-4 2 Permit Request /�/'�W Z c AR 6066E Q CLoc-Al/a/`' dF ✓✓►A576-R /3C-lae 000y1 S l2vy✓v- c2C__1C_ni Po4co /�f�r2w,t`2 b/zcr-y Square feet: 1 st floor: existing 0$D proposed 461 2nd floor: existing 00 proposed n Total new Zoning District 14F Flood Plain Groundwater Overlay Project Valuation 160,000 Construction Type Lot Size 22 000 5f Grandfathered: ❑Yes ❑No If yes, attach supporting documentation. Dwelling Type: Single Family Two Family ❑ Multi-Family(#units) Age of Existing Structure Z 7 Historic House: ❑Yes *o On Old King's Highway: ElYes VNo Basement Type: I Full ❑Crawl ❑Walkout ❑Other / ICQ"P- L,,A L-X 6#9�LA6c Basement Finished Area(sq.ft.) 0 Basement Unfinished Area(sq.ft) T f Y Number of Baths: Full: existing Z new Half:existing 1 new Number of Bedrooms: existing new ()_� ,(o P)Dcq /OaS�2 Svi�e/ PlifAAQk I &P4or)n, Total Room Count(not including baths): existing -7 new Z First Floor Room Count os Heat Type and Fuel: ❑Gas Oil ❑ Electric ❑Other Central Air: ❑Yes `f No Fireplaces: Existing I New Existing wood/coal stove: ❑Yes No Detached garage:❑existing ❑new size Pool:❑existing ❑new size Barn:❑existing ❑new size Attached garage:❑existing ❑new size Shed:Cl existing ❑new size Other: Zoning Board of Appeals Authorization ❑ Appeal# Recorded❑ Commercial Cl Yes *10 If yes, site plan review# Current Use Proposed Use BUILDER INFORMATION 73 7 - 21.7 Z Name AA. C*, �-I Telephone Number 50t `y ZO " Z 7 7 b Address 3-6— Lvhic A r-)p A-P License# 07 Z fo 5-3 tM.AA5-6yO VV,1 LL S ,dut ¢F JZ (�u`� Home Improvement Contractor# /Z 7 Z/4 Worker's Compensation# 6 kv$ °9q 6 uA Zf 603 ALL CONSTRUCTION DEBRIS RESULTING FROM THIS PROJECT WILL BE TAKEN TO 1►vA n/t `r0 70n/ SIGNATURE DATE FOR OFFICIAL USE ONLY 1 PERIMIT NO.- DATE ISSUED ' MAP/PARCEL NO. f - •ADDRESS,` VILLAGE f OWNER DATE OF INSPECTION: / FOUNDATION �� �9no �`� 0Y - k FRAME INSULATION r FIREPLACE ELECTRICAL: ROUGH FINAL, PLUMBING: ROUGH . FINAL y GAS: ROUGH 0 ,. . FINAL i ti+•r _ �. FINA_L BUILDING , , �• - y DATE CLOSED OUT r l ASSOCIATION PLAN NO. Town of Barnstable h Regulatory Services 3 Beaxsre M ' Thomas F.Geiler,Director Huss. 9� g s634. .�� Building Division Tom Perry, Building Commissioner 200 Main Street, Hyannis,MA 02601 office: 508-8624038 Fax: 508 790-6230 Property Owner Must Complete and Sign This Section If Using A Builder �(,A f 0' (may :_�._..:-....._:_.;as.Ozunet..of the.subject property- ._.._..._.. ._ hereby authorize -Y1A A27..- CA S-O£.._l .to-act on my..behalf,. in all m,attets relative to work autliotized-hy this building•pe=3;it•application for: _ 7-0 CAP-ri9 /(V fj(,1;0gVS 2.D . (Address of Job) tore of GWner Date Print Name I c MAScheck COMPLIANCE REPORT I I Massachusetts Energy Code I Permit # I MAScheck Software Version 2.01 Release 3 I I I I I Checked by/Date I I TITLE: proposed additions & alterations CITY: Barnstable STATE: Massachusetts HDD: 6137 CONSTRUCTION TYPE: 1 or 2 Family, Detached HEATING SYSTEM TYPE: Other (Non-Electric Resistance) DATE: 11-12-2003 DATE OF PLANS: 11-12-03 PROJECT INFORMATION: Foley Residence 20 Captian Samadrus Road Cotuit, MA 02635 COMPANY INFORMATION: Archi-Tech Associates, Inc. 6 School Street Cotuit, MA 02635 COMPLIANCE: Passes Maximum UA = 297 Your Home = 292 Area or Cavity Cont. Glazing/Door Perimeter R-Value R-Value U-Value UA ------------------------------------------------------------------------------- CEILINGS 569 30.0 0.0 20 CEILINGS 743 30.0 0.0 26 WALLS: Wood Frame, 16" O.C. 1212 11.0 0.0 108 GLAZING: Windows or Doors 262 0.320 84 FLOORS: Over Unconditioned Space 1144 19.0 0.0 54 HVAC EQUIPMENT: Furnace, 84.0 AFUE ------------------------------------------------------------------------------- COMPLIANCE STATEMENT: The proposed building design described here is consistent with the building plans, specifications, and other calculations submitted with the permit application. The proposed building has been designed to meet the requirements of the Massachusetts Energy Code. The heating load for this building, and the cooling load if appropriate, has been determined usin the applicable Standard Design Conditions found in the Code. The HVAC a ipment selected to heat or cool the building shall be no greater than 25% of a design load as specified in Sections 780CMR 1310 and 114.4 Builder/Designer Date '01� i RESIDENTIAL BUILDING PERMIT FEES APPLICATION FEE New Buildings,Additions $50.00 Alterations/Renovations $25.00 Building Permit Amendment $25.00 FEE VALUE WORKSHEET NEW LIVING SPACE square feet x$96/sq. foot= x.0031= plus from below(if applicable) ALTERAT ONSMENOVATIONS OF EXISTING SPACE .2 l -97 dFx square feet x$64/sq.foot= x.0031= 1 - plus from below(if applicable) 7321 b GARAGES(attached&detached) 19y2y (00.;-1 square feet x$32/sq.f.= x.0031= ACCESSORY STRUCTURE>120 sq.ft. i >120 sf-500 sf $35.00 >500 sf-750 sf 50.00 >750 sf- 1000 sf 75.00 >1000 sf- 1500 sf 100.00 >1500 sf-Same as new building permit: square feet x$96/sq.foot= x.0031= STAND ALONE PERMITS pen Porch x$30.00= i 3d O (number) 4 Deck sc-P-ECn/ N-CH I x$30,00= �y (number) Fireplace/Chimney x$25.00= (number) Inground Swimming Pool $60.00 Above Ground Swimming Pool $25.00 Relocation/Moving $150.00 (plus above if applicable) Permit Fee projcost 1 r, C)F E raS� Town of Barnstable Regulatory Servides 9HS ar.E,$ Thomas F. Geller,Director q,,, 1639 k,0 Building Division jFD MAy Tom Perry,Building Commissioner 200 Main Street, Hyannis,MA 02601 Office: 508-862-4038 Fax: 508-790-6230 Permit no. Date 1�_(��J� • AFFIDAVIT HOME ROROVEMENT CONTRACTOR LAW SUPPLEMENT TO PERMIT APPLICATION MGL c. 142A requires that the"reconstruction,alterations,renovation,repair,modernization,conversion, -improvement,removal,demolition, or construction of an addition to any pre-existing ow4er-occupied buildiug containing at least one but not more than four dwelling units or to strictures which are adj acent to such residence or building be done by registered contractors,with certain exceptions,along with other requirements. Type of Work: ADD7"/oN &No/fl T/� Estimated Cost 2� Address of Work: 2-o rap OV S.A nn,9/t/ ) 12-0 Owner's Name: �D -L Date of Application: I hereby certify that: Registration is not required for the following reason(s): []Work excluded by law []Job Under$1,000 []Building not owner-occupied []Owner pulling own permit Notice i$hereby given that: OWNERS PULLING THEIR OWN PERMIT OR DEALING WITH UNREGISTERED CONTRACTORS FOR�TION PROGRAM OR GUARANTY cA]�LE HOYIE IMPROVEMENT WORK DO NOT HAVE ACCESS TO THE ARBITRATION FUND UNDER MGL c 142A. SIGNED UNDER PENALTIES OF PERJURY I hereby apply for a permit as the agent of the owner: Date Contractor Name Registration No. OR Date Owner's Name The Commonwealth of Massachusetts (tr Department of Industrial Accidents �' - � r�� Ofllse BI/�s�►gs��S 600 Washington Street Boston,Mass. 02111 Workers' Con ensation Insurance Affidavit-General Businesses ��0�0 name: address: Loty{ �v�� ��0 city iM AQ2 7lyVS. VXV hLL_S state:' /1/l zip: &2(e phone# 6-6 1— Y Zy"Z-2 2Ja work site location(full address): 2-V G iAP-TA AN •SA 11 SIN` Dail S -0 ❑ I am a sole proprietor and have no one Business Type: ❑Retail❑Restaurant/Bar/Eating Establishment working in any capacity. ❑Office❑ Sales(including Real Estate,Autos etc.) I am an em to er with em loyees(full&part time). ❑Other I am an employer providing workers' compensation for my employees working on this job. comnanv.nsme: (" AL( r9 NS?2(�C:7'/.C�rJ /��J M'P.Iq./�l y /l/� address: - city: ARS-7,0 fv` phone#r.. :!'��'.Y. .instirance.cb:-•-.: <✓R-•. : .•`.�;:: .:?;: -•: I am a sole proprietor and have hired the independent contractors listed below who have the following workers' j compensation polices: co a, name: ,.. .... .. ... ,... ,::.: : _ .. ...::..:. - iddressi. `. phone insbfince co. "` olie°:# address cifys:. ,: phone#"r olicy.#:._ Failure to secure coverage as required under Section 25A of MGL 152 can lead to the imposition of criminal penalties of a fine up to$1,500.00 and/or one years'imprisonment as well as civil penalties in the form of a STOP WORK ORDER and a fine of$100.00 a day against me. I understand that a copy of this statement may be forwarded to the Office of Investigations of the DIA for coverage verification. I do hereby certify fy unnde the pains anylenalties of perjury that the information provided above is true and correct Signature (JY "l b✓ Date �L"�y-03 Print name r�A AQ C 0 S eu l Phone# 5 V` ~ Z U— Z—7 W official use only do not write in this area to be completed by city or town official city or town: permittlicense# []Building Department OLicensing rd y ❑check if immediate response is required ❑Se]ectm nB Office t ❑Health Department contact person: phone#; ❑Other (nvaed Sept 2003) Information and Instructions Massachusetts General Laws chapter 152 section 25 requires all employers to provide workers' compensation for their employees. As quoted from the"law", an employee is defined as every person in the service of another under any contract of hire, express or implied, oral or written. r An employer is defined as an individual,partnership, association, corporation or other legal entity, or any two or more of the foregoing engaged in a joint enterprise, and including the legal representatives of a deceased employer, or the receiver or trustee of an individual,partnership, association-or other legal entity, employing employees. However the owner of a dwelling house having not more than three apartments and who resides therein, or the occupant of the dwelling house of another who employs persons to do maintenance, construction or repair work on such dwelling house or on the grounds or building appurtenant thereto shall not because of such employment be deemed to be an employer. MGL chapter 152 section 25 also states that every state or local licensing agency shall withhold the issuance or renewal of a license or permit to operate a business or to construct buildings in the commonwealth for any applicant who has not produced acceptable evidence of compliance with the insurance coverage required. Additionally,neither the commonwealth nor any of its political subdivisions shall enter into any contract for the performance of public work until acceptable evidence of compliance with the insurance r.equirements of this chapter have been presented to the contracting authority. ' Applicants Please fill in the workers' compensation affidavit completely,by checking the box that applies to your situation. Please supply company name, address and phone numbers along with a certificate of insurance as all affidavits may be submitted to the Department of Industrial Accidents for confirmation of insurance coverage. Also be sure to sign and date the affidavit. The affidavit should be returned to the city or town that the application for the permit or license is being requested, not the Department of Industrial Accidents. Should you have any questions regarding the"law"or if you are required to obtain a workers' compensation policy,please call the Department at the number listed below. ' City or Towns Please be sure that the affidavit is complete and printed legibly. The Department has provided a space at the bottom of the affidavit for you to fill out in the event the Office of Investigations has to contact you regarding the applicant. Please be sure to fill in the pern it/license number which will b�e used as a reference number. The affidavits may be returned to the Department by mail or FAX unless other arrangements have been made. The Office of Investigations would like to thank you in advance for you cooperation and should you have any questions, please do not hesitate to give us a call. The Department's address,telephone and fax number: The Commonwealth Of Massachusetts Department of Industrial Accidents Oflice of Imstlgsffons 600 Washington Street Boston,Ma. 02111 fax#: (617)727-7749 phone#: (617) 727-4900 ext.406 . 1. ! h _ _. .. .. _..... .. ... liep �./�aaaacfivaetla i�omvnwnusea� BOARD OF BUILDING REGULATIONS License: CONSTRUCTION SUPERVISOR Numbed 072653 i Birthtlate'_= t27� 70 EP _ Tr.no: 9818.0 Resj,'''.Ic ee 0— u 1 MARC.N CA'S-OLI �= i 55 LOIgG POND RD�� MARSTONS MILLS, MA268 I - Administrator Board of BuBdin g Regulations and 'Up. .. HOME IMP VEM rStandards -�O: ENT TRACTOR ��___`. CONT Reg anon=, R 14 Exa,E,i"n__-�—g 004 vidual [MARC N. CASOL1. tom. to MARC CASOLI � L� . j;- 55 LONG POND.RD5 MARSTONS MILLS,MA.02648 - GG � a, I J J� ICATION REPORT .. TIME 03/22/2007 08: 53 03/22 08: 53 95087906400 00:00:00 00 BUSY STANDARD Bearing at exterior wall Bearing for door or window header Beam to beam connector Strap per code if top plate is not continuous over header. VERSA- CI� ; LAM"LVL angle hanger Moisture barrier Trimmers Bearing at ooluenn DO NOT bevel cut VERSA-LAW beyond inside Beam framing into wall. Beam to masonry(or concrete)wall face of wall without approval from Boise EWP Engineering. Tie strap Wood top plate must be flush with inside of wall Hanger VERSA4" column Note:Use same Note:Drilling bolt values as for permitted for Douglas Fir Larch. standard Moisture (S.G.=0.5) connections. barrier pop I SIDE-LOADED APPLICATIONS Designing Connections for Mailed • Multiple VERSA-LAM' Members + p. s e nh Dip n1 2 rows 16d 3 rows 16d 2 rows 2 rows 2 rows 2 rows 2 rows 2 rows When using multiple ply VERSAaAM`beams to create a wider Number of Baines Smkes �24 o.c @ 17 o.c @ V o.c @ 24'hoed @ 12'o.a @@ 6'o.c member,the connection of the plies is as critical as determining the Members 17 o c 12•o.c staggered beam size. When side loaded beams are not connected :.;��• a z'M wh: 1�14'..VERSA (Depths of.18 a and less), ,+.^ .:., ,, : property, the inside plies do not support their share of the load and thus the 2 470 705 505 1010 2020 560 1120 2245 load carrying capacity of the full member decreases significantly. 3M 350 525 375 755 1515 420 840 1685 The following is an example of how to size and connecta multiple 4M use bolt schedule 335 670 1345 370 745 1495 Ply B fl VERSA-LAMoor beam. 31h'VERSA-LAMP Given: Beam shown below is supporting residential Loor load 20) use bolt schedule 855 1 1715 1 N/A 1125 2250 N/A (40 psf live load,10 psf dead load!anc is spanning 16-0". Beam depth is Limited to 14". 