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Home My WebLink About0471 HUCKINS NECK ROAD j E /V Ce, /p/l/f rl!�e- as(3 Air V71 �� c : Ce,��41ale- 03 _N .row as yy astable *Permit# ✓ Expires 6 months from issue date 9rV1CeS Fee actor 1S10II � � g Conunissionec' s,MA 02601 f `� le.ma.us 508-790_-623 ID 0 t j RESENTIAL ONLY ,�', ` i�l�! ~� ress Imprint -1 P r of$35.60 for work under$6000.00 �{ 4 Telephone Number S' 4 < Email: t - TOWN OF BARNSTABLE BUILDING PERMIT APPLICATION Map Parcel `' lication# cXQ6J �5-1&2 Health Division mat- t-4�giJ 3 9& PA � ; Conservation Division T l�� WAi � _ Permit# p - Tax Collector ,Date Issued A&_"`� Treasurer Application Fee 0 Planning Dept. Permit Fee Z 0,60 Date Definitive Plan Approved by Planning Board + ° Historic-OKH Preservation/Hyannis Project Street Address Village �, n�,f�`�2 Owner (,,V.X6 Address &Ckrhs e9&,L Telephone q 13 3 �g Permit Request 1� c c'-�c, ' �n C"S �' Abu ca'VjT l IL'(i, Q 7� l ek A GG o JV Square feet:1 st floor:existing 16 proposed 2nd floor:existing proposed ?J� Total new 13 Zoning District Flood Plain r Groundwater Overlay :.. ' Project Valuation$� Construction Type - Lot Size, Grandfathered: ❑Yes ❑No If yes, attach supporting documentation. Ilk Dwelling Type: Single Family gr�_ Two Family ❑ Multi-Family(#units) Age of Existing Structure 14 D Historic House: ❑Yes U1,ITb_ On Old King's Highway: ❑Yes Basement Type: ❑Full ❑Crawl 0 Walkout ❑Other Basement Finished Area(sq.ft.) Basement Unfinished Area(sq.ft) . Number of Baths: Full:existing new _ Half:existing _ new �-- r- Number of Bedrooms: existing_ new — Total Room Count(not including baths):existing new First Floor Room Count A f" �Er t3s Heat Type and Fuel: M Gas ❑Oil ❑Electric ❑Other R Central Air: BTe—s ❑No Fireplaces: Existing _ New J Existing wood/coal stove: ❑Yes 01-Ifo Detached garage:❑existing ❑new size Pool:❑existing ❑new size Barn:❑existing ❑new size Attached garage:a e isting ❑new size 'la Shed:❑existing ❑new size Other: Zoning Board of Appeals Authorization ❑ Appeal# Recorded❑ Commercial_ O:Yes 2<o_ If yes,.site plan-review# Current Use "'h Proposed Use : Gang BUILDER INFORMATION Name JAo i z YqB k U Telephone Number Address U7 (, ekc ®Aks Di, License# 0(49 A ASS 6a 3(o G Home Improvement Contractor# /0 3 7$S Worker's Compensation# ALL CONSTRUCTION DEBRIS RESULTING FROM THIS PROJECT WILL BETAKEN TO SIGNATURE DATE /��® FOR OFFICIAL USE ONLY PERMIT NO. DATE ISSUED MAP/PARCEL NO. ADDRESS VILLAGE . t. OWNER ' DATE OF INSPECTION: FOUNDATION FRAME INSULATION FIREPLACE ELECTRICAL: ROUGH FINAL PLUMBING: ROUGH FINAL GAS: ROUGH FINAL FINALBUILDING f��1 Qk �il7/b-7 DATE CLOSED OUT ASSOCIATION PLAN NO. Aug- 14-06 08:07A P_02 A R C H I - T E C H I 0%dwul stfeEt t ,ur.42r0.5335 f 508,"?o.;M4 MINA S S U C I i1 T I: 5 tutuil,in 02535 e i�,ta aichitech<�s:oriatr�..cam tr, lrilct;� r : i rie ,iyn August 14.2005 Mr.Jeffrey Lauzon Town of Barnstable Building Department 200 Main Street Hyannis,MA 02601 Re: Framing InSpeet6on,Smith Residence 471 Huckins Neck Road,Centerville, MA Dear Mr.l auzon, An inspection Was made on the above referenced project on August 12,2006, We inspected Tile 2 x 6 cantileverod deck and the framing at the landing to the Master Bedroom.. We, checked the calculations and framing conditions. Wz are satisfied that the framing is in c'omK�liance with existing Construction Documents,and that these conditions are structurally sound. It also meets the intent of the criteria in 180 CMR Sixth Addition. Thank YOU for your attention in this matter, � i Yours. r I , •t`T 1 73 7As ` T' tlrchitechaSSDClairS.f.t)r11' •�^�^� Aug- 14-06 08:06A P_01 U ARCHI —'TFI I 6 school street t 508,420.5335 i 508.424.5304 ImASSOCIATE S cotuit,ma 02635 a info@archi tech assoclates,cum arch i t e c t u r a l design arehi tech a550ci ate S.COM TRANSMITTAL I)alc: August 14,2006 ❑Urop-off I_)Pick-up n N1,0l n Overnighl. To: Mr.JeftreyLrauzon,Building Inspector —_ F,lx 508-790-6230 _ Pales 2____ O Other _. ......... Regarding:_Smith Residence-471 Huckins Neck Road,Centerville,MA Remarks From: TimothyLufl: fL _ _ m � . T b , . JIMJECT CAM kbM(-- ?ME1 2$, RA QA\L 2x G t ►� i , Cl�� 1,3s 3�►� �Z,�S) � , 10�1�b � J � (L3Y353)IL'l,S(q,ZS') ^n D 2 z 1 (3.1 5 fo�� -5(0� 00/ 3 12 12;�i e c .��✓ - ss °sF o S��o 29 0 J REG15��Q pROFESS1GNPy IMNRY J. BISHOP & SON Engineering Consultants 1-508-328-5544 FAX 947-1485 . Aug- 18-06 O7 :37A P.01 ARCH[ I -TECHI G school street t 508,410,5335 f 508.470,5304 fl S S 0 (' ( A T E S.5 COW It,ma G2635 a infoaarchitecrassociates.com. a r c h i t e c t v r a I d e s i g n arch iteeh associates,rom TRANSMITTAL. !);,tc: August 18,2006 _ Cl Drop-off FI Pi�:k-up ❑ Wil Ll Overnight To: Tom Perry and Jeff Lauzon Fax 508.790-6230 Pares Reganlirig: Smith Residence-471 Huckins Neck Road,Centerville,MA Remark% Please f ind the attached calculations and stamp for tfie 2 x 6 cantilevered deck at the address above. Ward copy to follow. Front: Tim Luff I Aug-18-06 07: 37A P.02 AUC-17-06 06:48 PM P. 91 uKl�k k.P4 1,. 1 Y W J it moo 2y,160 f Iti2d� R I � yy'' 1 laic- 2� ► ' x 44, 14 ' 510 1 C 1 5 �. ci ri 1, . �I: 1 a w � ROFEss10ti ;I f J. I SKOP f� tl 508-32845544 SAX 941-1485 1. �I The Town of Barnstable BARASS- E. MASS. p` Department of Health Safety and Environmental Services V 0 i639. ♦0 �rFOMAyA Building Division 200 Main Street,Hyannis,MA 02601 Office: 508-862-4038 Fax: 508-790-6230 Inspection Correction Notice Type of Inspection Location t17 014 c(<-;,As Io e ck 94 Permit Number Owner Builder One notice to remain on job site,one notice on file in Building Department. The following items need correcting: 8 Z U tt �f —Y�i rWcx.v )a , ,A, Ca., a. Pd a �Ir"ZLI 6Y4 LI tt ii / // / t rw Uv� Cup. '\``4e�er cc� �,f-p -eJV (If-55 -t'n��► ' p ( B &ttr Please call: 508-862-40--3.8for re-inspection. Inspected by U, Date? y 10 0 � ' °Ft►+erq,,� Town of Barnstable Regulatory Services i 7 B"M'�LF ' Thomas F. Geiler,Director iOIEpA�� Building Division Thomas Perry, CBO,Building Commissioner 200 Main Street, Hyannis,MA 02601 www.town.barnstable.maxs Office: 508-862-4038 Fax: 508-790-6230 PLAN REVIEW Owner: Map/Parcel: .2-.3 3 0`f y Project Address y71 A,�JokLg O eck -d Builder: The following items were noted on reviewing: (1) N CF D D Ar 1, 1--c t 2 `` i tC ' �� 4o 4 0- Cc.w.