1�Q'X 24'VERSA-LAM" Nailed th"Dla h BoKill sh"Dla Throurah Bolt(l) Hangers not shown for clarity 3 rows 16d 4 rows i6d 3 rows 3 rows 3 rows 3 rows 3 rows 3 rows \14` cry, Hunters Sinkers sirdners @ 24•o c @ 1 B•o a @ 12'o.c @ 24•o.c. @ 18'o.c. @ 12'o.r- \l_ 12'o.c 0 17 o.c Ir stamerad 6' 4•staggered B' 6'stamered 4•stagittered r i 2 705 940 755 1010 1515 840 1120 1685 3t2i 525 705 565 755 1135 630 840 1260 4ts1 use bolt schedule 505 670 1010 560 745 1 1120 1V 1.j Design va%m apply IDcommon bolt that conform b ANSILASME ' and 2W for W bow'Boll holes dial be he sane diameter as l sI ad 81821-19B1(Grade,5orfi¢ia1.A washer rot lessttwn t hebal.�a stda a Find: A multiple 13/."ply VERSA-LAM'that is adequate to support the arN 1 waster stet be beween fie wood ad ire boll 2 The nal sdherlles shown apply b Loh sides of a free manba heedaolI I -nhe wood ardienut The dsbnmircm to{ been design loads and the member's proper connection schedule. edge of the bean to the bolt holes rrsd be at least 7 for'It a r wfda beans mat be bpaoeded or loaded Gam boll sides. TO- P-LOADEDAPPLICATIONS 1. Calculate the tributary width that beam is supporting: For to traded beams and beams with side loads with less than those shown: 1 14'12+18'/2=16. • 2. Use PLF tables on pages 30-35 of the Eastern Specifier Guide, Depth ••• • • •' pages 6-10 of this guide,or BC CALL®to size beam. Depth 117/e do less 2 roves 16d box/sinker nails 1Y o.c. 400 Of A Triple 1 s/4'x 14'VERSA-LAM'3100 is found to (2)i; *s Depth 14'-18'- 3 rows 16d box/sinker nails 12'o.c. 600 pif adequately support the design loads. De�th=24". 4 rows 16d box/sinker nails 1M 12'o.c.' 800 pff 3. Calculate the maximum plf load from one side Depth 1176'&less 2 rows 16d bwdsinker nails 0 12'o.c. 300 pff (the right side in this case). (3)1314'plies mDepth 14'-18' 3 rows 16d b wdsinker nails a 12"o.c. 450 pff Max.Side Load=(18'/2)x(40+10 psf)=450 plf D epth=24' 4 rows 16d box/sinker nails 12'o.c. 600 4. Go to the Multiple Member Connection Table,Side-Loaded g Applications,1s/4•VERSA-LAMB,3 members (4)1 14'priesDepth 18'&less 2 rows;h'bolts 24'o.c 5. The proper connection schedule must have a capacity greater than Depth=24" 3 rows PP baits 24'o.c every8' 505 ptf the max.side load: (2)31W peesh 18'a less 2 rows ih'bolts 24'o.c. 855 Nailed:3 rows 16d sinkers @ 12'o.c: 20-24' 3 rows 1h bolts 0 24'O.0 staggemd every 8' 1285 plf 525 pif is greater than 450 plf OK 1. Beans wider If=r must be destgred by he 3. use allowable load tables or BC CALL' 5.Canedoa values am based upon he Bolts:W diameter 2 rows @ 12'staggered: angseaof record MUM to dze beams. 1997 ND.S• 755 plf is greater than 450 plf OK 2.All values h these files rtey be ihh7eased by 4.An aq"an1 speolfe of OS rrey be 6.Cmted Boise EWP Engineang for ittomialion 15%Inn sewaoad roofs end by 25%brnaf used whsi d s4 ing s wneelms with on structural screw comedbns. Multi-Loaded Beam[99 BOCA National Buildinq Code(97 NDS))Ver: 5.07 By:Archi-Tech Assoc. Inc. , Archi-Tech Assoc. Inc. on: 09-13-2004 : 3:09:44 PM Proiect: FOLEY-Location: (2)21'ROOF BEAM@MSTRBD Summary: ( 4 ) 1.75 IN x 16.0 IN x 21.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 33.9% Controllinq Factor: Moment of Inertia/Depth Required 14.52 In Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center— 0.32 IN Live Load: LLD-Center— 0.47 IN=U541 Total Load: TLD-Center— 0.78 IN=U321 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 4629 LB Dead Load: DL-Rxn-A= 3122 LB Total Load: TL-Rxn-A= 7750 LB Bearinq Length Required(Beam only, Support capacity not checked): BL-A= 1.48 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 5121 LB Dead Load: DL-Rxn-B= 3504 LB Total Load: TL-Rxn-B= 8626 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 1.64 IN Beam Data: Center Span Lenqth: L2= 21.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 �FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 21.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 300 Total Load Deflect. Criteria: U 240 Center Span Loading: Uniform Load: Live Load: wL-2= 300 PLF Dead Load: wD-2= 153 PLF Beam Self Weight: BSW= 35 PLF �T6tal Load': wT-2= 488 PL'F-_J Point Load 1 _ Live Load: PL1-2= 1725 LB Dead Load: PD1-2= 1339 LB Location(From left end of span): X1-2= 7.0 FT Point Load 2 Live Load: PL2-2= 1725 LB Dead Load: PD2-2= 1339 LB Location(From left end of span): X2-2= 17.0 FT Properties For: 1.9E Microllam-Trus Joist-MacMillan Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2500 PSI Adjustment Factors: Cd=1.00 Cf=0.96 FV: Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 43949 FT-LB 9.66 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controllinq Shear: V= 8626 LB At riqht support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 210.94 IN3 S= 298.67 IN3 Area (Shear): Areq= 45.40 IN2 A= 112.00 IN2 Moment of Inertia(Deflection): Ireq= 1784.73 IN4 1= 2389.33 IN4 Column[AISC 9th Ed ASD)Ver: 5.07 Bv:Archi-Tech Assoc..Inc.—Archi-Tech Assoc. Inc. on: 09-10-2004 : 10:43:17 AM [P oiect:_FOLEY_7Cocation:7"CALLY COLUMN;IN GARAGE Summary:— -. _ 3 5;in`Starfd Wt. Pipe=ASTWA53-S-z 7.0 FT Section,Adequate By:,80.6%r Vertical Reactions: Live: Vert-LL-Rxn= 4381 LB Dead: Vert-DL-Rxn= 4346 LB Total: Vert-TL-Rxn= 8727 LB Axial Loads: Live Loads: PL= 4381 LB Dead Loads: PD= 4282 LB Column Self Weight: CSW= 64 LB Total Loads: PT= 8727 LB Eccentricity(X-X Axis): ex-- 0.00 IN Eccentricity(Y-Y Axis): ey= 0.00 IN Column Data: Lenqth: L= 7.0 FT Maximum Unbraced Length(X-X Axis): Lx= 7.0 FT Maximum Unbraced Length(Y-Y Axis): Lv= 7.0 FT Column End Condition: K= 1.0 Column Bendinq Coefficient: Cm= 1.0 Properties for:3.5 in Stand Wt. Pipe/A53-S Steel Yield Strenqth: Fv= 35 KSI Modulus of Elasticitv: E= 29000 KSI Column Nominal Diameter. dia= 3.50 IN Column Outside Diameter: od= 4.00 IN Column Wall Thickness: t= 0.226 IN Area: A= 2.68 IN2 Moment of Inertia(X-X Axis): Ix-- 4.79 IN4 Moment of Inertia (Y-Y Axis): Iv= 4.79 IN4 Section Modulus(X-X Axis): Sx= 2.39 . IN3 Section Modulus(Y-Y Axis): Sv= 2.39 IN3 Radius of Gvration (X-X Axis): rx= 1.34 IN Radius of Gyration (Y-Y Axis): ry= 1.34 IN Column Compression Calculations: KUr Ratio(X-X Axis): KLx/rx= 62.7 KUr Ratio(Y-Y Axis): . KLy/ry= 62.7 Controllinq Direction for Compression Calculations: (Y-Y Axis) Column Slenderness Ratio: Cc= 127.9 Allowable Compressive Stress: Fa= 16775 PSI Compressive Stress: fa= 3256 PSI C oT")`r- l Mufti-Loaded Beam(99 BOCA National Building Code(97 NDS))Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 09-10-2004 : 10:40:13 AM 1137oiect: FOLEY• Location: (5)3.5'HEADER@DININGBEDRM HALL OPENING Summary: 2.,)'1.5 IN x 7.25 IN x 3.5 FT /#2-Spruce-Pine-Fir- Section -Dry Use Adequate By: 59.4%A Controlling Factor:Area/Depth Required 4.55 In •Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center- 0.00 IN Live Load: LLD-Center- 0.00 IN=U11842 Total Load: TLD-Center- 0.01 IN=U6675 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 365 LB Dead Load: DL-Rxn-A= 272 LB Total Load: TL-Rxn-A= 637 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 0.50 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 122 LB Dead Load: DL-Rxn-B= 106 LB Total Load: TL-Rxn-B= 227 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 0.18 IN Beam Data: Center Span Length: L2= 3.5 FT Center Span Unbraced Length-Top of Beam: Lug-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 3.5 FT Live Load Duration Factor. Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 0 PLF Dead Load: wD-2= 7 PLF Beam Self Weight: BSW= 5 PLF Total Load: wT-2= 13 PLF Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 278 PLF Left Dead Load: TRD-Left-1-2= 190 PLF Right Live Load: TRL-Right-1-2= 278 PLF Right Dead Load: TRD-Right-1-2= 190 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 1.75 FT Load Length: C-1-2= 1.75 FT Properties For:#2-Spruce-Pine-Fir Bending Stress: Fb= 875 PSI Shear Stress: Fv= 70 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: Fcm-perp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= 1050 PSI Adjustment Factors: Cd=1.00 Cf=120 Fv': FV= 70 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 421 FT-LB 1.33 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 637 LB At left support of span 2(Center Span) Critical shear created by combining all.dead loads and live loads on span(s)2 Comparisons With Required Sections:. Section Modulus(Moment): Sreq= 4.82 IN3 S= 26.28 IN3 Area (Shear): Areq= 13.64 IN2 A= 21.75 IN2 Moment of Inertia(Deflection): Ireq= 4.28 IN4 1= 95.27 IN4 Multi-Loaded Beam(AISC 9th Ed ASD 1 Ver. 5.07 Bv:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 09-10-2004: 10:40:12 AM tPrr ct:FOLEY-Location: (4).1.8.5'BEAM@DINING/KIT TRANSITION CANTILEVER(STEEL) Summary: f3"A36 W 12x26 x 18.5 FT Section Adequate By: 24.3% Controlling Factor. Moment of Inertia Center Span Deflections.- Dead Load: DLD-Center- 0.21 IN Live Load: LLD-Center- 0.28 IN = U781 Total Load: TLD-Center- 0.50 IN=U447 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 5042 LB Dead Load: DL-Rxn-A= 3622 LB Total Load: TL-Rxn-A= 8664 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 0.88 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 5042 LB Dead Load: DL-Rxn-B= 3622 LB Total Load: TL-Rxn-B= 8664 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 0.88 IN Beam Data: Center Span Length: L2= 18.5 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 18.5 FT Live Load Deflect. Criteria: U 480 Total Load Deflect. Criteria: U 360 Center Span Loading: Uniform Load: Live Load: wL-2= 390 PLF Dead Load: wD-2= 225 PLF Beam Self Weight: BSW= 26 PLF Total Load: wT-2= 641 PLF Point Load 1 Live Load: PL1-2= 2869 LB Dead Load: PD1-2= 2600 LB Location (From left end of span): X1-2= 9.25 FT Properties for: W12x26/A36 Yield Stress: Fv= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 12.22 IN Web Thickness: tw= 0.23 IN Flange Width: bf= 6.49 IN Flange Thickness: tf= 0.38 IN Distance to Web Toe of Fillet: k= 0.88 IN Moment of Inertia About X-X Axis: Ix-- 204.00 IN4 Section Modulus About X-X Axis: Sx= 33.40 IN3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.72 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 8.54 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 53.13 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66'Fy: Lc= 6.85 FT Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness Ratio: h/tw= 49.83 Limiting Web Height to Thickness Ratio for Fv=.4;Fy: h/tw-Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison.- Controlling Moment: M= 52717 FT-LB 9.25 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Nominal Moment Strength: Mr- 66132 FT-LB Controlling Shear: V= 8664 LB At left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Nominal Shear Strength: Vr- 40473 LB Moment of Inertia(Deflection): Ireq= 164.15 IN4 1= 204.00 IN4 Multi-Loaded Beam(99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 09-10-2004: 10:40:12 AM `Proiect: FOLEY-Location: (4) 18.5'BEAM@DINING/KIT TRANSITION CANTILEVER' Summary:' - (41 1:75 IN x 18.0 IN x 18.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 34.2% Controlling Factor. Moment of Inertia/Depth Required 16.32 In Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center— 0.20 IN Live Load: LLD-Center— 0.26 IN=U853 Total Load: TLD-Center— 0.46 IN=U483 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 5042 LB Dead Load: DL-Rxn-A= 3745 LB Total Load: TL-Rxn-A= 8787 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 1.67 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 5042 LB Dead Load: DL-Rxn-B= 3745 LB Total Load: TL-Rxn-B= 8787 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 1.67 IN Beam Data: Center Span Length: L2= 18.5 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 18.5 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 480 Total Load Deflect. Criteria: U 360 Center Span Loading: Uniform Load: Live Load: wL-2= 390 PLF Dead Load: wD-2= 225 PLF Beam Self Weight: BSW= 39 PLF Total Load: wT-2= 654 PLF Point Load 1 Live Load: PL1-2= 2869 LB Dead Load: PD1-2= 2600 LB Location(From left end of span): X1-2= 9.25 FT Properties For. 1.9E Microllam-Trus Joist-MacMillan Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2460 PSI Adjustment Factors: Cd=1.00 Cf=0.95 Fv': FV= 285 PSI Adiustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 53289 FT-LB 9.25 Ft from left support of span 2(Center Span) Critical moment created by combining all,dead:[bads and live loads on span(s)2 Controlling Shear: V= 8787 LB At left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 259.90 IN3 S= 378.00 IN3 Area(Shear): Areq= 46.25 IN2 A= 126.00 IN2 Moment of Inertia(Deflection): Ireq= 2535.56 IN4 1= 3402.00 IN4 Mufti-Loaded Beam[99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 09-10-2004: 10:40:11 AM ,'Proiect:'FOLEY-Location: (21)10.5'BEAM@KIT.OPENING(CANTILEVER LOAD) Summary: I'C211.75 IN x 11.25 IN x 10.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 21 1W-, Controlling Factor. Section Modulus/Depth Required 10.44 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center- 0.09 IN Live Load: LLD-Center- 0.25 IN= U512 Total Load: TLD-Center- 0.34 IN= U376 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 3728 LB Dead Load: DL-Rxn-A= 1351 LB Total Load: TL-Rxn-A= 5078 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 1.93 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 3728 LB Dead Load: DL-Rxn-B= 1351 LB Total Load: TL-Rxn-B= 5078 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 1.93 IN Beam Data: Center Span Length: L2= 10.5 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT I Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 10.5 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 710 PLF Dead Load: wD-2= 245 PLF Beam Self Weight: BSW= 12 PLF Total Load: wT-2= 967 PLF Properties For: 1.9E Microllam-Trus Joist-MacMillan Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2623 PSI Adjustment Factors: Cd=1.00 Cf=1.01 Fw: FV= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 13331 FT-LB 5.25 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 5078 LB At left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections:. Section Modulus(Moment): Sreq= 60.99 IN3 S= 73.83 IN3 Area(Shear): Areq= 26.73 IN2 A= 39.38 IN2 Moment of Inertia(Deflection): Ireq= 331.46 IN4 l= 415.28 IN4 i ' Multi-Loaded Beam(99 BOCA National Building Code(97 NDS)1 Ver. 5.07 Bv:Archi-Tech Assoc. Inc. Archi-Tech Assoc. Inc. on: 09-10-2004: 10:40:11 AM Pcoiect: FOLEY-Location: (2)2V ROOF BEAM@MSTRBD_ Summary: ,44 j 1.75 IN x 16.0 IN x 21.