�"M 5 Or C- +tip s i Reviewed by: Date: Yl241D ill�p(e Q:Forms:Plnrvw The Commonwealth ofMassachusetts Department oflndustrial Accidents Office of Investigations ' a 600(Washington Street Boston,MA 02111 wrvw.thas&gov/dia Workers' Compensation Insurance Affidavit: Bui]ders/Contractors/Electricians/Plumbers Applicant Information Please Print.Legibly Name (Business/organization/individual): 1)&u 1)D )4 t13►2L Address:_ q7 (fee)k-(- e,4-1c5 1) E City/State/Zip:_�l,�v"oVA ' s5 Oa360 Phone#: 8aie 35-?G,g Are you an employer? Check the-appropriate box: Type of project(required): 1.❑ I am a employer with 6' 4. ❑ I am a general contractor and I 6, ❑New construction employees(full and/or part time).T have hired the sub-contractors 2.0 I am a sole proprietor or parnler- listed on the attached sheet $ [ Remodeling ship and have no employees These sub-contractors have 8: ❑ Demolition working for me in any capacity. workers' comp,insurance. g, ❑ Budding addition [No workers' comp,insurance 5. ❑ We are a corporation and its 10.[1 ElectricalTepairs or additions required.] officers have exercised their 3.❑ I am a homeowner doing all work right of exemption per MGL 11-❑ Plumbing repairs or additions myself.[No workers' comp. c. 152,§1(4),and we have no 12,❑ Roof repairs insurance required.] t . employees. (No workers' 13.0 Other comp.insurance required.] *Any applicant that checks box#1 must also fill out the section below showing their workers'compensation policy information' t Homeowners who submit this affidavit indicating they are doing all work and then hire outside contractors must submit a new affidavit indicating such tContractors that check this box must attached an additional sheet showing the name of the sub-contractors and their workers'comp,policy information. I am an employer that is providing workers'compensation insurance for my employees. Below is thepolicy and ob site information. Insurance Company Name: 14 XC„ Policy#or Self-ins.Lic. #: !.t)C 91 '0(0 /0 Expiration Date: �oG Job Site Address: City/5tate/2:4: Attach a copy of the workers' compensation policy declaration page(showing the policy number and expiration date). Failure to secure coverage as required under Section 25A of MGL c. 152 can lead to the imposition of criminal penalties of a fine up to$1,50Q.00 and/or one-year imprisonment, as well as civil penalties in the form of a STOP WORK ORDER and a fine of up to$250.00 a day against the violator. Be advised that a copy of this statement may be forwarded to the Office of Investigations of the DIA for insurance coverage verification. I do hereby certify under the pains and penalties of perjury that the information provided above is true and correcit Signature: Date: Phone#: Y'd g 5 ee 5,,3 f' Official use only. Do not write in this area,to be completed by city or town official. City or Town: Permit/License# Issuing Authority(circle one): 1.Board of Health 2.Building Department, 3.City/Town Clerk 4.Electrical Inspector 5.Plumbing Inspector 6. Other Contact Person: Phone#: nform.ation and Instructions Massachusetts General Laws chapter 152 requires all employers to provide workers' compensation for their employees. Pursuant to this statute, an employee is defined as"...every person in the service of another under any contract of hire, express or implied, oral or written." 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 represMta&es 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, §25C(6)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,MGL chapter 152, §25C(7)states"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 requirements of this chapter have been presented to the contracting authority." Applicants Please fill out the workers' compensation affidavit completely,by checking the boxes that apply to your situation and,if necessary,supply sub-contractors)name(s),address(es)and phone numbers)along with their certificates) of insurance. Limited Liability Companies(LLC)or Limited Liability Partnerships(LLP)with no employees other than the members or partners, are not required to carry workers' compensation insurance. If an LLC or LLP does have employees,a policy is required. Be advised that this affidavit 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. Self-insured companies should enter their self-insurance license number on the appropriate line. City or Town Officials . 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 permit/license number which will be used as a reference number. In addition,an applicant that must submit multiple permit/license applications in any given year,need only submit one affidavit indicating current policy information(if necessary)and under"Job Site Address"the applicant should write"all locations in (city or town)."A copy of the affidavit that has been officially stamped or marked by the city or town may be provided to the applicant as proof that a valid affidavit is on file for future permits or licenses. A new affidavit must be filled out each year.Where a home owner or citizen is obtaining a license or permit not related to any business or commercial venture (i.e. a dog license or permit to burn leaves etc.)said person is NOT required to complete this of idavit. The Office of Investigations would like to thank you in advance for your 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 Office of Investigations 600 Washington Street Boston, MA 02111 T'el. j 617-727-4900 ext 406 or 1-877-MASSAFE Fax r-617-727-7749 Revised 5-26-05. www.mass.govlulu �FTHErj Town of Barnstable P4 G� Regulatory Services BWSr9MASM&"B g' Thomas F.Geiler,Director f&6.19. A`0 Building Division Tom Perry,Building Commissioner 200 Main Street, Hyannis,MA 02601 Office: 508-862-4038 Fax: 508-790-6230 Permit no. Date AFFIDAVIT HOME IMPROVEMENT 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 owner-occupied building containing at least one but not more than four dwelling units or to structures which are adjacent to such residence or building be done by registered contractors,with certain exceptions,along with other requirements. Type of Work: RP Estimated Cost 3 002 11 cf Address of Work: '171 dock i ve5 K,PLk Ad eP,,.�ef,,;f l e ^14 Owner's Name: Date of Application: 1411 4 LO(o I hereby certify that: Registration is not required for the following reason(s): ❑Work excluded by law ❑Job Under s1,000 []Building not owner-occupied ❑Owner pulling own permit Notice is hereby given that: OWNERS PULLING THEIR OWN PERMIT OR DEALING WITH UNREGISTERED CONTRACTORS FOR APPLICABLE HOME IMPROVEMENT WORK DO NOT HAVE ACCESS TO THE ARBITRATION PROGRAM OR GUARANTY FUND UNDER MGL c.142A. SIGNED UNDER PENALTIES OF PERJURY I.hereby apply for a permit as the agent of the owner: illo& 3)�t.D *ekELJ Date Contractor Name Registration No. OR Date Owner's Name Q:forms.homeaffidav I— e RESIDENTIAL BUILDING PERMIT FEES APPLICATION FEE New Buildings $100.00 Residential Addition $ 50.00 Alterations/Renovations $ 50.00 Change of Contractor/Builder $25.00 FEE VALUE WORKSHEET NEW LIVING SPACE �&t 3 square feet x$96/sq.foot= ��! x .0041= / plus from below(if applicable) ALTERATIJOCNjS/RENOVATIONS OF EXISTING SPACE 1 I Y square feet x$64/sq. foot= ot�� _x .0041= plus from below(if applicable) GARAGES(attached&detached) /O square feet x$32/sq.ft. o� x .0041=� _ ACCESSORY STRUCTURE>120 sq. ft. >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 .0041= STAND ALONE PERMITS Open Porch x$30.00= (number) Deck x$30.00= (number) Fireplace/Chimney x$25.00= (number) Inground Swimming Pool $60.00 Above Ground Swimming Pool $25.00 Relocation/Moving $150.00 (plus above if applicable] Permit Fee Projcost Rev:06300a L M.lS''L'ir:c^ic C;(ie]!'L1P.IvC;J «:FORT i __ I Massac}iusett^ Er��rry :,r;ie I F ermi r. # MAScheck verL—Lon 2.01 RoIc- ,F: .3 I I l Chcr ke•:3 by/Date I I TITLE, proroscaa ;,&]i t. j.r;ris !x altcrar i Of,:; - ^TTY: Barnatablf: STATE: Massac%hi,cettb IIDD: 6137 CONSTRUCTTON TY!'E: '1 or 2 F:-imily, Detached HFA T TNG SYSTEM TYPE: Chi:her (Nora-Electric: Res i st-allce) DATE- 4-ID -2006 ll,:TE OF PT,Ah7S: M13.06 Pkf,::)M;t�'1' I N EG3'ti✓,ITT I t3*d Smith Residanm-�. 471 Arad Cenlervillo, MA OM-532 COMPiU4 Y -IN rORMA!TON, ?lssociates, Tnr... 6 School Sr.rt:rt. Cotui t, MA 026.3` COMPL_ANCF: Pr,::,ses maximum UP, !)Is Your How: 4 7 q Area car Cavity Cent. Gla7..ine71DOOE- Perimc:tar `R-Va 1 ue R-Val ue C:-Value UA CL•ILINCS 419 30.0 O.(') 15 CEUiNGS 1159 30.0 0.0 41 WALLS: Wood Fr.ina, 16^ C:.t:. 2404 13.0 U.C? 197 C;LA7.TNG: Wlndnw:3 :.r Doors 450 O. 320 i44 DOORS 20 0.290 6 FLOORS: Ow-r Unconditionpd Spy :e 1614 19.0 0.0 7Ei I?VAC FQr;f P-MK T.* b'u rrtat:e, 84.0 AFUE cCOMFT-TANCE STATUAIDIT: Ttle prcposed building dr:sign dnsc-ribed h,9r.'e. is co:,z;i5tent ,;ith the b�liidi.ng plans, speci ficat.ions, and vL}lei' G.ilculations ,!:hmitt::c: wi c:.) r.tc� perrrti L. df�(�.i.iC:c L i n. The proposed building has bc(ni des_c:red Lv r:e l the reauiremer:ts of tint: Ma>,arhunotts FnergY The hr- r i nq ir;.'at for- t.-h iS bui Ldinu, and the coo'_inq load it appropriate, ha; Y,ea:, ;ie .e r m i nF;i. a inc3 t}ie applicable Standard Design Condit ions found in Live Cude, Thtr HVAC equipment selected to heat or cool th, !»>i tiling stall hc: no grc:ator than 12:i',I; ;,f the design load as specified ill CM 13)0 a,,'rd ,34 .4. builder/U'e3igner Date .'�•� �aF T Town of Barnstable regulatory Services RAW9 SS&'E'$; Thom'a1s�F.Geller,Director Ale Building Division. Tom Perry, Building Commissioner 200 Main Street, Iiyannis,MA 02601 www.town.barnstable.ma.us Office: 508-862-4038 Fax: 508-790-6230 Property Owner Must Complete and Sign This Section If Using A Builder I, iWASOU;K. ,as Owner of the subject property hereby authorize z�L(J 462 to act on my behalf, in all matters relative to work authorized by this building permit application for: y7/ 1-104 As 4cr V) (&c1e1-t1'fA (Address of Job) "a-t � z 31 ZOO-6 Sig Lure of Owner Date Print Name Combination Roof and Floor Beam[99 BOCA National Buildinq Code(97 NDS)I Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on: 04-03-2006 : 10:38:50 AM Project: SMITHFAY-Location: (11) 12.6'STRUCT. RAFT. @ MSTR. BEDRM. DORMER Summary: (2) 1.5 IN x 9.25 IN x 12.6 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate By: 17.9% Controllinq Factor: Section Modulus/Depth Required 8.52 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.24 IN Live Load: LLD= 0.11 IN= U1399 Total Load: TLD= 0.35 IN=U438 Reactions(Each End): Live Load: LL-Rxn= 333 LB Dead Load: DL-Rxn= 730 LB Total Load: TL-Rxn= 1062 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 0.83 IN Beam Data: Span: L= 12.6 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= 15.0 PSF Roof Tributary Width-Side One: RTW1= 0.66 FT Roof Live Load-Side Two: RLL2= 30.0 PSF Roof Dead Load-Side Two: RDL2= 15.0 PSF Roof Tributary Width-Side Two: RTW2= 0.66 FT Roof Duration Factor: Cd-roof= 1.15 Floor Loadinq: Floor Live Load-Side One: FLL1= 10.