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 33.9% Controlling Factor. Moment of Inertia/Depth Required 14.52 In Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center- 0.32 IN Live Load: LLD-Center- 0.47 IN=U541 Total Load: TLD-Center- 0.78 IN=U321 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 4629 LB Dead Load: DL-Rxn-A= 3122 LB Total Load: TL-Rxn-A= 7750 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 1.48 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 5121 LB Dead Load: DL-Rxn-B= 3504 LB Total Load: TL-Rxn-B= 8626 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 1.64 IN Beam Data: Center Span Length: L2= 21.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 21.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 300 Total Load Deflect. Criteria: U 240 Center Span Loading.- Uniform Load: Live Load: wL-2= 300 PLF Dead Load: wD-2= 153 PLF Beam Self Weight: BSW= 35 PLF Total Load: wT-2= 488 PLF Point Load 1 Live Load: PL1-2= 1725 LB Dead Load: PD1-2= 1339 LB Location(From left end of span): X1-2= 7.0 FT Point Load 2 Live Load: PL2-2= 1725 LB Dead Load: PD2-2= 1339 LB Location(From left end of span): X2-2= 17.0 FT Properties For: 1.9E Microllam-Trus Joist-MacMillan Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2500 PSI Adjustment Factors: Cd=1.00 Cf=0.96 FV: Fv'= 285 PSI Adiustment Factors: Cd=1!..00 Design Requirements: Controlling Moment: M= 43949 FT-LB 9.66 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 8626 LB At right support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 210.94 IN3 S= 298.67 IN3 Area(Shear): Areq= 45.40 IN2 A= 112.00 IN2 Moment of Inertia (Deflection): Ireq= 1784.73 IN4 1= 2389.33 IN4 I Multi-Loaded Beam[AISC 9th Ed ASD 1 Ver. 5.07 By: Archi-Tech-Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 09-10-2004: 10:40:10 AM T_olect:FOLEY_-Location: (16)24.5'GARAGE BEAM Summary: I A36 W12x45 x 24.5 FTC I' Section Adequate By: 26.4% Controlling Factor'Moment of Inertia\ Center Span Deflections: Dead Load: DLD-Center- 0.29 IN Live Load: LLD-Center- 0.48 IN =U611 Total Load: TLD-Center- 0.78 IN= U379 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 7039 LB Dead Load: DL-Rxn-A= 3611 LB Total Load: TL-Rxn-A= 10650 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 1.25 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 6901 LB Dead Load: DL-Rxn-B= 4163 LB Total Load: TL-Rxn-B= 11064 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 1.25 IN Beam Data: Center Span Length: L2= 24.5 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 24.5 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 480 PLF Dead Load: wD-2= 120 PLF Beam Self Weight: BSW= 45 PLF Total Load: wT-2= 645 PLF Point Load 1 Live Load: PL1-2= 1460 LB Dead Load: PD1-2= 1329 LB Location(From left end of span): X1-2= 8.75 FT Point Load 2 Live Load: PL2-2= 720 LB Dead Load: PD2-2= 2402 LB Location (From left end of span): X2-2= 17.0 FT Properties for:W12x45/A36 Yield Stress: Fy= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 12.06 IN Web Thickness: tw= 0.34 IN Flange Width: bf= 8.05 IN Flange Thickness: tf= 0.57 IN Distance to Web Toe of Fillet: k= 1.25 IN Moment of Inertia About X-X Axis: lx= 350.00 IN4 Section Modulus About X-X Axis: Sx= 58.10 IN3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 2.15 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 7.00 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 36.00 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66*Fy: Lc= 8.49 FT Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness Ratio: h/tw-- 32.57 Limiting Web Height to Thickness Ratio for Fv=.4*Fy: h/tw-Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison: Controlling Moment: M= 72305 FT-LB 12.25 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Nominal Moment Strength: Mr= 115038 FT-LB Controlling Shear: V= 11064 LB At right support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Nominal Shear Strength: Vr- 58177 LB Moment of Inertia(Deflection): Ireq= 276.87 IN4 1= 350.00 IN4 Multi-Loaded Beam[AISC 9th Ed ASD 1 Ver: 5.07 By: Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 09-10-2004: 10:39:24 AM ["Project:-FOLEY-Location: (15) 17 GARAGE BEAM Summary: A36 W8x18 x 12.0 FT 'Section Adequate By: 44.5% Controlling Factor. Moment Center Span Deflections: Dead Load: DLD-Center- 0.10 IN Live Load: LLD-Center- 0.13 IN=U1094 Total Load: TLD-Center- 0.24 IN=U611 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1460 LB Dead Load: DL-Rxn-A= 1329 LB Total Load: TL-Rxn-A= 2789 LB I Bearing Length Required(Beam only, Support capacity not checked): BL-A= 0.75 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 4021 LB i Dead Load: DL-Rxn-B= 3081 LB Total Load: TL-Rxn-B= 7102 LB ' Bearing Length Required(Beam,only, Support capacity not checked),. BL-B= 0.75 IN Beam Data: Center Span Length: L2= 12.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 12.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 30 PLF Dead Load: wD-2= 58 PLF Beam Self Weight: BSW= 18 PLF Total Load: wT-2= 106 PLF Point Load 1 Live Load: PL1-2= 5121 LB Dead Load: PD1-2= 3504 LB Location(From left end of span): X1-2= 9.0 FT Properties for: W8x18/A36 Yield Stress: Fy= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 8.14 IN Web Thickness: tw= 0.23 IN Flange Width: bf= 5.25 IN Flange Thickness: tf= 0.33 IN Distance to Web Toe of Fillet: k= 0.75 IN Moment of Inertia About X-X Axis: Ix= 61.90 IN4 Section Modulus About X-X Axis: Sx= 15.20 IN3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.39 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 7.95 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 35.39 Allowable Web Buckling Ratio AWBR= 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66•Fy: Lc= 5.54 FT Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness Ratio: h/tw= 32.52 Limiting Web Height to Thickness Ratio for Fv=_4`Fy: h/tw-Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison:. Controlling Moment: M= 20831 FT-LB 9.0 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Nominal Moment Strength: Mr- 30096 FT-LB Controlling Shear: V= 7102 LB At right support of span 2(Center Span) Critical shear created by combining all.dead loads and live loads on span(s)2 Nominal Shear Strength: Vr- 26960 LB Moment of Inertia(Deflection): Ireq= 30.41 IN4 1= 61.90 IN4 Combination Roof and'Floor Beam(99 BOCA National Buildinq Code(97 NDS))Ver. 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 09-10-2004: 10:39:23 AM Proiect: FOLEY Location: (9)6.75'ROOF BEAM@SCREEN PORCH Summary:_._ (2) 1.5 IN x 7.25 IN x 6.75 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate By: 52.0% _Controlling Factor:Area/Depth Required 5.08 In Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.04 IN Live Load: LLD= 0.04 IN=U1987 Total Load: TLD= 0.08 IN=U1016 Reactions(Each End): Live Load: LL-Rxn= 393 LB Dead Load: DL-Rxn= 375 LB Total Load: TL-Rxn= 768 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 0.60 IN Beam Data: Span: L= 6.75 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 200 Roof Loadinq: Roof Live Load-Side One: RLL1= 30.0 PSF Roof Dead Load-Side One: RDL1= 10.0 PSF Roof Tributary Width-Side One: RTW1= 3.88 FT Roof Live Load-Side Two: RLL2= 0.0 PSF Roof Dead Load-Side Two: RDL2= 0.0 PSF Roof Tributary Width-Side Two: RTW2= 0.0 FT Roof Duration Factor: Cd-roof= 1.15 Floor Loadinq: Floor Live Load-Side One: FLL1= 0.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 6.5 FT Floor Live Load-Side Two: FLL2= 0.0 PSF Floor Dead Load-Side Two: FDL2= 0.0 PSF Floor Tributary Width-Side Two: FTW2= 0.0 FT Floor Duration Factor: Cd-floor= 1.00 Wall Load: WALL= 0 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 116 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 41 PLF Floor Uniform Live Load: wL-floor- 0 PLF Floor Uniform Dead Load: wD-floor- 65 PLF Beam Self Weiqht: BSW= 5 PLF Combined Uniform Live Load: wL= 116 PLF Combined Uniform Dead Load: wD= 106 PLF Combined Uniform Total Load: wT= 228 PLF Controllinq Total Desiqn Load: wT-cont= 228 PLF Properties For.#2-Spruce-Pine-Fir Bendinq Stress: Fb= 875 PSI Shear Stress: Fv= 70 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: Fc_perp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= 1208 PSI Adjustment Factors: Cd=1.15 Cf=1.20 Fv': Fv'= 81 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controllinq Moment: M= 1296 FT-LB 3.375 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear. V= 768 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 12.88 IN3 S= 26.28 IN3 Area (Shear): Areq= 14.31 IN2 A= 21.75 IN2 Moment of Inertia(Deflection): Ireq= 18.75 IN4 1= 95.27 IN4 Combination Roof and Floor Beamf 99 BOCA National Building Code(97 NDS))Ver: 5.07 By:Archi-Tech Assoc. Inc. , Archi-Tech Assoc. Inc. on: 09-10-2004 : 10:39:23 AM LProject: FOLEY-Location: (7)6.25'HEADER@DIN./FAM.OPENING Summary: 1'.75 IN x 7.25 IN.x 6.25 FT /1:9E Microllam-Trus Joist-MacMillan tSection Adequate By: 37.6% Controlling Factor. Moment of Inertia/Depth Required 6.52 In Deflections: Dead Load: DLD= 0.08 IN Live Load: LLD= 0.10 IN= U750 Total Load: TLD= 0.18 IN=U413 Reactions(Each End): I Live Load: LL-Rxn= 961 LB Dead Load: DL-Rxn= 786 LB Total Load: TL-Rxn= 1747 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 1.33 IN Beam Data: Span: L= 6.25 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria:. U 360 Total Load Deflect. Criteria:. U 300 Roof Loading: Roof Live Load-Side One: RLL1= 30.0 PSF Roof Dead Load-Side One: RDL1= 10.0 PSF Roof Tributary Width-Side One: RTW1= 9.5 FT Roof Live Load-Side Two: RLL2= 30.0 PSF Roof Dead Load-Side Two: RDL2= 10.0 PSF Roof Tributary Width-Side Two: RTW2= 0.75 FT Roof Duration Factor:. Cd-roof= 1.15 Floor Loading: Floor Live Load-Side One: FLL1= 0.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 2.75 FT Floor Live Load-Side Two: FLL2= 0.0 PSF Floor Dead Load-Side Two: FDL2= 0.0 PSF Floor Tributary Width-Side Two: FTW2= 0.0 FT Floor Duration Factor: Cd-floor- 1.00 Wall Load: WALL= 75 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 308 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 145 PLF Floor Uniform Live Load` wL-floor- 0 PLF Floor Uniform Dead Load: wD-floor- 28 PLF Beam Self Weight: BSW= 4 PLF Combined Uniform Live Load: wL= 308 PLF Combined Uniform Dead Load: wD= 172 PLF Combined Uniform Total Load: wT= 559 PLF Controlling Total Design Load: wT-cont= 559 PLF Properties For: 1.9E Microllam-Trus Joist-MacMillan Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 3202 PSI Adjustment Factors: Cd=1.15 Cf=1.07 FV: Fv'= 328 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 2729 FT-LB 3.125 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear. V= 1747 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 10.23 IN3 S= 15.33 IN3 Area(Shear): Areq= 7.99 IN2 A= 12.69 IN2 Moment of Inertia(Deflection): Ireq= 40.39 IN4 1= 55.57 IN4 Combination Roof and Floor Beam(99 BOCA National Building Code(97 NDS))Ver: 5.07 �_� Bv:.Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 09-10-2004: 10:39:22 AM Project: FOLEY-Location: (6)8'CEILING BEAM@DINING BUILT-IN Summary: [1.75 IN x 9.25 IN x 8.0 FT"/`1.9E Microllam-Trus Joist-MacMillan Section Adequate By:65.8% Controlling Factor. Moment of Inertia/Depth Required 7.82 In Deflections: Dead Load: DLD= 0.07 IN Live Load: LLD= 0.12 IN =U802 Total Load: TLD= 0.19 IN=U497 Reactions(Each End): Live Load: LL-Rxn= 1140 LB Dead Load: DL-Rxn= 698 LB Total Load: TL-Rxn= 1838 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 1.40 IN Beam Data: Span: L= 8.0 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria:. U 360 Total Load Deflect. Criteria: U 300 Roof Loading: Roof Live Load-Side One: RLL1= 30.0 PSF Roof Dead Load-Side One: RDL1= 10.0 PSF Roof Tributary Width-Side One: RTW1= 9.5 FT Roof Live Load-Side Two: RLL2= 0.0 PSF Roof Dead Load-Side Two: RDL2= 0.0 PSF Roof Tributary Width-Side Two: RTW2= 0.0 FT Roof Duration Factor: Cd-roof= 1.15 Floor Loading: Floor Live Load-Side One: FLL1= 0.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 0.75 FT Floor Live Load-Side Two: FLL2= 0.0 PSF Floor Dead Load-Side Two: FDL2= 10.0 PSF Floor Tributary Width-Side Two: FTW2= 2.75 FT Floor Duration Factor: Cd-floor= 1.00 Wall Load: WALL= 0 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 285 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 134 PLF Floor Uniform Live Load` wL-floor- 0 PLF Floor Uniform Dead Load: wD-floor- 35 PLF Beam Self Weight: BSW= 5 PLF Combined Uniform Live Load: wL= 285 PLF Combined Uniform Dead Load: wD= 169 PLF Combined Uniform Total Load: wT= 459 PLF Controlling Total Design Load: wT-cont= 459 PLF Properties For: 1.9E Microllam-Trus Joist-MacMillan Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain:. Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 3098 PSI Adjustment Factors: Cd=1.15 Cf=1.04 Fv': Fv'= 328 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 3675 FT-LB 4.0-ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 1838 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 14.24 IN3 i S= 24.96 IN3 Area (Shear): Areq= 8.41 IN2 A= 16.19 IN2 Moment of Inertia(Deflection): Ireq= 69.63 IN4 1= 115.42 IN4 Combination Roof and Floor Beam[99 BOCA National Buildinq Code(97 NDS))Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 09-10-2004 : 10:38:51 AM Project: FOLEY-Location: (3)18.5'BEAM @ EXISTING CANTILEVER Summary: 1,.5 IN x 9.25 IN x 18.5 FT /#2-Spruce-Pine-Fir-Dry Use rSection Adequate By: 198.1% Controlling Factor: Moment of Inertia/Depth Required 6.43 In Deflections: Dead Load: DLD= 0.21 IN Live Load: LLD= 0.00 IN=U222000000 Total Load: TLD= 0.21 IN=U1073 Reactions(Each End): Live Load: LL-Rxn= 0 LB Dead Load: DL-Rxn= 101 LB Total Load: TL-Rxn= 101 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 0.16 IN Beam Data: Span: L= 18.5 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 480 Total Load Deflect. Criteria:. U 360 Roof Loadinq: Roof Live Load-Side One: RLL1= 0.0 PSF Roof Dead Load-Side One: RDL1= 0.0 PSF Roof Tributary Width-Side One: RTW1= 0.0 FT Roof Live Load-Side Two: RLL2= 0.0 PSF Roof Dead Load-Side Two: RDL2= 0.0 PSF Roof Tributary Width-Side Two: RTW2= 0.0 FT Roof Duration Factor: Cd-roof= 1.15 Floor Loadinq: Floor Live Load-Side One: FLL1= 0.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 0.75 FT Floor Live Load-Side Two: FLL2= 0.0 PSF Floor Dead Load-Side Two: FDL2= 0.0 PSF Floor Tributary Width-Side Two: FTW2= 0.0 FT Floor Duration Factor. Cd-floor.