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 0.66 FT Floor Live Load-Side Two: FLL2= 10.0 PSF Floor Dead Load-Side Two: FDL2= 10.0 PSF Floor Tributary Width-Side Two: FTW2= 0.66 FT Floor Duration Factor: Cd-floor= 1.00 Wall Load: WALL= 75 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 40 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 21 PLF Floor Uniform Live Load: wL-floor- 13 PLF Floor Uniform Dead Load: wD-floor= 13 PLF Beam Self Weiqht: BSW= 7 PLF Combined Uniform Live Load: wL= 53 PLF Combined Uniform Dead Load: wD= 34 PLF Combined Uniform Total Load: wT= 169 PLF Controllinq Total Desiqn Load: wT-cont= 169 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'= 1107 PSI Adjustment Factors: Cd=1.15 Cf=1.10 Fv': Fv'= 81 PSI Adjustment Factors: Cd=1.15 ; Design Requirements: Controllinq Moment: M= 3346 FT-LB 6.3 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 1062 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 36.28 IN3 S= 42.78 IN3 Area(Shear): Areq= 19.79 IN2 A= 27.75 IN2 Moment of Inertia(Deflection): Ireq= 90.33 IN4 1= 197.86 IN4 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:04-03-2006: 10:38:50 AM Project: SMITHFAY-Location: (12)3.25'BM. @ MSTR. BEDROOM DECK Summary: (2) 1.75 IN x 5.5 IN x 3.25 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:265.9% Controlling Factor:Area/Depth Required 2.91 In Deflections: Dead Load: DLD= 0.01 IN Live Load: LLD= 0.01 IN= U3184 Total Load: TLD= 0.02 IN =U2025 Reactions(Each End): Live Load: LL-Rxn= 731 LB Dead Load: DL-Rxn= 418 LB Total Load: TL-Rxn= 1149 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 0.44 IN Beam Data: Span: L= 3.25 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= 15.0 PSF Roof Tributary Width-Side One: RTW1= 12.5 FT Roof Live Load-Side.Two: RLL2= 30.0 PSF Roof Dead Load-Side Two: RDL2= 15.0 PSF Roof Tributary Width-Side Two: RTW2= 1.5 FT Roof Duration Factor: Cd-roof= 1.15 Floor Loading: Floor Live Load-Side One: FLL1= 10.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 3.0 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= 420 PLF Roof Uniform Dead Load (Adjusted for roof pitch): wD-roof= 221 PLF Floor Uniform Live Load: wL-floor= 30 PLF Floor Uniform Dead Load: wD-floor= 30 PLF Beam Self Weight: BSW= 6 PLF Combined Uniform Live Load: wL= 450 PLF Combined Uniform Dead Load: wD= 251 PLF Combined Uniform Total Load: wT= 707 PLF Controlling Total Design Load: wT-cont= 707 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'= 3325 PSI Adjustment Factors:Cd=1.15 Cf=1.11 Fv': Fv'= 328 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 934 FT-LB 1.625 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 1149 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 3.37 IN3 S= 17.65 IN3 Area(Shear): Areq= 5.26 IN2 A= 19.25 IN2 Moment of Inertia(Deflection): Ireq= 7.19 IN4 1= 48.53 IN4 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: 04-03-2006 : 10:38:51 AM Proiect: SMITHFAY-Location: (14)9' BM. @ FRONT ENTRY Summary: (3) 1.75 IN x 9.25 IN x 9.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 112.6% Controlling Factor: Moment of Inertia/Depth Required 7.19 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.07 IN Live Load: LLD= 0.10 IN =U1107 Total Load: TLD= 0.17 IN=U638 Reactions(Each End): Live Load: LL-Rxn= 1958 LB Dead Load: DL-Rxn= 1439 LB Total Load: TL-Rxn= 3397 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 0.86 IN Beam Data: Span: L= 9.0 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= 15.0 PSF Roof Tributary Width-Side One: RTW1= 12.5 FT Roof Live Load-Side Two: RLL2= 30.0 PSF Roof Dead Load-Side Two: RDL2= 15.0 PSF Roof Tributary Width-Side Two: RTW2= 1.0 FT Roof Duration Factor: Cd-roof= 1.15 Floor Loading: Floor Live Load-Side One: FLL1= 10.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 3.0 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= 405 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 275 PLF Floor Uniform Live Load: wL-floor= 30 PLF Floor Uniform Dead Load: wD-floor- 30 PLF Beam Self Weight: BSW= 15 PLF Combined Uniform Live Load: wL= 435 PLF Combined Uniform Dead Load: wD= 305 PLF Combined Uniform Total Load: wT= 755 PLF Controlling Total Design Load: wT-cont= 755 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= 7643 FT-LB 4.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 3397 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 29.61 IN3 S= 74.87 IN3 Area(Shear): Areq= 15.55 IN2 A= 48.56 IN2 Moment of Inertia(Deflection): Ireq= 162.89 IN4 1= 346.26 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: 04-03-2006: 10:38:58 AM Project: SMITHFAY-Location: (24)9.25'HEADER @ GARAGE Summary: (2) 1.5 IN x 7.25 IN x 9.25 FT /Select Structural-Spruce-Pine-Fir-Dry Use Section Adequate By:80.4% Controllinq Factor:Area/Depth Required 5.5 In •Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.12 IN Live Load: LLD= 0.05 IN=U2432 Total Load: TLD= 0.16 IN=U688 Reactions(Each End): Live Load: LL-Rxn= 183 LB Dead Load: DL-Rxn= 464 LB Total Load: TL-Rxn= 647 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 0.51 IN Beam Data: Span: L= 9.25 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= 15.0 PSF Roof Tributary Width-Side One: RTW1= 0.66 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= 30.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 0.66 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= 20 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 13 PLF Floor Uniform Live Load: wL-floor= 20 PLF Floor Uniform Dead Load: wD-floor= 7 PLF Beam Self Weiqht: BSW= 5 PLF Combined Uniform Live Load: wL= 40 PLF Combined Uniform Dead Load: wD= 20 PLF Combined Uniform Total Load: wT= 140 PLF Controllinq Total Desiqn Load: wT-cont= 140 PLF Properties For: Select Structural-Spruce-Pine-Fir Bendinq Stress: Fb= 1250 PSI Shear Stress: Fv= 70 PSI Modulus of Elasticity: E= 1500000 PSI Stress Perpendicular to Grain: Fc_perp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= 1725 PSI Adjustment Factors: Cd=1.15 Cf=1.20 Fv': Fv'= 81 PSI Adjustment Factors:Cd=1.15 Design Requirements: Controllinq Moment: M= 1496 FT-LB 4.625 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 647 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 10.41 IN3 S= 26.28 IN3 Area(Shear): Areq= 12.06 IN2 A= 21.75 IN2 Moment of Inertia(Deflection): Ireq= 41.52 IN4 1= 95.27 IN4 Combination Roof and Floor Beam[99 BOCA National Buildinq Code(97 NDS)1 Ver: 5.07 Bv:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on:04-03-2006: 10:38:58 AM Project: SMITHFAY-Location: (3)8.5'BM. @ MSTR. BEDRM. ENTRY Summary: (2) 1.75 IN x 9.25 IN x 8.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate Bv:277.2% Controllinq Factor: Moment of Inertia/Depth Required 5.94 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= 0.05 IN=U2098 Total Load: TLD= 0.09 IN=U1132 Reactions(Each End): Live Load: LL-Rxn= 772 LB Dead Load: DL-Rxn= 659 LB Total Load: TL-Rxn= 1431 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 0.55 IN Beam Data: Span: L= 8.5 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= 15.0 PSF Roof Tributary Width-Side One: RTW1= 3.5 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= 10.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 7.0 FT Floor Live Load-Side Two: FLL2= 10.0 PSF Floor Dead Load-Side Two: FDL2= 10.0 PSF Floor Tributary Width-Side Two: FTW2= 0.66 FT Floor Duration Factor: Cd-floor- 1.00 Wall Load: WALL= 0 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 105 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 68 PLF Floor Uniform Live Load: wL-floor- 77 PLF Floor Uniform Dead Load: wD-floor= 77 PLF Beam Self Weiqht: BSW= 10 PLF Combined Uniform Live Load: wL= 182 PLF Combined Uniform Dead Load: wD= 145 PLF Combined Uniform Total Load: wT= 337 PLF Controllinq Total Desiqn Load: wT-cont= 337 PLF Properties For: 1.9E Microllam-Trus Joist-MacMillan Bendinq 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: Controllinq Moment: M= 3040 FT-LB 4.25 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 1431 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 11.78 IN3 S= 49.91 IN3 Area (Shear): Areq= 6.55 IN2 A= 32.38 IN2 Moment of Inertia(Deflection): Ireq= 61.20 IN4 1= 230.84 IN4 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:04-03-2006: 10:38:51 AM Proiect: SMITHFAY-Location: (15)T BM. @ MSTR. BATH. Summary: (3) 1.5 IN x 9.25 IN x 7.0 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate By:52.3% Controlling Factor:Area/Depth Required 6.07 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.02 IN Live Load: LLD= 0.03 IN =U2677 Total Load: TLD= 0.05 IN =U1542 Reactions(Each End): Live Load: LL-Rxn= 845 LB Dead Load: DL-Rxn= 622 LB Total Load: TL-Rxn= 1466 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 0.77 IN Beam Data: Span: L= 7.0 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= 15.0 PSF Roof Tributary Width-Side One: RTW1= 7.0 FT Roof Live Load-Side Two: RLL2= 30.0 PSF Roof Dead Load-Side Two: RDL2= 15.0 PSF Roof Tributary Width-Side Two: RTW2= 0.66 FT Roof Duration Factor: Cd-roof= 1.15 Floor Loading: Floor Live Load-Side One: FLL1= 10.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 0.5 FT Floor Live Load-Side Two: FLL2= 10.0 PSF Floor Dead Load-Side Two: FDL2= 10.0 PSF Floor Tributary Width-Side Two: FTW2= 0.66 FT Floor Duration Factor: Cd-floor- 1.00 Wall Load: WALL= 0 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 230 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 156 PLF Floor Uniform Live Load: wL-floor- 12 PLF Floor Uniform Dead Load: wD-floor= 12 PLF Beam Self Weight: BSW= 10 PLF Combined Uniform Live Load: wL= 241 PLF Combined Uniform Dead Load: wD= 167 PLF Combined Uniform Total Load: wT= 419 PLF Controlling Total Design Load: wT-cont= 419 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'= 1273 PSI Adjustment Factors:Cd=1.15 Cf=1.10 Cr=1.15 Fv': Fv'= 81 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 2566 FT-LB 3.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 1466 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 24.19 IN3 S= 64.17 IN3 Area(Shear): Areq= 27.33 IN2 A= 41.63 IN2 Moment of Inertia(Deflection): Ireq= 57.73 IN4 1= 296.79 IN4 f Combination Roof and Floor Beam[AISC 9th Ed ASD 1 Ver:5.07 Bv:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 04-03-2006: 10:38:59 AM Proiect: SMITHFAY-Location: (6) 18.5'STL. BM. @ KITCHEN RIDGE Summary: A36 W10x26 x 18.5 FT Section Adequate By:26.8% Controlling Factor: Moment of Inertia Deflections: Dead Load: DLD= 0.26 IN Live Load: LLD= 0.32 IN=U683 Total Load: TLD= 0.58 IN = U380 Reactions(Each End): Live Load: LL-Rxn= 4764 LB Dead Load: DL-Rxn= 3793 LB Total Load: TL-Rxn= 8557 LB Bearing Length Required (Beam only, Support capacity not checked): BL= 0.88 IN Beam Data: Span: L= 18.5 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= 15.0 PSF Roof Tributary Width-Side One: RTW1= 6.25 FT Roof Live Load-Side Two: RLL2= 30.0 PSF Roof Dead Load-Side Two: RDL2= 15.0 PSF Roof Tributary Width-Side Two: RTW2= 6.25 FT Floor Loading: Floor Live Load-Side One: FLL1= 10.