- 1.00 Wall Load: WALL= 0 PLF j Beam Loads: Roof Uniform Live Load: wL-roof= 0 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 0 PLF Floor Uniform Live Load: wL-floor- 0 PLF Floor Uniform Dead Load: wD-floor- 8 PLF Beam Self Weiqht: BSW= 3 PLF Combined Uniform Live Load: wL= 0 PLF Combined Uniform Dead Load: wD= 8 PLF Combined Uniform Total Load: wT= 11 PLF Controllinq Total Desiqn Load: wT-cont= 11 PLF Properties For: #2-Spruce-Pine-Fir Bendinq Stress: Fb= 875 PSI Shear Stress: Fv= 70 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: Fc_perp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= 866 PSI Adjustment Factors: Cd=0.90 Cf=1.10 Fv': Fv'= 63 PSI Adjustment Factors: Cd=0.90 Design Requirements: Controllinq Moment: M= 465 FT-LB 9.25 ft from left support Critical moment created by dead loads only on all span(s). Controllinq Shear: V= 101 LB At support. Critical shear created by dead loads only on all span(s). Comparisons With Required Sections: Section Modulus(Moment): Sreq= 6.44 IN3 S= 21.39 IN3 Area(Shear): Areq= 2.39 IN2 A= 13.88 IN2 Moment of Inertia(Deflection): Ireq= 33.19 IN4 1= 98.93 IN4 i i Combination Roof and Floor Beam(99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. , Archi-Tech Assoc. Inc. on: 09-10-2004: 10:38:51 AM [`Project:FOLEY-Location: (17) 12'GARAGE CEILING JOIST' Summary: ` (1,2 ) 1.75 IN x 9.25 IN x 12.0 FT,/1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 73.5% Controlling Factor: Moment of Inertia/Depth Required 7.7 In 'Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.21 IN Live Load: LLD= 0.06 IN= U2257 Total Load: TLD= 0.28 IN= U521 Reactions(Each End): Live Load: LL-Rxn= 360 LB Dead Load: DL-Rxn= 1201 LB Total Load: TL-Rxn= 1561 LB Bearing Length Required (Beam only, Support capacity not checked): BL= 0.59 IN Beam Data: Span: L= 12.0 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Roof Loading: Roof Live Load-Side One: RLL1= 0.0 PSF Roof Dead Load-Side One: RDL1= 10.0 PSF Roof Tributary Width-Side One: RTW1= 4.0 FT Roof Live Load-Side Two: RLL2= 0.0 PSF Roof Dead Load-Side Two:. RDL2= 10.0 PSF Roof Tributary Width-Side Two: RTW2= 8.5 FT Roof Duration Factor: Cd-roof= 1.15 Floor Loading: Floor Live Load-Side One: FLL1= 40.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 0.75 FT Floor Live Load-Side Two: FLL2= 40.0 PSF Floor Dead Load-Side Two: FDL2= 10.0 PSF Floor Tributary Width-Side Two: FTW2= 0.75 FT. Floor Duration Factor: Cd-floor= 1.00 Wall Load: WALL= 50 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 0 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 125 PLF Floor Uniform Live Load: wL-floor- 60 PLF Floor Uniform Dead Load: wD-floor- 15 PLF Beam Self Weight: BSW= 10 PLF Combined Uniform Live Load: wL= 60 PLF Combined Uniform Dead Load: wD= 140 PLF Combined Uniform Total Load: wT= 260 PLF Controlling Total Design Load: wT-cont= 260 PLF Properties For: 1.9E Microllam-Trus Joist-MacMillan Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 3098 PSI Adjustment Factors: Cd=1.15 Cf=1.04 Fv': Fv'= 328 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 4682 FT-LB 6.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear. V= 1561 LB At support. Critical shear created by combining all dead and live loads.. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 18.14 IN3 S= 49.91 IN3 Area(Shear): Areq= 7.14 IN2 A= 32.38 IN2 Moment of Inertia(Deflection): Ireq= 133.05 IN4 1= 230.84 IN4 I Combination Roof and Floor Beamf 99 BOCA National Building Code(97 NDS))Ver: 5.07 By:Archi-Tech Assoc. Inc. , Archi-Tech Assoc. Inc. on: 09-10-2004: 10:38:50 AM Ofoiect: FOLEY-Location: (13)5.25 HEADER@FRONT DOOR Summary: (2) 1.75 IN x 7.25 IN x 5.25 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 59.1% Controlling Factor:Area/Depth Required 5.8 In Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.04 IN Live Load: LLD= 0.07 IN=U895 Total Load: TLD= 0.11 IN=U586 Reactions(Each End). Live Load: LL-Rxn= 2284 LB Dead Load: DL-Rxn= 1202 LB Total Load: TL-Rxn= 3486 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 1.33 IN Beam Data: Span: L= 5,25 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Roof Loading: Roof Live Load-Side One: RLL1= 30.0 PSF Roof Dead Load-Side One: RDL1= 10.0 PSF Roof Tributary Width-Side One: RTW1= 12.0 FT Roof Live Load-Side Two: RLL2= 30.0 PSF Roof Dead Load-Side Two: RDL2= 10.0 PSF Roof Tributary Width-Side Two: RTW2= 4.0 FT Roof Duration Factor: Cd-roof= 1.15 Floor Loading: Floor Live Load-Side One: FLL1= 65.0 PSF Floor Dead Load-Side One: FDL1= 20.0 PSF Floor Tributary Width-Side One: FTW1= 6.0 FT Floor Live Load-Side Two: FLL2= 0.0 PSF Floor Dead Load-Side Two: FDL2= 10.0 PSF Floor Tributary Width-Side Two: FTW2= 4.0 FT Floor Duration Factor: Cd-floor= 1.00 Wall Load: WALL= 90 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 480 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 200 PLF Floor Uniform Live Load: wL-floor- 390 PLF Floor Uniform Dead Load: wD-floor- 160 PLF Beam Self Weight: BSW= 8 PLF Combined Uniform Live Load: wL= 870 PLF Combined Uniform Dead Load: wD= 360 PLF Combined Uniform Total Load: wT= 1328 PLF Controlling Total Design Load: wT-cont= 1328 PLF Properties For: 1.9E Microllam-Trus Joist-MacMillan Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 3202 PSI Adjustment Factors: Cd=1.15 Cf=1.07 Fv': Fv'= 328 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 4575 FT-LB 2.625 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear. V= 3486 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 17.15 IN3 S= 30.66 IN3 Area(Shear): Areq= 15.95 IN2 A= 25.38 IN2 Moment of Inertia(Deflection): Ireq= 56.88 IN4 1= 111.15 IN4 Combination Roof and Floor Beam(99 BOCA National Buildinq Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 09-10-2004: 10:38:33 AM fProject:.FOLEY-Location: (10)6.75'ROOF BEAM@SCREEN PORCH Summary: ( 2 ) 1.5 IN x 7.25 IN x 6.75 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate By: 9.2% Controllinq Factor. Area/Depth'Required 6.64 In 'Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.03 IN Live Load: LLD= 0.08 IN=U1028 Total Load: TLD= 0.11 IN =L/730 Reactions(Each End): Live Load: LL-Rxn= 759 LB Dead Load: DL-Rxn= 310 LB Total Load: TL-Rxn= 1069 LB Bearing Length Required (Beam only, Support capacity not checked): BL= 0.84 IN Beam Data: Span: L= 6.75 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 200 Roof Loadinq: Roof Live Load-Side One: RLL1= 30.0 PSF Roof Dead Load-Side One: RDL1= 10.0 PSF Roof Tributary Width-Side One: RTW1= 7.5 FT Roof Live Load-Side Two: RLL2= 0.0 PSF Roof Dead Load-Side Two: RDL2= 0.0 PSF Roof Tributary Width-Side Two: RTW2= 0.0 FT Roof Duration Factor: Cd-roof= 1.15 Floor Loadinq: Floor Live Load-Side One: FLL1= 0.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 0.75 FT Floor Live Load-Side Two: FLL2= 0.0 PSF Floor Dead Load-Side Two: FDL2= 0.0 PSF Floor Tributary Width-Side Two: FTW2= 0.0 FT Floor Duration Factor: Cd-floor- 1.00 Wall Load: WALL= 0 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 225 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-root= 79 PLF Floor Uniform Live Load: wL-floor- 0 PLF Floor Uniform Dead Load: wD-floor- 8 PLF Beam Self Weiqht: BSW= 5 PLF Combined Uniform Live Load: wL= 225 PLF Combined Uniform Dead Load: wD= 87 PLF Combined Uniform Total Load: wT= 317 PLF Controllinq Total Desiqn Load: wT-cont= 317 PLF Properties For: #2-Spruce-Pine-Fir Bendinq Stress: Fb= 875 PSI Shear Stress: Fv= 70 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: Fc_perp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= 1208 PSI Adjustment Factors: Cd=1.15 Cf=1.20 Fv': Fv'= 81 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controllinq Moment: M= 1805 FT-LB 3.375 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear. V= 1069 LB At support. Critical shear created by combining all dead and live loads_ Comparisons With Required Sections: Section Modulus(Moment): Sreq= 17.93 IN3 S= 26.28 IN3 Area(Shear): Areq= 19.93 IN2 A= 21.75 IN2 Moment of Inertia(Deflection): Ireq= 26.10 IN4 1= 95.27 IN4 I Combination Roof and Floor Beam(99 BOCA National Building Code(97 NDS))Ver: 5.07 BV:Archi-Tech Assoc. Inc_ ,Archi-Tech Assoc. Inc. on: 09-10-2004: 10:38:33 AM [Proiect: FOLEY-Location: (1) 10'ROOF VALLEY BEAM@MSTRBD Summary- -(2 ) 1.75 IN x 9.25 IN x 10.0 FT /119E-Micr6l1am-Trus Joist-MacMillan Section Adequate BV: 68.2% Controllinq Factor. Section Modulus/Depth Required 7.46 In 'Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.14 IN Live Load: LLD= 0.18 IN= U678 Total Load: TLD= 0.31 IN= U382 Reactions(Each End): Live Load: LL-Rxn= 1725 LB Dead Load: DL-Rxn= 1339 LB Total Load: TL-Rxn= 3064 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 1.17 IN Beam Data: Span: L= 10.0 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 200 Roof Loadinq: Roof Live Load-Side One: RLL1= 30.0 PSF Roof Dead Load-Side One: RDL1= 10.0 PSF Roof Tributary Width-Side One: RTW1= 3.0 FT Roof Live Load-Side Two: RLL2= 30.0 PSF Roof Dead Load-Side Two: RDL2= 10.0 PSF Roof Tributary Width-Side Two: RTW2= 8.5 FT Roof Duration Factor. Cd-roof= 1.15 Floor Loadinq: Floor Live Load-Side One: FLL1= 0.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 4.5 FT Floor Live Load-Side Two: FLL2= 0.0 PSF Floor Dead Load-Side Two: FDL2= 10.0 PSF Floor Tributary Width-Side Two: FTW2= 5.0 FT Floor Duration Factor. Cd-floor- 1.00 Wall Load: WALL= 0 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 345 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 163 PLF Floor Uniform Live Load: wL-floor- 0 PLF Floor Uniform Dead Load: wD-floor- 95 PLF Beam Self Weiqht: BSW= 10 PLF Combined Uniform Live Load: wL= 345 PLF Combined Uniform Dead Load: wD= 258 PLF Combined Uniform Total Load: wT= 613 PLF Controllinq Total Desiqn Load: wT-cont= 613 PLF Properties For: 1.9E Microllam-Trus Joist-MacMillan Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 3098 PSI Adjustment Factors: Cd=1.15 Cf=1.04 Fv': Fv'= 328 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controllinq Moment: M= 7659 FT-LB 5.0 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear. V= 3064 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 29.67 IN3 S= 49.91 IN3 Area(Shear): Areq= 14.02 IN2 A= 32.38 IN2 Moment of Inertia(Deflection): Ireq= 120.92 IN4 1= 230.84 IN4 Roof Beam[99 BOCA National Building Code(97 NDS))Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 09-10-2004 : 10:38:17 AM jProject:FOLEY-Location: (14)21.25'RIDGE BEAM@DIN. RM. _ Summary: ,(.2.)_1.75 IN,x 18.0 IN x.21.25:FT. /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 45.4%-. Controlling Factor Moment of Inertia/Depth Required 15.89 In 'Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.35 IN Live Load: LLD= 0.38 IN= U665 Total Load: TLD= 0.73 IN=U349 Reactions(Each End): Live Load: LL-Rxn= 2869 LB Dead Load: DL-Rxn= 2600 LB Total Load: TL-Rxn= 5469 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 2.08 IN Beam Data: Span: L= 21.25 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 9 : 12 Live Load Deflect. Criteria: U 300 Total Load Deflect. Criteria: U 240 Roof Loading: j Roof Live Load-Side One: LL1= 30.0 PSF Roof Dead Load-Side One: DL1= 20.0 PSF Tributary Width-Side One: TW1= 4.5 FT j Roof Live Load-Side Two: LL2= 30.0 PSF Roof Dead Load-Side Two: DL2= 20.0 PSF Tributary Width-Side Two: TW2= 4.5 FT Roof Duration Factor. Cd= 1.15 Beam Self Weight: BSW= 20 PLF Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 21.25 FT Beam Uniform Live Load: wL= 270 PLF Beam Uniform Dead Load: wD adi= 245 PLF Total Uniform Load: wT= 515 PLF Properties For: 1.9E Microllam-Trus Joist-MacMillan Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: FcLperp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2830 PSI Adjustment Factors: Cd`1.15 Cf=O.95. Fv': Fv'= 328 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 29052 FT-LB 10.625 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 5469 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 123.21 IN3 S= 189.00 IN3 Area(Shear): Areq= 25.03 IN2 A= 63.00 IN2 Moment of Inertia(Deflection):. Ireq= 1169.53 IN4 1= 1701.00 IN4 Roof Beamf 99 BOCA National Buildinq Code(97 NDS))Ver. 5.07 Bv: Archi-Tech Assoc. Inc. , Archi-Tech Assoc. Inc. on: 09-10-2004: 10:38:17 AM Project: FOLEY Location: (1.1).10.75'HIP RAFTER@SCREEN PORCH Summary: 1.75 IN x 9.25 IN x 10.75 FT (Actual 1.1 FT)_ /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:69.8% Controlling Factor. Moment of Inertia/Depth Required 7.75 In Span Deflections: Dead Load: DLD-Center- 0.09 IN Live Load: LLD-Center- 0.23 IN= U567 Total Load: TLD-Center- 0.33 IN= U408 Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1187 LB i Dead Load: DL-Rxn-A= 444 LB Total Load: TL-Rxn-A= 1631 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 1.19 IN Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 594 LB Dead Load: DL-Rxn-B= 235 LB Total Load: TL-Rxn-B= 829 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 0.60 IN Beam Data: Span: L= 10.75 FT Maximum Unbraced Span: Lu= 0.0 FT Beam End Elevation Diff.: EL= 2.53 FT Pitch Of Roof. RP= 4 : 12 Live Load Deflect. Criteria: U 300 Total Load Deflect. Criteria: U 240 Roof Loading: Roof Live Load-Side One: LL1= 30.0 PSF ! Roof Dead Load-Side One: DL1= 10.0 PSF Rafter Length(HipNallev)-Side One: RL1= 7.6 FT Tributary Width Based on full span of rafters. Roof Live Load-Side Two: LL2= 30.0 PSF Roof Dead Load-Side Two: DL2= 10.0 PSF Rafter Length(HipNallev)-Side Two: RL2= 7.6 FT Tributary Width Based on full span of rafters. Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 5 PLF Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= 11.04 FT Beam Triangular Live Load Adjusted for Slope: TRL= 305 PLF Beam Triangular Dead Load Adjusted for Slope: TRD= 110 PLF Beam Uniform Dead Load Adjusted for Slope: wD adj= 5 PLF Properties For: 1.9E Microllam-Trus Joist-MacMillan Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticitv: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 3098 PSI Adjustment Factors: Cd=1.15 Cf=1.04 Fv': Fv'= 328 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 3324 FT-LB 5.522 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 1557 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 12.88 IN3 S= 24.96 IN3 Area(Shear): Areq= 7.13 IN2 A= 16.19 IN2 Moment of Inertia(Deflection): Ireq= 67.96 IN4 1= 115.42 IN4 Uniformly Loaded Floor Beam(99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 09-10-2004: 10:38:00 AM Proiecf FOLEY Location: (21) 10.5'BEAM@KIT_OPENING(NON-CANTILEVER LOAD) Summary: 4 1.75 IN x 11.25 IN x 10.5 FT"/ 1.9E Microllam-Trus Joist-MacMillan tlSection Adequate By: 64.4%' Controlling Factor: Section Modulus/Depth Required 9.42 In Deflections: Dead Load: DLD= 0.05 IN Live Load: LLD= 0.19 IN=U649 Total Load: TLD= 0.25 IN=U510 Reactions(Each End): Live Load: LL-Rxn= 1470 LB Dead Load: DL-Rxn= 400 LB Total Load: TL-Rxn= 1870 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 1.42 IN Beam Data: Span: L= 10.5 FT Unbraced Lenqth-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Floor Loading: Floor Live Load-Side One: LL1= 40.0 PSF Floor Dead Load-Side One: DL1= 10.0 PSF Tributary Width-Side One: TW1= 1.0 FT Floor Live Load-Side Two: LL2= 40.0 PSF Floor Dead Load-Side Two: DL2= 10.0 PSF Tributary Width-Side Two: TW2= 6.0 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 280 PLF Beam Self Weight: BSW= 6 PLF Beam Total Dead Load: wD= 76 PLF Total Maximum Load: wT= 356 PLF Properties For: 1.9E Microllam-Trus Joist-MacMillan Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2623 PSI Adjustment Factors: Cd=1.00 Cf=1.01 Fv': Fv'= 285 PSI Adiustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 4908 FT-LB 5.25 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 1870 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections:. Section Modulus(Moment): Sreq= 22.46 IN3 S= 36.91 IN3 Area (Shear): Areq= 9.84 IN2 A= 19.69 IN2 Moment of Inertia(Deflection): Ireq= 122.04 IN4 1= 207.64 IN4 Uniformly Loaded Floor Beam[99 BOCA National Building Code(97 NDS))Ver: 5.07 BV:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 09-10-2004: 10:37:59 AM (_Project: FOLEY-Location: (20)9.5'GARAGE.DOOR BEAM Summary:,._ '1.75 IN x 9.25 IN x 9.25 FT Y 1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 103.1%r Controlling Factor. Moment of Inertia/Depth Required 7.3 In Deflections: Dead Load: DLD= 0.14 IN Live Load: LLD= 0.05 IN= U2463 Total Load: TLD= 0.18 IN=U609 Reactions(Each End): Live Load: LL-Rxn= 278 LB Dead Load: DL-Rxn= 844 LB Total Load: TL-Rxn= 1122 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 0.85 IN Beam Data: Span: L= 9.25 FT Unbraced Length-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Floor Loading: Floor Live Load-Side One: LL1= 30.0 PSF Floor Dead Load-Side One: DL1= 20.0 PSF Tributary Width-Side One: TW1= 1.0 FT Floor Live Load-Side Two: LL2= 40.0 PSF Floor Dead Load-Side Two: DL2= 10.0 PSF Tributary Width-Side Two: TW2= 0.75 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 150 PLF Beam Loading: Beam Total Live Load: wL= 60 PLF Beam Self Weight: BSW= 5 PLF Beam Total Dead Load: wD= 183 PLF Total Maximum Load: wT= 243 PLF Properties For: 1.9E Microllam-Trus Joist-MacMillan Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2694 PSI Adjustment Factors: Cd=1.00 Cf=1.04 Fv': FV= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 2594 FT-LB 4.625 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 1122 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 11.56 IN3 S= 24.96 IN3 Area (Shear): Areq= 5.90 IN2 A= 16.19 IN2 Moment of Inertia(Deflection): Ireq= 56.83 IN4 1= 115.42 IN4 I Uniformly Loaded Floor Beam[99 BOCA National Building Code(97 NDS))Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 09-10-2004 : 10:37:45 AM CProject:,FOLEY_-Location: (19)9'BASEMENT BEAM@NEW AREA Summary: 1.75 IN x.1.1.25 IN x 9.0 FT /.1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 30.4%r Controlling Factor. Section Modulus/Depth Required 9.85 In Deflections:' Dead Load: DLD= 0.05 IN Live Load: LLD= 0.18 IN =U596 Total Load: TLD= 0.23 IN=U472 Reactions(Each End): Live Load: LL-Rxn= 2178 LB Dead Load: DL-Rxn= 572 LB Total Load: TL-Rxn= 2750 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 2.10 IN Beam Data: Span: L= 9.0 FT Unbraced Length-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Floor Loading: Floor Live Load-Side One: LL1= 40.0 PSF Floor Dead Load-Side One: DL1= 10.0 PSF Tributary Width-Side One: TW1= 5.25 FT Floor Live Load-Side Two: LL2= 40.0 PSF Floor Dead Load-Side Two: DL2= 10.0 PSF Tributary Width-Side Two: TW2= 6.85 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 484 PLF Beam Self Weight: BSW= 6 PLF Beam Total Dead Load: wD= 127 PLF Total Maximum Load: wT= 611 PLF Properties For: 1.9E Microllam-Trus Joist-MacMillan Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2623 PSI Adjustment Factors: Cd=1.00 Cf=1.01 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 6188 FT-LB 4.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 2750 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 28.31 IN3 S= 36.91 IN3 Area(Shear): Areq= 14.47 IN2 A= 19.69 IN2 Moment of Inertia(Deflection): Ireq= 131.88 IN4 1= 207.64 IN4 I i Uniformly Loaded Floor Beamf 99 BOCA National Buildinq Code(97 NDS))Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 09-10-2004 : 10:37:32 AM (Project: FOLEY-Location: (18)12.25'GARAGE.BEAM@EXISTING GARAGE OPENING Summary: ((_2 ) 1.75 IN x 9.25 IN x 1225 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 22.0% *Controllinq Factor: Moment of Inertia/Depth Required 8.66 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.09 IN Live Load: LLD= 0.31 IN=U471 Total Load: TLD= 0.40 IN=U366 Reactions(Each End): Live Load: LL-Rxn= 1654 LB Dead Load: DL-Rxn= 475 LB Total Load: TL-Rxn= 2129 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 0.81 IN Beam Data: Span: L= 12.25 FT Unbraced Lenqth-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Floor Loadinq: Floor Live Load-Side One: LL1= 40.0 PSF Floor Dead Load-Side One: DL1= 10.0 PSF Tributary Width-Side One: TW1= 6.0 FT Floor Live Load-Side Two: LL2= 40.0 PSF Floor Dead Load-Side Two: DL2= 10.0 PSF Tributary Width-Side Two: TW2= 0.75 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loadinq: Beam Total Live Load: wL= 270 PLF Beam Self Weiqht: BSW= 10 PLF Beam Total Dead Load: wD= 78 PLF Total Maximum Load: wT= 348 PLF Properties For: 1.9E Microllam-Trus Joist-MacMillan Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2694 PSI Adjustment Factors: Cd=1.00 Cf=1.04 FV: Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 6521 FT-LB 6.125 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear. V= 2129 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 29.05 IN3 S= 49.91 IN3 Area (Shear): Areq= 11.21 IN2 A= 32.38 IN2 Moment of Inertia(Deflection): Ireq= 189.15 IN4 1= 230.84 IN4 r Uniformly Loaded Floor Beam(99 BOCA National Building Code(97 NDS))Ver: 5.07 By:Archi-Tech Assoc. Inc. , Archi-Tech Assoc. Inc. on: 09-10-2004 : 10:37:07 AM tP.roject:.FOLEY-Location: (12)6.75'HEADER@SIDE DOORIPORCH Summary: C-1.5 IN x 5.5 IN x 6.75 FT /#2 Spruce-Pine-Fir-Dry Use Section Adequate By: 197.5%,Controlling Factor.Area/Depth Required 3.04 In Deflections: i Dead Load: DLD= 0.06 IN Live Load: LLD= 0.00 IN=U81000000 Total Load: TLD= 0.06 IN=U1464 Reactions(Each End): Live Load: LL-Rxn= 0 LB Dead Load: DL-Rxn= 116 LB Total Load: TL-Rxn= 116 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 0.18 IN Beam Data: Span: L= 6.75 FT Unbraced Lenqth-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 300 Total Load Deflect. Criteria: U 240 Floor Loading: Floor Live Load-Side One: LL1= 0.0 PSF Floor Dead Load-Side One: DL1= 10.0 PSF Tributary Width-Side One: TW1= 2.25 FT i Floor Live Load-Side Two: LL2= 0.0 PSF Floor Dead Load-Side Two: DL2= 10.0 PSF Tributary Width-Side Two: TW2= 1.0 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 0 PLF Beam Self Weight: BSW= 2 PLF Beam Total Dead Load: wD= 35 PLF Total Maximum Load: wT= 35 PLF Properties For:#2-Spruce-Pine-Fir Bending Stress: Fb= 875 PSI Shear Stress: Fv= 70 PSI Modulus of Elasticitv: E= 1400000 PSI Stress Perpendicular to Grain: Fc perp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= 1024 PSI Adjustment Factors: Cd=0.90 Cf=1.30 Fv': FV= 63 PSI Adjustment Factors: Cd=0.90 Design Requirements: Controlling Moment: M= 197 FT-LB 3.375 ft from left support Critical moment created by dead loads only on all span(s). Controlling Shear: V= 116 LB At support. Critical shear created by dead loads only on all span(s). Comparisons With Required Sections: Section Modulus(Moment): Sreq= 2.30 IN3 S= 7.56 IN3 Area(Shear): Areq= 2.77 IN2 A= 8.25 IN2 Moment of Inertia(Deflection): Ireq= 3.41 IN4 1= 20.80 IN4 r I a .�. ��� . I The Town of Barnstable BARNSTABLE. • Department.of Health Safety and Environmental Services MASS. o 9� 0 1639. Building Division 200 Main Street,Hyannis,MA 02601 Office: 508-862-4038 Fax: 508-790-6230 Inspection Correction Notice Type of Inspection Location CA0, 5_-6MAA/P/Zp'"' Permit Number b 7 r Owner Builder 14.50/_ 1 One notice to remain on job site, one notice on file in Building Department. The following items need correcting: DWet 0 ST-• R&I911 Ta Ca�� /�L/1T�5. 4 FHG• FG'� CIZn/S CCN1vVcr/ po✓ O1- 5T,01e1. 6, p4c. F,95Tel/ PIA -to To 9-epl� U/l73at7-S l/Nlog. QOV j;(L L 4/4 7d ro✓NI)AT to o� 3) 711PVo &alV !//r n tea. Sr��� aP#IV 6�1412194C L.Iv.Z. ec,— QW P.' ,,. a 4f/ .(SI VAlb/tom' er/ Alaf T,R-eAT e 9. I 0�' ( �C� .� o A T T r C /'/ACC NOA/ 2 TS Syiv /ZdoR7 O1/ `2 �_ I? Nl. LJ ^V oPR Sr-ee[. 6-fOM 61 k Z /+/oT A QAgZo r lid W w TO F0 v wu A- r o4/. W Pati r, T/''q Please call: 508-86,2-4038 for re-inspection. Inspected by Date /" - G If i The Town of Ba*rnstable Department of Health Safety and £nvironmental.Services Building'Divislon 367 Main Street,Hyannis,MA 02601 , .8-862.4038 18.790-6230 PLAN REVIEW ►wner• �e�h c� — Map/Parcel: 038 00 roject Address: �0 Builder: l' loge n-so n �av+�a Y-kS 281 'n items were noted on reviewing: Che follows g .• � GIA6i 0 4uA NV u,%A7 1MAP i I I y,/01 Multi-Loaded Beam[99 BOCA National Building Code(97 NDS))Ver: 5.07 By: Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 11-12-2003: 2:31:35 PM Project: FOLEY-Location: (2)21'ROOF BEAM@MSTRBD Summary: ( 4 ) 1.75 IN x 16.0 IN x 21.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 33.9% Controlling Factor. Moment of Inertia/Depth Required 14.52 In "Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center— 0.32 IN Live Load: LLD-Center— 0.47 IN=U541 Total Load: TLD-Center— 0.78 IN=U321 Center Span Left End Reactions(Support A) Live Load: LL-Rxn-A= 4629 LB Dead Load: DL-Rxn-A= 3122 LB Total Load: TL-Rxn-A= 7750 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 1.48 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 5121 LB Dead Load: DL-Rxn-B= 3504 LB Total Load: TL-Rxn-B= 8626 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 1.64 IN Beam Data: Center Span Length: L2= 21.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 21.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 300 Total Load Deflect. Criteria: U 240 Center Span Loading: Uniform Load: Live Load: wL-2= 300 PLF Dead Load: wD-2= 153 PLF Beam Self Weight: BSW= 35 PLF Total Load: wT-2= 488 PLF Point Load 1 Live Load: PL1-2= 1725 LB Dead Load: PD1-2= 1339 LB Location(From left end of span): X1-2= 7.0 FT Point Load 2 Live Load: PL2-2= 1725 LB Dead Load: PD2-2= 1339 LB Location(From left end of span): X2-2= 17.0 FT Properties For: 1.9E Microllam-Trus Joist-MacMillan . Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2500 PSI Adjustment Factors: Cd=1.00 Cf=0.96 Fv': FV= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 43949 FT-LB 9.66 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 8626 LB At right support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections Section Modulus(Moment): Sreq= 210.94 IN3 S= 298.67 IN3 Area (Shear): Areq= 45.40 IN2 A= 112.00 IN2 Moment of Inertia(Deflection): Ireq= 1784.73 IN4 ! 1= 2389.33 IN4 Multi-Loaded Beam(99 BOCA National Building Code(97 NDS))Ver: 5.07 By: Archi-Tech Assoc. Inc. , Archi-Tech Assoc. Inc. on: 11-12-2003 : 2:32:35 PM Proiect: FOLEY-Location: (4)18.5'BEAM@DINING/KIT TRANSITION CANTILEVER Summary: ( 3 ) 1.75 IN x 18.0 IN x 18.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 53.8% Controlling Factor: Moment of Inertia/Depth Required 15.59 In Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center— 0.27 IN Live Load: LLD-Center— 0.13 IN=U1646 Total Load: TLD-Center— 0.40 IN= U554 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1435 LB Dead Load: DL-Rxn-A= 3747 LB Total Load: TL-Rxn-A= 5181 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 1.32 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 1435 LB Dead Load: DL-Rxn-B= 3747 LB Total Load: TL-Rxn-B= 5181 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 1.32 IN Beam Data: Center Span Length: L2= 18.5 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 18.5 FT Live Load Duration Factor. Cd= 1.00 Live Load Deflect. Criteria: U 480 Total Load Deflect. Criteria: U 360 Center Span Loading: Uniform Load: Live Load: wL-2= 0 PLF Dead Load: wD-2= 235 PLF Beam Self Weight: BSW= 30 PLF Total Load: wT-2= 265 PLF Point Load 1 Live Load: PL1-2= 2869 LB Dead Load: PD1-2= 2600 LB Location(From left end of span): X1-2= 9.25 FT Properties For: 1.9E Microllam-Trus Joist-MacMillan Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2460 PSI Adjustment Factors: Cd=1.00 Cf=0.95 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 36611 FT-LB 9.25 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 5181 LB At right support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 178.56 IN3 S= 283.50 IN3 Area(Shear): Areq= 27.27 IN2 A= 94.50 IN2 Moment of Inertia (Deflection): Ireq= 1658.78 IN4 1= 2551.50 IN4 I I Multi-Loaded Beam[AISC 9th Ed ASD)Ver. 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 11-12-2003: 2:32:47 PM `Protect: FOLEY-Location: (4) 18.5'BEAM@DINING/KIT TRANSITION CANTILEVER(STEEL) Summary: A36 W 10x26 x 18.5 FT Section Adequate By: 33.1% Controlling Factor. Moment of Inertia Center Span Deflections: Dead Load: DLD-Center- 0.31 IN Live Load: LLD-Center- 0.16 IN=U1418 Total Load: TLD-Center- 0.46 IN=U479 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1435 LB Dead Load: DL-Rxn-A= 3714 LB Total Load: TL-Rxn-A= 5149 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 0.88 IN Center Span Right End Reactions(Support B.): Live Load: LL-Rxn-B= 1435 LB Dead Load: DL-Rxn-B= 3714 LB Total Load: TL-Rxn-B= 5149 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 0.88 IN Beam Data: Center Span Length: L2= 18.5 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 18.5 FT Live Load Deflect. Criteria: U 480 Total Load Deflect. Criteria: U 360 Center Span Loading: Uniform Load: Live Load: wL-2= 0 PLF Dead Load: wD-2= 235 PLF Beam Self Weight: BSW= 26 PLF Total Load: wT-2= 261 PLF Point Load 1 Live Load: PL1-2= 2869 LB Dead Load: PD1-2= 2600 LB Location(From left end of span): X1-2= 9.25 FT Properties for: W10x26/A36 Yield Stress: Fy= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 10.33 IN Web Thickness: tw= 0.26 IN Flange Width: bf= 5.77 IN Flange Thickness: tf= 0.44 IN Distance to Web Toe of Fillet: k= 0.88 IN Moment of Inertia About X-X Axis: Ix= 144.00 IN4 Section Modulus About X-X Axis: Sx= 27.90 IN3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.54 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 6.56 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 39.73 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66*Fy: Lc= 6.09 FT Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness Ratio: h/tw= 36.35 Limiting Web Height to Thickness Ratio for Fv=.4*Fy: h/tw-Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison: Controlling Moment: M= 36460 FT-LB 9.25 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Nominal Moment Strength: Mr- 55242 FT-LB Controlling Shear: V= 5149 LB At left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Nominal Shear Strength: Vr- 38676 LB Moment of Inertia(Deflection): Ireq= 108.16 IN4 1= 144.00 IN4 I i Multi-Loaded Beam(99 BOCA National Building Code(97 NDS))Ver: 5.07 By:Archi-Tech Assoc. Inc. , Archi-Tech Assoc. Inc. on: 11-12-2003 : 2:32:55 PM Project:,FOLEY.