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 7.0 FT Floor Live Load-Side Two: FLL2= 10.0 PSF Floor Dead Load-Side Two: FDL2= 10.0 PSF Floor Tributary Width-Side Two: FTW2= 7.0 FT Wall Load: WALL= 0 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 375 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 244 PLF Floor Uniform Live Load: wL-floor= 140 PLF Floor Uniform Dead Load: wD-floor= 140 PLF Beam Self Weight: BSW= 26 PLF Combined Uniform Live Load: wL= 515 PLF Combined Uniform Dead Load: wD= 384 PLF Combined Uniform Total Load: wT= 925 PLF Controlling Total Design Load: wT-cont= 925 PLF Properties for:W10x26/A36 Yield Stress: Fv= 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= 39576 FT-LB Nominal Moment Strength: Mr= 55242 FT-LB Controlling Shear: V= 8557 LB Nominal Shear Strength: Vr= 38676 LB Moment of Inertia(Deflection): Ireq= 113.59 IN4 1= 144.00 IN4 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:04-03-2006: 10:38:59 AM Proiect: SMITHFAY-Location: (7)6'BM.@ FAMILY RM. BUILT-INS Summary: (2) 1.75 IN x 5.5 IN x 6.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:54.0% Controlling Factor: Moment of Inertia/Depth Required 4.76 In Deflections: Dead Load: DLD= 0.07 IN Live Load: LLD= 0.09 IN=U813 Total Load: TLD= 0.16 IN=U462 Reactions(Each End): Live Load: LL-Rxn= 840 LB Dead Load: DL-Rxn= 638 LB Total Load: TL-Rxn= 1478 LB Bearing Length Required(Beam only, Support capacity not checked): BL= 0.56 IN Beam Data: Span: L= 6.0 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= 15.0 PSF Roof Tributary Width-Side One: RTW1= 6.25 FT Roof Live Load-Side Two: RLL2= 30.0 PSF Roof Dead Load-Side Two: RDL2= 15.0 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= 10.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 7.0 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= 210 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 137 PLF Floor Uniform Live Load: wL-floor= 70 PLF Floor Uniform Dead Load: wD-floor- 70 PLF Beam Self Weight: BSW= 6 PLF Combined Uniform Live Load: wL= 280 PLF Combined Uniform Dead Load: wD= 207 PLF Combined Uniform Total Load: wT= 493 PLF Controlling Total Design Load: wT-cont= 493 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'= 3325 PSI Adjustment Factors:Cd=1.15 Cf=1.11 Fv': Fv'= 328 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 2217 FT-LB 3.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 1478 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 8.00 IN3 S= 17.65 IN3 Area(Shear): Areq= 6.76 IN2 A= 19.25 IN2 Moment of Inertia(Deflection): Ireq= 31.50 IN4 1= 48.53 IN4 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: 04-03-2006: 10:39:00 AM Project:SMITHFAY-Location: (9)3.75'BM. @ MSTR. BEDRM. SITTING Summary: (2) 1.5 IN x 9.25 IN x 3.75 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate By: 72.1% Controlling Factor:Area/Depth Required 5.37 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.00 IN Live Load: LLD= 0.00 IN=U12052 Total Load: TLD= 0.01 IN = U6073 Reactions(Each End): Live Load: LL-Rxn= 436 LB Dead Load: DL-Rxn= 429 LB Total Load: TL-Rxn= 865 LB Bearing Length Required (Beam only, Support capacity not checked): BL= 0.68 IN Beam Data: Span: L= 3.75 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= 15.0 PSF Roof Tributary Width-Side One: RTW1= 3.25 FT Roof Live Load-Side Two: RLL2= 30.0 PSF Roof Dead Load-Side Two: RDL2= 15.0 PSF Roof Tributary Width-Side Two: RTW2= 3.0 FT Roof Duration Factor: Cd-roof= 1.15 Floor Loading: Floor Live Load-Side One: FLL1= 10.0 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= 0.0 PSF Floor Tributary Width-Side Two: FTW2= 0.0 FT Floor Duration Factor: Cd-floor- 1.00 Wall Load: WALL= 50 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 188 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 127 PLF Floor Uniform Live Load: wL-floor= 45 PLF Floor Uniform Dead Load: wD-floor= 45 PLF Beam Self Weight: BSW= 7 PLF Combined Uniform Live Load: wL= 233 PLF Combined Uniform Dead Load: wD= 172 PLF Combined Uniform Total Load: wT= 461 PLF Controlling Total Design Load: wT-cont= 461 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'= 1107 PSI Adjustment Factors: Cd=1.15 Cf=1.10 Fv': Fv'= 81 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 811 FT-LB 1.875 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 865 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 8.79 IN3 S= 42.78 IN3 Area(Shear): Areq= 16.12 IN2 A= 27.75 IN2 Moment of Inertia(Deflection): Ireq= 9.78 IN4 1= 197.86 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: 04-03-2006 : 10:39:07 AM Protect: SMITHFAY-Location: (13) 10.5'BM. @ REAR PORCH ENTRY Summary: (3) 1.75 IN x 9.25 IN x 10.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:33.1% Controlling Factor: Moment of Inertia/Depth Required 8.41 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.16 IN Live Load: LLD-Center- 0.16 IN=U793 Total Load: TLD-Center= 0.32 IN=U399 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2162 LB Dead Load: DL-Rxn-A= 1841 LB Total Load: TL-Rxn-A= 4003 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 1.02 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 2162 LB Dead Load: DL-Rxn-B= 1841 LB Total Load: TL-Rxn-B= 4003 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 1.02 IN Beam Data: Center Span Length: L2= 10.5 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT 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= 0 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 15 PLF Total Load: wT-2= 15 PLF Point Load 1 Live Load: PL1-2= 370 LB Dead Load: PD1-2= 644 LB Location (From left end of span): X1-2= 3.25 FT Point Load 2 Live Load: PL2-2= 370 LB Dead Load: PD2-2= 644 LB Location(From left end of span): X2-2= 7.25 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 443 PLF Left Dead Load: TRD-Left-1-2= 233 PLF Right Live Load: TRL-Riqht-1-2= 443 PLF Right Dead Load: TRD-Right-1-2= 233 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 3.25 FT Load Length: C-1-2= 3.25 FT Trapezoidal Load 2 Left Live Load: TRL-Left-2-2= 176 PLF Left Dead Load: TRD-Left-2-2= 180 PLF Right Live Load: TRL-Riqht-2-2= 176 PLF Right Dead Load: TRD-Right-2-2= 180 PLF Load Start: A-2-2= 3.25 FT Load End: B-2-2= 7.25 FT Load Length: C-2-2= 4.0 FT Trapezoidal Load 3 Left Live Load: TRL-Left-3-2= 443 PLF Left Dead Load: TRD-Left-3-2= 233 PLF Right Live Load: TRL-Riqht-3-2= 443 PLF Right Dead Load: TRD-Right-3-2= 233 PLF Load Start: A-3-2= 7.25 FT Load End: B-3-2= 10.5 FT Load Length: C-3-2= 3.25 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'= 2694 PSI Adjustment Factors: Cd=1.00 Cf=1.04 Fv': Fv'= 285 PSI Adjustment Factors:Cd=1.00 Design Requirements: Controlling Moment: M= 10101 FT-LB Pape: 2 Multi-Loaded Beam[99 BOCA National Buildinq Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 04-03-2006: 10:39:07 AM Project: SMITHFAY-Location: (13) 10.5 BM. A-REAR PORCH ENTRY 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 Controllinq Shear: V= 4003 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= 45.00 IN3 S= 74.87 IN3 Area(Shear): Areq= 21.07 IN2 A= 48.56 IN2 Moment of Inertia(Deflection): Ireq= 260.16 IN4 1= 346.26 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:04-03-2006: 10:39:07 AM Protect: SMITHFAY-Location: (16)STRUCT.VALLEY @ MSTR. BATHRM. Summary: (2) 1.5 IN x 9.25 IN x 6.0 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate Bv: 5.6% Controlling Factor:Area/Depth Required 8.76 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.02 IN Live Load: LLD-Center- 0.03 IN =U2671 Total Load: TLD-Center- 0.05 IN =U1501 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 534 LB Dead Load: DL-Rxn-A= 431 LB Total Load: TL-Rxn-A= 965 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 0.76 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 690 LB Dead Load: DL-Rxn-B= 537 LB Total Load: TL-Rxn-B= 1226 LB Bearing Length Required(Beam only,Support capacity not checked): BL-B= 0.96 IN Beam Data: Center Span Length: L2= 6.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 6.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect.Criteria: U 360 Total Load Deflect. Criteria: U 240 Center Span Loading: Uniform Load: Live Load: wL-2= 0 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 7 PLF Total Load: wT-2= 7 PLF Point Load 1 Live Load: PL1-2= 845 LB Dead Load: PD1-2= 622 LB Location(From left end of span): X1-2= 4.0 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 126 PLF Left Dead Load: TRD-Left-1-2= 102 PLF Right Live Load: TRL-Right-1-2= 0 PLF Right Dead Load: TRD-Right-1-2= 0 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 6.0 FT Load Length: C-1-2= 6.0 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: Fc_perp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= 963 PSI Adjustment Factors: Cd=1.00 Cf=1.10 Fv': Fv'= 70 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 2375 FT-LB 3.96 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= 1226 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= 29.61 IN3 S= 42.78 IN3 Area(Shear): Areq= 26.27 IN2 A= 27.75 IN2 Moment of Inertia(Deflection): Ireq= 31.63 IN4 1= 197.86 IN4 I Multi-Loaded Beam[AISC 9th Ed ASD 1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on:04-03-2006 : 10:39:08 AM Proiect: SMITHFAY-Location: (23)20.75'STL. BM. @ GARAGE Summary: A36 W 12x26 x 20.75 FT Section Adequate By: 17.6% Controlling Factor: Moment of Inertia Center Span Deflections: Dead Load: DLD-Center- 0.27 IN Live Load: LLD-Center= 0.44 IN =U570 Total Load: TLD-Center= 0.71 IN =U353 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 6219 LB Dead Load: DL-Rxn-A= 3976 LB Total Load: TL-Rxn-A= 10195 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= 6129 LB Dead Load: DL-Rxn-B= 3878 LB Total Load: TL-Rxn-B= 10007 LB Bearing Length Required(Beam only,Support capacity not checked): BL-B= 0.88 IN Beam Data: Center Span Length: L2= 20.75 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 20.75 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Live Load: wL-2= 440 PLF Dead Load: wD-2= 190 PLF Beam Self Weight: BSW= 26 PLF Total Load: wT-2= 656 PLF Point Load 1 Live Load: PL1-2= 249 LB Dead Load: PD1-2= 430 LB Location(From left end of span): X1-2= 2.25 FT Point Load 2 Live Load: PL2-2= 536 LB Dead Load: PD2-2= 693 LB Location (From left end of span): X2-2= 3.75 FT Point Load 3 Live Load: PL3-2= 824 LB Dead Load: PD3-2= 563 LB Location(From left end of span): X3-2= 8.0 FT Point Load 4 Live Load: PL4-2= 824 LB Dead Load: PD4-2= 563 LB Location(From left end of span): X4-2= 12.25 FT Point Load 5 Live Load: PL5-2= 536 LB Dead Load: PD5-2= 693 LB Location (From left end of span): X5-2= 16.25 FT Point Load 6 Live Load: PL6-2= 249 LB Dead Load: PD6-2= 430 LB Location(From left end of span): X6-2= 18.0 FT Properties for:W12x26/A36 Yield Stress: Fy= 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 Paqe:2 Multi-Loaded Beam[AISC 9th Ed ASD 1 Ver: 5.07 Bv:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on:04-03-2006: 10:39:08 AM Protect: SMITHFAY-Location: (23)20.75'STL. BM. @ GARAGE Design Requirements Comparison: Controllinq Moment: M= 53521 FT-LB 10.583 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 Controllinq Shear: V= 10195 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 Strenqth: Vr= 40473 LB Moment of Inertia(Deflection): Ireq= 173.48 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: 04-03-2006: 10:39:13 AM Project: SMITHFAY-Location: (25)3'HEADER @ GARAGE WINDOW Summary: (2) 1.5 IN x 9.25 IN x 3.0 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate Bv:20.2% Controlling Factor:Area/Depth Required 7.7 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=U17583 Total Load: TLD-Center= 0.00 IN=U12265 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 425 LB Dead Load: DL-Rxn-A= 179 LB Total Load: TL-Rxn-A= 604 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 0.47 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 728 LB Dead Load: DL-Rxn-B= 350 LB Total Load: TL-Rxn-B= 1078 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 0.85 IN Beam Data: Center Span Length: L2= 3.