-Location.(5)3.5'HEADER@DINING/BEDRM HALL OPENING Summary: i1.75 IN x 9.25 IN x 3.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 63.9% Controlling Factor: Area/Depth Required 6.24 In Center Span Deflections: Dead Load: DLD-Center- 0.01 IN Live Load: LLD-Center- 0.01 IN =U3261 Total Load: TLD-Center- 0.02 IN=U1976 Center Span Left End Reactions(Support A).- Live Load: LL-Rxn-A= 1128 LB Dead Load: DL-Rxn-A= 748 LB Total Load: TL-Rxn-A= 1876 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 1.43 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 885 LB Dead Load: DL-Rxn-B= 582 LB Total Load: TL-Rxn-B= 1467 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 1.12 IN Beam Data: Center Span Length: L2= 3.5 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 3.5 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 0 PLF Dead Load: wD-2= 7 PLF Beam Self Weight: BSW= 5 PLF Total Load: wT-2= 13 PLF Point Load 1 Live Load: PL1-2= 1526 LB Dead Load: PD1-2= 954 LB Location(From left end of span): X1-2= 1.75 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 278 PLF Left Dead Load: TRD-Left-1-2= 190 PLF Right Live Load: TRL-Riqht-1-2= 278 PLF Right Dead Load: TRD-Right-1-2= 190 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 1.75 FT Load Length: C-1-2= 1.75 FT Properties For: 1.9E Microllam-Trus Joist-MacMillan Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2694 PSI Adjustment Factors: Cd=1.00 Cf=1.04 Fv': Fv= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 2548 FT-LB 1.75 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 1876 LB At left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 11.35 IN3 S= 24.96 IN3 Area(Shear): Areq= 9.87 IN2 A= 16.19 IN2 Moment of Inertia(Deflection):. Ireq= 17.52 IN4 1= 115.42 IN4 i f Uniformly Loaded Floor Beam[99 BOCA National Buiidinq Code(97 NDS))Ver: 5.07 By:Archi-Tech Assoc_ Inc. ,Archi-Tech Assoc. Inc. on: 11-12-2003: 2:29:20 PM Proiect: FOLEY-Location: (12)6.75'HEADER@SIDE DOOR/PORCH Summary: 1.5 IN x 5.5 IN x 6.75 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate By: 197.5% Controlling Factor.Area/Depth Required 3.04 In Deflections: Dead Load: DLD= 0.06 IN Live Load: LLD= 0.00 IN=U81000000 Total Load: TLD= 0.06 IN =U1464 Reactions(Each End): Live Load: LL-Rxn= 0 LB Dead Load: DL-Rxn= 116 LB Total Load: TL-Rxn= 116 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 0.18 IN Beam Data: Span: L= 6.75 FT Unbraced Lenqth-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 300 Total Load Deflect. Criteria: U 240 Floor Loadinq: Floor Live Load-Side One: LL1= 0.0 PSF Floor Dead Load-Side One: DL1= 10.0 PSF Tributary Width-Side One: TW1= 2.25 FT Floor Live Load-Side Two: LL2= 0.0 PSF Floor Dead Load-Side Two: DL2= 10.0 PSF Tributary Width-Side Two: TW2= 1.0 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loadinq: Beam Total Live Load: wL= 0 PLF Beam Self Weiqht: BSW= 2 PLF Beam Total Dead Load: wD= 35 PLF Total Maximum Load: wT= 35 PLF Properties For:#2-Spruce-Pine-Fir Bendinq Stress: Fb= 875 PSI Shear Stress: Fv= 70 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: Fc_perp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= 1024 PSI Adjustment Factors: Cd=0.90 Cf=1.30 Fv': FV= 63 PSI Adiustment Factors: Cd=0.90 Design Requirements: Controllinq Moment: M= 197 FT-LB 3.375 ft from left support Critical moment created by dead loads only on all span(s). Controllinq Shear: V= 116 LB At support. Critical shear created by dead loads only on all span(s). Comparisons With Required Sections: Section Modulus(Moment): Sreq= 2.30 IN3 S= 7.56 IN3 Area (Shear): Areq= 2.77 IN2 A= 8.25 IN2 Moment of Inertia(Deflection): Ireq= 3.41 IN4 1= 20.80 IN4 i Roof Beam(99 BOCA National Building Code(97 NDS))Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 11-12-2003: 2:29:20 PM Project: FOLEY-Location: (11) 10.75'HIP RAFTER@SCREEN PORCH I Summary: 1.75 IN x 9.25 IN x 10.75 FT (Actual 11 FT) / 1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 69.8% Controlling Factor: Moment of Inertia/Depth Required 7.75 In Span Deflections: Dead Load: DLD-Center- 0.09 IN Live Load: LLD-Center- 0.23 IN= U567 Total Load: TLD-Center- 0.33 IN= U408 Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1187 LB Dead Load: DL-Rxn-A= 444 LB Total Load: TL-Rxn-A= 1631 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 1.19 IN Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 594 LB Dead Load: DL-Rxn-B= 235 LB Total Load: TL-Rxn-B= 829 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 0.60 IN Beam Data: Span: L= 10.75 FT Maximum Unbraced Span: Lu= 0.0 FT Beam End Elevation Diff.: EL= 2.53 FT Pitch Of Roof: RP= 4 : 12 Live Load Deflect. Criteria: U 300 Total Load Deflect. Criteria: U 240 Roof Loading: Roof Live Load-Side One: LL1= 30.0 PSF Roof Dead Load-Side One: DL1= 10.0 PSF Rafter Length (HipNalley)-Side One: RL1= 7.6 FT Tributary Width Based on full span of rafters. Roof Live Load-Side Two: LL2= 30.0 PSF Roof Dead Load-Side Two: DL2= 10.0 PSF Rafter Length(HipNalley)-Side Two: RL2= 7.6 FT Tributary Width Based on full span of rafters.. Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 5 PLF Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 11.04 FT Beam Triangular Live Load Adjusted for Slope: TRL= 305 PLF Beam Triangular Dead Load Adjusted for Slope: TRD= 110 PLF Beam Uniform Dead Load Adjusted for Slope: wD_adj= 5 PLF Properties For: 1.9E Microllam-Trus Joist-MacMillan Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'.(Tension): Fb'= 3098 PSI Adjustment Factors: Cd=1.15 Cf=1.04 Fv': Fv'= 328 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 3324 FT-LB 5.522 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 1557 LB At support. Critical shear created by combining all dead and live loads.. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 12.88 IN3 S= 24.96 IN3 Area (Shear): Areq= 7.13 IN2 A= 16.19 IN2 Moment of Inertia(Deflection): Ireq= 67.96 IN4 l= 115.42 IN4 i i Roof Beam(99 BOCA National Buildinq Code(97 NDS))Ver: 5.07 By:Archi-Tech Assoc. Inc. , Archi-Tech Assoc. Inc. on: 11-12-2003 : 2:30:28 PM Project: FOLEY-Location: (14)21.25'RIDGE BEAM@DIN. RM. Summary: t(2 ) 1.75 IN x 18.0 IN x 21.25 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 45.4% Controllinq Factor: Moment of Inertia/Depth Required 15.89 In Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.35 IN Live Load: LLD= 0.38 IN =U665 Total Load: TLD= 0.73 IN =U349 Reactions(Each End): Live Load: LL-Rxn= 2869 LB Dead Load: DL-Rxn= 2600 LB Total Load: TL-Rxn= 5469 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 2.08 IN Beam Data: Span: L= 21.25 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 9 : 12 Live Load Deflect. Criteria: U 300 Total Load Deflect. Criteria: L/ 240 Roof Loadinq: Roof Live Load-Side One: LL1= 30.0 PSF Roof Dead Load-Side One: DL1= 20.0 PSF Tributary Width-Side One: TW1= 4.5 FT Roof Live Load-Side Two: LL2= 30.0 PSF Roof Dead Load-Side Two: DL2= 20.0 PSF Tributary Width-Side Two: TW2= 4.5 FT Roof Duration Factor: Cd= 1.15 Beam Self Weiqht: BSW= 20 PLF Slope/Pitch Adjusted Lenqths and Loads: Adjusted Beam Lenqth: Ladj= 21.25 FT Beam Uniform Live Load: wL= 270 PLF Beam Uniform Dead Load: wD_adi= 245 PLF Total Uniform Load: wT= 515 PLF Properties For: 1.9E Microllam-Trus Joist-MacMillan Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2830 PSI Adjustment Factors: Cd=1.15 Cf=0.95 FV: Fv= 328 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controllinq Moment: M= 29052 FT-LB 10.625 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 5469 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 123.21 IN3 S= 189.00 IN3 Area (Shear): Areq= 25.03 IN2 A= 63.00 IN2 Moment of Inertia(Deflection): Ireq= 1169.53 IN4 1= 1701.00 IN4 f Combination Roof and Floor Beam(99 BOCA National Building Code(97 NDS)I Ver: 5.07 By: Archi-Tech Assoc. Inc. , Archi-Tech Assoc. Inc. on: 11-12-2003: 2:30:34 PM Project: FOLEY-Location: (1) 10'ROOF VALLEY BEAM@MSTRBD Summary: (2 ) 1.75 IN x 9.25 IN x 10.0 FT /1.9E Microllam-Trus Joist-MacMillan - Section Adequate By: 68.2% Controlling Factor: Section Modulus/Depth Required 7.46 In `Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.14 IN Live Load: LLD= 0.18 IN=U678 Total Load: TLD= 0.31 IN=U382 Reactions(Each End): Live Load: LL-Rxn= 1725 LB Dead Load: DL-Rxn= 1339 LB Total Load: TL-Rxn= 3064 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 1.17 IN Beam Data: Span: L= 10.0 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 200 Roof Loading: Roof Live Load-Side One: RLL1= 30.0 PSF Roof Dead Load-Side One: RDL1= 10.0 PSF Roof Tributary Width-Side One: RTW1= 3.0 FT Roof Live Load-Side Two: RLL2= 30.0 PSF Roof Dead Load-Side Two: RDL2= 10.0 PSF Roof Tributary Width-Side Two: RTW2= 8.5 FT Roof Duration Factor: Cd-roof= 1.15 Floor Loading: Floor Live Load-Side One: FLL1= 0.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 4.5 FT Floor Live Load-Side Two: FLL2= 0.0 PSF Floor Dead Load-Side Two: FDL2= 10.0 PSF Floor Tributary Width-Side Two: FTW2= 5.0 FT Floor Duration Factor: Cd-floor= 1.00 Wall Load: WALL= 0 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 345 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 163 PLF Floor Uniform Live Load: wL-floor- 0 PLF Floor Uniform Dead Load: wD-floor= 95 PLF Beam Self Weight: BSW= 10 PLF Combined Uniform Live Load: wL= 345 PLF Combined Uniform Dead Load: wD= 258 PLF Combined Uniform Total Load: wT= 613 PLF Controlling Total Design Load: wT-cont= 613 PLF Properties For: 1.9E Microllam-Trus Joist-MacMillan Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 3098 PSI Adjustment Factors: Cd=1.15 Cf=1.04 Fd: Fv'= 328 PSI Adjustment Factors: Cd=1.15 Design Requirements.- Controlling Moment: M= 7659 FT-LB 5.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 3064 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 29.67 IN3 S= 49.91 IN3 Area(Shear): Areq= 14.02 IN2 A= 32.38 IN2 Moment of Inertia (Deflection): Ireq= 120.92 IN4 1= 230.84 IN4 I i Combination Roof and Floor Beamf 99 BOCA National Building Code(97 NDS))Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 11-12-2003: 2:30:38 PM Project: FOLEY-Location: (10)6.75'ROOF BEAM@SCREEN PORCH Summary: (2 ) 1.5 IN x 7.25 IN x 6.75 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate By: 9.2% Controlling Factor. Area/Depth Required 6.64 In Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.03 IN Live Load: LLD= 0.08 IN=U1028 Total Load: TLD= 0.11 IN=U730 Reactions(Each End): Live Load: LL-Rxn= 759 LB Dead Load: DL-Rxn= 310 LB Total Load: TL-Rxn= 1069 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 0.84 IN Beam Data: Span: L= 6.75 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 200 Roof Loading: Roof Live Load-Side One: RLL1= 30.0 PSF Roof Dead Load-Side One: RDL1= 10.0 PSF Roof Tributary Width-Side One: RTW1= 7.5 FT Roof Live Load-Side Two: RLL2= 0.0 PSF Roof Dead Load-Side Two: RDL2= 0.0 PSF Roof Tributary Width-Side Two: RTW2= 0.0 FT Roof Duration Factor. Cd-roof= 1.15 Floor Loading: Floor Live Load-Side One: FLL1= 0.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 0.75 FT Floor Live Load-Side Two: FLL2= 0.0 PSF Floor Dead Load-Side Two: FDL2= 0.0 PSF Floor Tributary Width-Side Two: FTW2= 0.0 FT Floor Duration Factor: Cd-floor= 1.00 Wall Load: WALL= 0 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 225 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 79 PLF Floor Uniform Live Load: wL-floor- 0 PLF Floor Uniform Dead Load: wD-floor= 8 PLF Beam Self Weight: BSW= 5 PLF Combined Uniform Live Load: wL= 225 PLF Combined Uniform Dead Load: wD= 87 PLF Combined Uniform Total Load: wT= 317 PLF Controlling Total Design Load: wT-cont= 317 PLF Properties For: #2-Spruce-Pine-Fir Bending Stress: Fb= 875 PSI Shear Stress: Fv= 70 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: Fc perp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= 1208 PSI Adjustment Factors: Cd=1.15 Cf=1.20 Fv: Fv'= 81 PSI Adjustment Factors: Cd=1.15 Design Requirements.- Controlling Moment: M= 1805 FT-LB 3.375 It from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 1069 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 17.93 IN3 S= 26.28 IN3 Area (Shear): Areq= 19.93 IN2 A= 21.75 IN2 Moment of Inertia(Deflection): Ireq= 26.10 IN4 1= 95.27 IN4 i Combination Roof and Floor Beam[99 BOCA National Buildinq Code(97 NDS))Ver: 5.07 By: Archi-Tech Assoc. Inc. , Archi-Tech Assoc. Inc. on: 11-12-2003: 2:30:47 PM 'Proiect: FOLEY-Location: (13)5.25 HEADER@FRONT DOOR Summary: ( 2 ) 1.75 IN x 7.25 IN x 5.25 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 59.1% Controllinq Factor: Area/Depth Required 5.8 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.04 IN Live Load: LLD= 0.07 IN =U895 Total Load: TLD= 0.11 IN =U586 Reactions(Each End): Live Load: LL-Rxn= 2284 LB Dead Load: DL-Rxn= 1202 LB Total Load: TL-Rxn= 3486 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 1.33 IN Beam Data: Span: L= 5.25 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Roof Loadinq: Roof Live Load-Side One: RLL1= 30.0 PSF Roof Dead Load-Side One: RDL1= 10.0 PSF Roof Tributary Width-Side One: RTW1= 12.0 FT Roof Live Load-Side Two: RLL2= 30.0 PSF Roof Dead Load-Side Two: RDL2= 10.0 PSF Roof Tributary Width-Side Two:. RTW2= 4.0 FT Roof Duration Factor: Cd-roof= 1.15 Floor Loadinq: Floor Live Load-Side One: FLL1= 65.0 PSF Floor Dead Load-Side One: FDL1= 20.0 PSF Floor Tributary Width-Side One: FTW1= 6.0 FT Floor Live Load-Side Two: FLL2= 0.0 PSF Floor Dead Load-Side Two: FDL2= 10.0 PSF Floor Tributary Width-Side Two: FTW2= 4.0 FT Floor Duration Factor: Cd-floor= 1.00 Wall Load: WALL= 90 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 480 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 200 PLF Floor Uniform Live Load: wL-floor- 390 PLF Floor Uniform Dead Load: wD-floor- 160 PLF Beam Self Weiqht: BSW= 8 PLF Combined Uniform Live Load: wL= 870 PLF Combined Uniform Dead Load: wD= 360 PLF Combined Uniform Total Load: wT= 1328 PLF Controllinq Total Desiqn Load: wT-cont= 1328 PLF Properties For: 1.9E Microllam-Trus Joist-MacMillan Bendinq Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 3202 PSI Adjustment Factors: Cd=1.15 Cf=1.07 Fv': FV= 328 PSI Adiustment Factors: Cd=1.15 Design Requirements: Controllinq Moment: M= 4575 FT-LB 2.625 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 3486 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 17.15 IN3 S= 30.66 IN3 Area (Shear): Areq= 15.95 IN2 A= 25.38 IN2 Moment of Inertia(Deflection): Ireq= 56.88 IN4 1= 111.15 IN4 i i Combination Roof and Floor Beam(99 BOCA National Building Code(97 NDS))Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 11-12-2003: 2:30:53 PM Project: FOLEY-Location: (17) 12'GARAGE CEILING JOIST Summary: (2 ) 1.75 IN x 9.25 IN x 12.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 73.5% Controlling Factor: Moment of Inertia/Depth Required 7.7 In "Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.21 IN Live Load: LLD= 0.06 IN=U2257 Total Load: TLD= 0.28 IN=U521 Reactions(Each End): Live Load: LL-Rxn= 360 LB Dead Load: DL-Rxn= 1201 LB Total Load: TL-Rxn= 1561 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 0.59 IN Beam Data: Span: L= 12.0 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 j Total Load Deflect. Criteria: U 300 Roof Loading: Roof Live Load-Side One: RLL1= 0.0 PSF Roof Dead Load-Side One: RDL1= 10.0 PSF Roof Tributary Width-Side One: RTW1= 4.0 FT Roof Live Load-Side Two: RLL2= 0.0 PSF Roof Dead Load-Side Two: RDL2= 10.0 PSF Roof Tributary Width-Side Two: RTW2= 8.5 FT Roof Duration Factor: Cd-roof= 1.15 Floor Loading: Floor Live Load-Side One: FLL1= 40.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 0.75 FT Floor Live Load-Side Two: FLL2= 40.0 PSF Floor Dead Load-Side Two: FDL2= 10.0 PSF Floor Tributary Width-Side Two: FTW2= 0.75 FT Floor Duration Factor: Cd-floor= 1.00 Wall Load: WALL= 50 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 0 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 125 PLF Floor Uniform Live Load: wL-floor- 60 PLF Floor Uniform Dead Load: wD-floor= 15 PLF Beam Self Weight: BSW= 10 PLF Combined Uniform Live Load: wL= 60 PLF Combined Uniform Dead Load: wD= 140 PLF Combined Uniform Total Load: wT= 260 PLF Controlling Total Design Load: wT-cont= 260 PLF Properties For: 1.9E Microllam-Trus Joist-MacMillan Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 3098 PSI Adjustment Factors: Cd=1.15 Cf=1.04 Fv': Fv'= 328 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 4682 FT-LB 6.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 1561 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections.- Section Modulus(Moment): Sreq= 18.14 IN3 S= 49.91 IN3 Area(Shear): Areq= 7.14 IN2 A= 32.38 IN2 Moment of Inertia(Deflection): Ireq= 133.05 IN4 1= 230.84 IN4 I i Combination Roof and Floor Beamf 99 BOCA National Building Code(97 NDS))Ver: 5.07 By:Archi-Tech Assoc. Inc. , Archi-Tech Assoc. Inc. on: 11-12-2003: 2:30:59 PM Project: FOLEY-Location: (3) 18.5' BEAM @ EXISTING CANTILEVER Summary: (2 ) 1.75 IN x 14.0 IN x 18.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 32.7% Controlling Factor: Moment of Inertia/Depth Required 12.74 In "Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.18 IN Live Load: LLD= 0.29 IN=U776 Total Load: TLD= 0.46 IN=U478 Reactions(Each End): Live Load: LL-Rxn= 1526 LB Dead Load: DL-Rxn= . 954 LB Total Load: TL-Rxn= 2480 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 0.94 IN Beam Data: Span: L= 18.5 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 480 Total Load Deflect. Criteria: U 360 Roof Loading: Roof Live Load-Side One: RLL1= 30.0 PSF Roof Dead Load-Side One: RDL1= 10.0 PSF Roof Tributary Width-Side One: RTW1= 5.5 FT Roof Live Load-Side Two: RLL2= 0.0 PSF Roof Dead Load-Side Two: RDL2= 0.0 PSF Roof Tributary Width-Side Two: RTW2= 0.0 FT Roof Duration Factor: Cd-roof= 1.15 Floor Loading: Floor Live Load-Side One: FLL1= 0.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 1.0 FT Floor Live Load-Side Two: FLL2= 0.0 PSF Floor Dead Load-Side Two: FDL2= 0.0 PSF Floor Tributary Width-Side Two: FTW2= 0.0 FT Floor Duration Factor. Cd-floor= 1.00 Wall Load: WALL= 0 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 165 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 78 PLF Floor Uniform Live Load: wL-floor- 0 PLF Floor Uniform Dead Load: wD-floor- 10 PLF Beam Self Weight: BSW= 15 PLF Combined Uniform Live Load: wL= 165 PLF Combined Uniform Dead Load: wD= 88 PLF Combined Uniform Total Load: wT= 268 PLF Controlling Total Design Load: wT-cont= 268 PLF Properties For: 1.9E Microllam-Trus Joist-MacMillan Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2928 PSI Adjustment Factors: Cd=1.15 Cf=0.98 Fw: Fv'= 328 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 11469 FT-LB 9.25 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 2480 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 47.01 IN3 S= 114.33 IN3 Area(Shear): Areq= 11.35 IN2 A= 49.00 IN2 Moment of Inertia(Deflection): Ireq= 602.95 IN4 1= 800.33 IN4 I Combination Roof and Floor Beam(99 BOCA National Building Code(97 NDS))Ver: 5.07 By: Archi-Tech Assoc. Inc. , Archi-Tech Assoc. Inc. on: 11-12-2003 : 2:31:05 PM Proiect: FOLEY-Location: (6)8'CEILING BEAM@DINING BUILT-IN Summary: 1.75 IN x 9.25 IN x 8.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 65.8% Controlling Factor: Moment of Inertia/Depth Required 7.82 In Deflections: Dead Load: DLD= 0.07 IN Live Load: LLD= 0.12 IN =U802 Total Load: TLD= 0.19 IN=U497 Reactions(Each End): Live Load: LL-Rxn= 1140 LB Dead Load: DL-Rxn= 698 LB Total Load: TL-Rxn= 1838 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 1.40 IN Beam Data: Span: L= 8.0 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Roof Loading: Roof Live Load-Side One: RLL1= 30.0 PSF Roof Dead Load-Side One: RDL1= 10.0 PSF Roof Tributary Width-Side One: RTW1= 9.5 FT Roof Live Load-Side Two: RLL2= 0.0 PSF Roof Dead Load-Side Two: RDL2= 0.0 PSF Roof Tributary Width-Side Two: RTW2= 0.0 FT Roof Duration Factor: Cd-roof= 1.15 Floor Loading: Floor Live Load-Side One: FLL1= 0.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 0.75 FT Floor Live Load-Side Two: FLL2= 0.0 PSF Floor Dead Load-Side Two: FDL2= 10.0 PSF Floor Tributary Width-Side Two: FTW2= 2.75 FT Floor Duration Factor. Cd-floor= 1.00 Wall Load: WALL= 0 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 285 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 134 PLF Floor Uniform Live Load: wL-floor- 0 PLF Floor Uniform Dead Load: wD-floor- 35 PLF Beam Self Weight: BSW= 5 PLF Combined Uniform Live Load: wL= 285 PLF Combined Uniform Dead Load: wD= 169 PLF Combined Uniform Total Load: wT= 459 PLF Controlling Total Design Load: wT-cont= 459 PLF Properties For: 1.9E Microllam-Trus Joist-MacMillan Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain:. Fc perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 3098 PSI Adjustment Factors: Cd=1.15 Cf=1.04 FV: FV= 328 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 3675 FT-LB 4.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 1838 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 14.24 IN3 S= 24.96 IN3 Area(Shear): Areq= 8.41 IN2 A= 16.19 IN2 Moment of Inertia(Deflection): Ireq= 69.63 IN4 1= 115.42 IN4 i Combination Roof and Floor Beam[99 BOCA National Building Code(97 NDS))Ver. 5.07 By:Archi-Tech Assoc. Inc. , Archi-Tech Assoc. Inc. on: 11-12-2003 : 2:31:10 PM .Project: FOLEY-Location: (7)6.25'HEADER@DIN./FAM.OPENING Summary: 1.75 IN x 7.25 IN x 6.25 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 37.6% Controlling Factor: Moment of Inertia/Depth Required 6.52 In Deflections: Dead Load: DLD= 0.08 IN Live Load: LLD= 0.10 IN =U750 Total Load: TLD= 0.18 IN =U413 Reactions(Each End): Live Load: LL-Rxn= 961 LB Dead Load: DL-Rxn= 786 LB Total Load: TL-Rxn= 1747 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 1.33 IN Beam Data: Span: L= 6.25 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Roof Loading: Roof Live Load-Side One: RLL1= 30.0 PSF Roof Dead Load-Side One: RDL1= 10.0 PSF Roof Tributary Width-Side One: RTW1= 9.5 FT Roof Live Load-Side Two: RLL2= 30.0 PSF Roof Dead Load-Side Two: RDL2= 10.0 PSF Roof Tributary Width-Side Two: RTW2= 0.75 FT Roof Duration Factor: Cd-roof= 1.15 Floor Loading: Floor Live Load-Side One: FLL1= 0.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 2.75 FT Floor Live Load-Side Two: FLL2= 0.0 PSF Floor Dead Load-Side Two: FDL2= 0.0 PSF Floor Tributary Width-Side Two: FTW2= 0.0 FT Floor Duration Factor. Cd-floor- 1.00 Wall Load: WALL= 75 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 308 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 145 PLF Floor Uniform Live Load: wL-floor- 0 PLF Floor Uniform Dead Load: wD-floor- 28 PLF Beam Self Weight: BSW= 4 PLF Combined Uniform Live Load: wL= 308 PLF Combined Uniform Dead Load: wD= 172 PLF Combined Uniform Total Load: wT= 559 PLF Controlling Total Design Load: wT-cont= 559 PLF Properties For: 1.9E Microllam-Trus Joist-MacMillan Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 3202 PSI Adjustment Factors: Cd=1.15 Cf=1.07 Fv': Fv'= 328 PSI Adiustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 2729 FT-LB 3.125 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 1747 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 10.23 IN3 S= 15.33 IN3 Area(Shear): Areq= 7.99 IN2 A= 12.69 IN2 Moment of Inertia(Deflection): Ireq= 40.39 IN4 1= 55.57 IN4 i Combination Roof and Floor Beam[99 BOCA National Building Code(97 NDS))Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 11-12-2003 : 2:31:16 PM Proiect: FOLEY-Location: (9)6.75'ROOF BEAM@SCREEN PORCH Summary: (2 ) 1.5 IN x 7.25 IN x 6.75 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate By: 52.0% Controlling Factor: Area/Depth Required 5.08 In Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.04 IN Live Load: LLD= 0.04 IN =U1987 Total Load: TLD= 0.08 IN =U1016 Reactions(Each End): Live Load: LL-Rxn= 393 LB Dead Load: DL-Rxn= 375 LB Total Load: TL-Rxn= 768 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 0.60 IN Beam Data: Span: L= 6.75 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 200 Roof Loading: Roof Live Load-Side One: RLL1= 30.0 PSF Roof Dead Load-Side One: RDL1= 10.0 PSF Roof Tributary Width-Side One: RTW1= 3.88 FT Roof Live Load-Side Two: RLL2= 0.0 PSF Roof Dead Load-Side Two: RDL2= 0.0 PSF Roof Tributary Width-Side Two: RTW2= 0.0 FT Roof Duration Factor: Cd-roof= 1.15 Floor Loading: Floor Live Load-Side One: FLL1= 0.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 6.5 FT Floor Live Load-Side Two: FLL2= 0.0 PSF Floor Dead Load-Side Two: FDL2= 0.0 PSF Floor Tributary Width-Side Two: FTW2= 0.0 FT Floor Duration Factor: Cd-floor= 1.00 Wall Load: WALL= 0 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 116 PLF Roof Uniform Dead Load (Adjusted for roof pitch): wD-roof= 41 PLF Floor Uniform Live Load: wL-floor- 0 PLF Floor Uniform Dead Load: wD-floor- 65 PLF Beam Self Weight: BSW= 5 PLF Combined Uniform Live Load: wL= 116 PLF Combined Uniform Dead Load: wD= 106 PLF Combined Uniform Total Load: wT= 228 PLF Controlling Total Design Load: wT-cont= 228 PLF Properties For:#2-Spruce-Pine-Fir Bending Stress: Fb= 875 PSI Shear Stress: Fv= 70 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: Fc_perp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= 1208 PSI Adjustment Factors: Cd=1.15 Cf=1.20 Fv': Fv'= 81 PSI � Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 1296 FT-LB 3.375 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 768 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 12.88 IN3 S= 26.28 IN3 Area(Shear): Areq= 14.31 IN2 A= 21.75 IN2 Moment of Inertia(Deflection): Ireq= 18.75 IN4 1= 95.27 IN4 i Multi-Loaded Beam[AISC 9th Ed ASD 1 Ver: 5.07 By:Archi-Tech Assoc. Inc. , Archi-Tech Assoc. Inc. on: 11-12-2003: 2:31:22 PM 'Protect: FOLEY-Location: (15) 12'GARAGE BEAM Summary: A36 W8x18 x 12.0 FT Section Adequate By: 44.5% Controlling Factor: Moment Center Span Deflections: Dead Load: DLD-Center- 0.10 IN Live Load: LLD-Center- 0.13 IN= U1094 Total Load: TLD-Center- 0.24 IN=U611 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1460 LB Dead Load: DL-Rxn-A= 1329 LB Total Load: TL-Rxn-A= 2789 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 0.75 IN Center Span Right End Reactions(Support B_): Live Load: LL-Rxn-B= 4021 LB Dead Load: DL-Rxn-B= 3081 LB Total Load: TL-Rxn-B= 7102 LB Bearing Length Required(Beam only,.Support capacity not checked): BL-B= 0.75 IN Beam Data: Center Span Length: L2= 12.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 12.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 30 PLF Dead Load: wD-2= 58 PLF Beam Self Weight: BSW= 18 PLF Total Load: wT-2= 106 PLF Point Load 1 Live Load: PL1-2= 5121 LB Dead Load: PD1-2= 3504 LB Location(From left end of span): X1-2 9.0 FT Properties for: W8x18/A36 Yield Stress: Fy= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 8.14 IN Web Thickness: tw= 0.23 IN Flange Width: bf= 5.25 IN Flange Thickness: tf= 0.33 IN Distance to Web Toe of Fillet: k= 0.75 IN Moment of Inertia About X-X Axis: Ix= 61.90 IN4 Section Modulus About X-X Axis: Sx= 15.20 IN3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.39 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 7.95 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 35.39 Allowable Web Buckling Ratio:, AWBR= 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66•Fy: Lc= 5.54 FT Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness Ratio: h/tw= 32.52 Limiting Web Height to Thickness Ratio for Fv=.4'Fy: h/tw-Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison: Controlling Moment: M= 20831 FT-LB 9.0 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Nominal Moment Strength: Mr= 30096 FT-LB Controlling Shear: V= 7102 LB At right support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Nominal Shear Strength: Vr- 26960 LB Moment of Inertia (Deflection): Ireq= 30.41 IN4 1= 61.90 IN4 I Multi-Loaded Beam[AISC 9th Ed ASD)Ver: 5.07 BY: Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 11-12-2003: 2:31:27 PM Protect: FOLEY-Location: (16)24.5'GARAGE BEAM Summary: A36 W 12x45 x 24.5 FT Section Adequate By: 26.4% Controlling Factor: Moment of Inertia Center Span Deflections: Dead Load: DLD-Center- 0.29 IN Live Load: LLD-Center- 0.48 IN =U611 Total Load: TLD-Center- 0.78 IN=U379 Center Span Left End Reactions(Support A).- Live Load: LL-Rxn-A= 7039 LB Dead Load: DL-Rxn-A= 3611 LB Total Load: TL-Rxn-A= 10650 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 1.25 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 6901 LB Dead Load: DL-Rxn-B= 4163 LB Total Load: TL-Rxn-B= 11064 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 1.25 IN Beam Data: Center Span Length: L2= 24.5 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 24.5 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 480 PLF Dead Load: wD-2= 120 PLF Beam Self Weight: BSW= 45 PLF Total Load: wT-2= 645 PLF Point Load 1 Live Load: PL1-2= 1460 LB Dead Load: PD1-2= 1329 LB Location(From left end of span): X1-2= 8.75 FT Point Load 2 Live Load: PL2-2= 720 LB Dead Load: PD2-2= 2402 LB Location(From left end of span): X2-2= 17.0 FT Properties for: W12x45/A36 Yield Stress: Fv= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 12.06 IN Web Thickness: tw= 0.34 IN Flange Width: bf= 8.05 IN Flange Thickness: tf= 0.57 IN Distance to Web Toe of Fillet: k= 1.25 IN Moment of Inertia About X-X Axis: Ix-- 350.00 IN4 Section Modulus About X-X Axis: Sx= 58.10 IN3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 2.15 IN Design Properties per AISC Steel Construction,Manual: Flange Buckling Ratio: FBR= 7.00 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 36.00 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66•Fy: Lc= 8.49 FT Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness Ratio: h/tw--- 32.57 Limiting Web'Height to Thickness Ratio for Fv=.4'Fy: h/tw-Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison: Controlling Moment: M= 72305 FT-LB 12.25 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Nominal Moment Strength: Mr- 115038 FT-LB Controlling Shear: V= 11064 LB At right support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Nominal Shear Strength: Vr- 58177 , LB Moment of Inertia(Deflection): Ireq= 276.87 IN4 1= 350.00 IN4 r .. G /........... �/ 7 Assessor's map and lot number .. !.? ,:.. ( e )' / J...... 6 THE Qv Sewage Permit number CQ�..���.��":............................. Z BARNSTABLE, i House number ............. 0..........................., 9�. 11AB6 � t py t639.. 00 tT 'F0 MAY p\ TOWN OF BARN-STABLE BUILDING INSPECTOR ` APPLICATION FOR PERMIT TO ( ax.5: a ?r7.4 v ! i� 4 F�ti�......11 e/l/11, ...........................I.................. TYPE OF CONSTRUCTION ....... F 2�i ul ................ ....-. . 7............19�.. TO THE INSPECTOR OF BUILDINGS: The undersigned hereby applies for a permit according to the following information: Location . .............. 1. ../ ........ �1�; 1.! ilve..?....... .! ....... .7..7/............... ... ProposedUse ............................................................................................................................................................................. Zoning District .............................Fire District. ................... -/ . ^f, Name of Owner /`� (fir t.S.../Y�� /,�� u5; Address �`��..6 1i+.�.:�. �5.......tCt,►[�S Scs�<...y...!.... ......... Rl. tP... Name of Builder A !'..!......./I .....................Address / c Nameof Architect .................................................................Address .............................. :!u. ....................................... Number of Rooms .............................................Foundation .. X 2.4 1- cf�Y� 4LL ................................. ................... ... Exterior ,,!C.......�...........�¢L� FCc... YY30�4►...rl....Roofin �� c ........ >6G/' f r ' g ................ ...v............................................................ Floors . .....................................Interiore4�.,45-r,�.yr e 5# 4 C- L.o c¢ .................................... Heating ............. .. .:...... ...................................Plumbing .? e_- f ................................................. Fireplace ..:........... .................................................................Approximate Cost ............ . , �J ................................. Definitive Plan Approved by Planning Board -----------_______-----------19_ . Area ......../� .`t. ........ ...." s Diagram of Lot and Building with Dimensions Fee �., :............... ........... SUBJECT TO APPROVAL OF BOARD OF HEALTH i f, 9 J,A 4 i I hereby agree to conform to all the Rules and Regulations of the Town of Barnstable regarding the above construction. Name• ! („. !�<c. !� r�V S Ire Roberts Realty A=38~27 � � No21523 Permit ^_ ..^ _. .. . —'`�--- --..— _'--__'~= . ' --------------------------. ' Location ......lot...#q..... 2O..C�o'.��.3�����u�..8d� ___.___________..CotQit_______.. ` ~ Owner ----' -~ � ` Type of [o i � � ' - ` � ......................... . Plot Lot . � ° Permit � } ' G,o _ .� . uo*, of mupuc .m. - � uo,e Completed � - . � � ' __.. — lA .................../PERI,/RE ---------. —..--.. '-----------------' --------'----'' -------: ----.----~--.—.-.--.. Approved ` ................................................ lg ` � - ` ...............................................,..................,.........' � � ------------------.----.--- ` - _ �yo �l 11 TOWN OF BARNSTABLE Permit No 1q7,4 ' $ Building Inspector .saasnam n. Cash -—�- 16 °"`"~ OCCUPANCY PERMIT Bond z 2 No building nor structure shall be erected, and no land, building or structure shall be used for a new, different, changed,'or enlarged use without a Building Permit,therefor first having been obtained from the Building Inspector.-No building shall be occupied until a certificate of occupancy has been issued by the Building Inspector." Issued to Address Roberts 1"treal;bu Trust Lot Act rAr it SaM=drr114 Rti Cni- i 17 Wiring Inspector `f Inspection date.. ,p Plumbin g Ease ctoi fy`+ ,A ,{j J }, rr Inspection date tnRre pe �M N Gas Inspector Inspection date sa`Engineering Department - E Inspection date THIS PERMIT WILL NOT BE VALID, AND THE BUILDING SHALL NOT BE OCCUPIED UNTIL SIGNED BY THE BUILDING INSPECTOR UPON SATISFACTORY COMPLIANCE WITH TOWN REQUIREMENTS. Building Inspector f 36 Kingston Road Nwwton,Massachusetts 0216Z Town of Barnstable Building Inspector To Whom It May Concern: This is to certify that I am purchasing the land and dwelling house thereon located, at Lot #9, Captain Samadras Road, Cotuit, Barnstable County, Massachusetts. I have agreed with the developer of the property, Roberts Realty Trust, that in consideration for a credit against the purchase price of said land and house, the developers shalZ be relieved from erecting a wooden deck at the rear of the dwelling house. I plan to erect a wooden deck in the rear of the dwelling house during the Summer of Z980. AVertruZy yo��4 o Corrmcnweeah of Then person➢y 6y.X; ar and acknowicjjw-6;i.e fcr insirurnc.t to be his free act a::d dceJ before mc, Robert J. Cunningham, Notary Public 'kY COXWMssiodl Expires April 4, 100 s P ,. p Real bob cunningham, REALTOR 4 6 (�e 56 MAIN STREET RT. 3A F 7oZoo � /30�1r.'o' S KINGSTON, MA 02364 Relocation Assistance Anywhere! O i i I I ®. r l . I rl � J I -4i �# gpyC(CFt ' 7-p; zu ED 1!07L)t 66 t CMVTtl=Y Tt4A7 T14G 5t40,tiJj .l _ PLAN RE, E1;��crE N> .ZGcst-I GcwWLVS W ITN THE SIL)E Li"& ,auD SET0,ACV VeQUI2EMt,c1.WTS of T N€:, Lor 1 DA T C I2 14^._:Q XTGtZ . IJYF-- :IQr— RcGts rcl; v t.At t 6ijeVaYalza 01,4 fltJ US'�Et:Vlt_l.G c� �14�4SS. 1t.1:�,rLt.i�vil't.i� 5����.-r �- 'T.ae` oF�S�_e'tiyt•lue�I.� • f�iCi i' L i.,5U D 'i c> D a T C kZAA t e.l t- Lo C" 1 1�•!i_S - � i (VQQIJ64AA-_ Assessor'stmap and lot number , Q,..-. ..7...� °.' (.7�1 , �C�' 7 �F TH E t0 Sewage Permit number ......7......:/... ......................:...... Soft BVWM wi d� o� '�M STABLE, i House number `7,AUM a WITH TITLE TOWN OF BARN IA` �' ' ` Ca�� o BUILDING INSPECTOR APPLICATION FOR PERMIT TO .5..�-4.iz$T. vc`J U t l t�` l i �J- GveO`1 u�........ TYPE OF CONSTRUCTION ...... do� F2�WC ....................................................................................... ....-....7.............. TO THE INSPECTOR OF BUILDINGS: The undersigned hereby applies for a per,m{itt according to the following information: Locationr..141-7.'7)..............(, ?io..//..6!.......... 10U ......� �. ...-.... Tv .............. ... ProposedUse ............................................................................................................................................................................. ZoningDistrict ........................................................................Fire District .............. a.-L.1..1........................................... Name of Owner ,5...Z a ...; s5:-..........Address ..�..A/./if!4!.1�........(n.... ....���5....�f...,�. .... a.... Name of Builder /r`c,4G'.✓. ..../ V.X. .....G....................Address ..........................cs:-4�.-e........................................ , C Nameof Architect ..................................................................Address ......................... ....................................... Number of Rooms ................. . .............................................Foundation ......�.q tz r16 ALL ............................................................... Exierior �tj6�,d ��! KfLt PC'L44t 60.0.m 0....Roofing ' Floors ................................. Interior7 fiu co�'� Heating O ...............Plumbing .......... r O ....W..............`-................... .U..e .......... ....f'�'E /� Fireplace ..............�.................................................................Approximate Cost ............`T..�.....®d...............................� Definitive Plan Approved by Planning Board -----------_______-----------19_______. Area ........1...�..7:.0 4.l.. ......... . Diagram of Lot and Building with Dimensions Fee S9 ?S ............ .............. SUBJECT TO APPROVAL OF BOARD OF HEALTH � QNQ• 6 � ;w I hereby agree to conform to all the Rules and Regulations of the Town of Barnstable regarding the above construction. �. Roberts Realty Trust . ' /21523 t�r6 perm� for 2 /gtdrn ����I' —..r.--. --. ',�^.. �ug ^ / . -AV ` �------. ---.. -----. ` �� -----� -- ~, Lot # ' ' ' ' Location ------��.���..��.����d�Wa. Ib�, ' . � Cotuit � ----------.---------------. ' . Owner _.._.Bo�erta_B�� .............. ` - ~ Type of Construction --..�PAM#.-------. _ ~ ' --------------------------. ' v . Plot ............................ Lot ----------- . '. ° ~ � Permit Granted .................}ul.y....30......1p 79 ' ' ' Date of Inspection ----. —'�---lg ' ° ] y~� �� ^��. Doh* Completed ./�f�-���.cv«-----.]g � _ PERM0[ REFUSED � lA ` ' . _ ^ ' r ---. Q� —''r----------------'' ................................... ................... ' . ---'' ---�— (. . Approv"d -_------------. lA --------------..------..---.. � ~ ' ` . ' --^---------------------^'—^' ' ^ . Proposed Additions in Cotuit, MA. Prepared For : John F. Foley Assessor's Map : 38 Parcel : 27 Baxter, Nye & Hoimgren, Inc. Community Panel Number : 250001 0018 D Registered Professional F.I.R.M. Map Zone : C I Engineers and Land Surveyors Plan Reference : Lot 9 ® L. C. Plan 34623E (1 of 4) 812 Main Street Certificate of Title: 80,297 Osterville, MA., 02655 Phone - (508) 428-9131 Fax - (508)-428-3750 Owner : John F. Foley Job Number. 2003-049 Scale : 1" = 30' Date : 10/1/2003 i N/F TOWN OF BARNSTABLE LEGEND & ABBREVIATIONS ® CATCH BASIN L1 STAKE SET N/F LUFF 0 CB DH i'�� CB EOP EDGE OF PAVEMENT N 2g.gg'/f1ELI FN '"16p,00 CCB CAPE COD BERM 3 1 Q o CB o CONCRETE BOUND FND FOUND 32�,04 LEACH PIT RET. RETAINING 9 A 94.8 6.5T4 N 10 ,g1A ! 0 WOODED M M � � `� M �5.p9'10 N w 2 D-BOX N/F UYENOYAMA 93,4 `93�6 RELO ATE SEPTIC TANK TBM: CB DH FND EL. = 87.78' o N 2.9 2�96 DATUM: ASSUMED A' PROPOSED 36�•0 ADDITION ;TOXJb'TING, 25..0 4 N J / 87.2 _88 ' _ _ �k �R� N, ooq i WOODED 87.3 4 ' ,iit� L> l�i�j Y N o �1N00[7lFIK' fr IC P f0 E REMOVE .�a�`f1�LCNC k K x 2.8 v' N/F NYE PARCEL AREA 87.3 22,000f SQ. FT. �I J sr , . ' k -` �. ROPE ED 0.51 t ACRES i TIME RE T�� , ( < 92.6 i9u' 'L W L adL �e� 87.6 6 TONE WAL � 91.2 86.4 '� 87,2` `Ei0.4 91, WOODED / `� STONE � 89, ✓w N/F RBS NOMINEE TRUST ``' ; 8816 100.83' O� v T 871 � / _ 9,6 5--, 7'44'3 175.83' D 7" Po (Z�) 89.4 EP CCB - 93.0 Be. 89.3 90.7 88.5 00 ' 87.7 G �ry g6.8 �e Ap' N s AMADRUs' ROAD LE WIDTH VARIAB . V. °o o° o• Q/ N 87'44'37" .E 177.60 TD 1 67 60' 110.00' APPROXIMATE LOCATION OF 00 LITTLE RIVER PER BARNSTABLE GIS I 1 I °0 NOTES: ZONING DISTRICT: RF iv FRONT SETBACK: 30' c I; SIDE & REAR SETBACKS: 15' IM W ' FRONTAGE: 150' ' cc ' b !1) OVERLAY DISTRICTS: o RPOD: RESOURCE PROTECTION OVERLAY DISTRICT (n c 06 AP: AQUIFER PROTECTION Mon z SEPTIC TANK LOCATED IN FIELD. DISTRIBUTION BOX AND LEACH FIELD LOCATIONS PER INSTALLER'S CARD; PERMIT #79-408 D{ AN I I CERTIFY THAT TO THE BEST OF MY KNOWLEDGE THE EXISTING FOUNDATION SHOWN HEREON IS IN COMPLIANCE WITH THE APPLICABLE BARNSTABLE ZONING DISTRICT SIDELINE JON AND SETBACK REQUIREMENTS, IS LOCATED IN RELATION TO THE MONUMENTS LIS ) i I I N SHO AND IS NOT LOCATED WITHIN A SPECIAL FLOOD HAZARD AREA. 0 2D83ti I O -OIL-O� Est �ECIS1 io-04•o3 GISTERE PROFESSIONAL LAND SURVEYOR DATE dwg a06PM V. 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A.y—'neratw- 9 repr d ti-w a t,Wt-of lw I--pbe weroW the&W— L aten co—d d Awn-Tech 6 mohempi mtr,O.76 tel-608-420-6536 SECOND FLOOR PLAN ',.°'-,ft•"°"""'� aotult,rna 02636 Psx-608-420-6304 IN7lX70!ti0'1 N< g8 0 \ z -a --_=- 14L, � m n -__- > — o rEm r m \ T m —_-- r �° m z D z t t3 IL --------------------- --------------- Ll I *9"FOR PERMIT NtA*TCN AzxiWeq K.b� ! : 2 f 2 4 E @ ADDITIONS d ALTERATIONS TO THE e.pewyreurvee ur< Iqi EOLE,r RESIDENCE °� "°^na<,�a' ARCHI—TECH A550CIATE5 �fpl�fycotectanerdw�,t COrc<4cIfG+'°yantfotltwn Of 0 1 20 CAPTAIN SAMADRUS RD. nt�< torNwT� �rchlt�Gtural daeigrt. ir�c_ COTUIT, MASSAGHUSETTS m;a o�; �a crop 111 on these C a-- soFlool etrbet t01-508-420-5335 hqs M,OII be Ixavo/�l t0 the alferlbn of ArUFT p'A o th.e. 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