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 3.0 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= 263 PLF Dead Load: wD-2= 101 PLF Beam Self Weight: BSW= 7 PLF Total Load: wT-2= 371 PLF Point Load 1 Live Load: PL1-2= 364 LB Dead Load: PD1-2= 205 LB Location(From left end of span): X1-2= 2.75 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: Fc_perp= 425 PSI Adjusted Properties Fb'(Tension): Fb'= 963 PSI Adjustment Factors: Cd=1.00 Cf=1.10 Fv': Fv'= 70 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 491 FT-LB 1.62 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= 1078 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= 6.12 IN3 S= 42.78 IN3 Area(Shear): Areq= 23.09 IN2 A= 27.75 IN2 Moment of Inertia(Deflection): Ireq 4.84 IN4 1= 197.86 IN4 Multi-Loaded Beam(99 BOCA National Buildinq Code(97 NDS)1 Ver:5.07 Bv:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on:04-03-2006: 10:39:14 AM Protect: SMITHFAY-Location: (26)BM. @ KITCHENETTE HEADER Summary: (3) 1.75 IN x 7.25 IN x 6.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate Bv: 11.7% Controllinq Factor: Moment of Inertia/Depth Required 6.99 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= 0.14 IN=U545 Total Load: TLD-Center= 0.23 IN =U335 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 3595 LB Dead Load: DL-Rxn-A= 2243 LB Total Load: TL-Rxn-A= 5838 LB Bearinq Lenqth Required (Beam only, Support capacity not checked): BL-A= 1.48 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 3595 LB Dead Load: DL-Rxn-B= 2243 LB Total Load: TL-Rxn-B= 5838 LB Bearing Length Required(Beam only,Support capacity not checked): BL-B= 1.48 IN Beam Data: Center Span Lenqth: L2= 6.5 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 6.5 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= 325 PLF Dead Load: wD-2= 68 PLF Beam Self Weight: BSW= 12 PLF Total Load: wT-2= 405 PLF Point Load 1 Live Load: PL1-2= 2539 LB Dead Load: PD1-2= 1983 LB Location(From left end of span): X1-2= 1.5 FT Point Load 2 Live Load: PL2-2= 2539 LB Dead Load: PD2-2= 1983 LB Location (From left end of span): X2-2= 5.0 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'= 2785 PSI Adjustment Factors: Cd=1.00 Cf=1.07 Fv': Fv'= 285 PSI Adjustment Factors:Cd=1.00 Design Requirements: Controllinq Moment: M= 8921 FT-LB 3.25 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controllinq Shear: V= 5838 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= 38.45 IN3 S= 45.99 IN3 Area(Shear): Areq= 30.73 IN2 A= 38.06 IN2 Moment of Inertia (Deflection): Ireq= 149.31 IN4 1= 166.72 IN4 Multi-Loaded Beamf AISC 9th Ed ASD 1 Ver: 5.07 Bv:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 04-03-2006: 10:39:14 AM Protect: SMITHFAY-Location: (5) 19'STL. BM. @ FAMILY RM. RIDGE Summary: A36 W 10x26 x 19.0 FT Section Adequate By: 16.3% Controlling Factor: Moment of Inertia Center Span Deflections: Dead Load: DLD-Center- 0.29 IN Live Load: LLD-Center= 0.36 IN=U630 Total Load: TLD-Center- 0.65 IN =U349 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 5058 LB Dead Load: DL-Rxn-A= 3915 LB Total Load: TL-Rxn-A= 8973 LB Bearinq Lenqth Required (Beam only, Support capacity not checked): BL-A= 0.88 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 4992 LB Dead Load: DL-Rxn-B= 3958 LB Total Load: TL-Rxn-B= 8950 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 0.88 IN Beam Data: Center Span Lenqth: L2= 19.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 19.0 FT 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= 0 PLF Beam Self Weight: BSW= 26 PLF Total Load: wT-2= 26 PLF Point Load 1 Live Load: PL1-2= 777 LB Dead Load: PD1-2= 951 LB Location(From left end of span): X1-2= 6.0 FT Point Load 2 Live Load: PL2-2= 587 LB Dead Load: PD2-2= 514 LB Location(From left end of span): X2-2= 10.5 FT Point Load 3 Live Load: PL3-2= 777 LB Dead Load: PD3-2= 951 LB Location (From left end of span): X3-2= 13.0 FT Point Load 4 Live Load: PL4-2= 587 LB Dead Load: PD4-2= 514 LB Location (From left end of span): X4-2= 19.0 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 515 PLF Left Dead Load: TRD-Left-1-2= 328 PLF Riqht Live Load: TRL-Riqht-1-2= 515 PLF Riqht Dead Load: TRD-Right-1-2= 328 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 6.0 FT Load Lenqth: C-1-2= 6.0 FT Trapezoidal Load 2 Left Live Load: TRL-Left-2-2= 348 PLF Left Dead Load: TRD-Left-2-2= 209 PLF Riqht Live Load: TRL-Riqht-2-2= 348 PLF Riqht Dead Load: TRD-Right-2-2= 209 PLF Load Start: A-2-2= 6.0 FT Load End: B-2-2= 10.5 FT Load Lenqth: C-2-2= 4.5 FT Trapezoidal Load 3 Left Live Load: TRL-Left-3-2= 195 PLF Left Dead Load: TRD-Left-3-2= 98 PLF Riqht Live Load: TRL-Right-3-2= 195 PLF Riqht Dead Load: TRD-Right-3-2= 98 PLF Load Start: A-3-2= 10.5 FT Load End: B-3-2= 13.0 FT Load Lenqth: C-3-2= 2.5 FT Trapezoidal Load 4 Left Live Load: TRL-Left-4-2= 363 PLF Left Dead Load: TRD-Left-4-2= 216 PLF Riqht Live Load: TRL-Riqht-4-2= 363 PLF Riqht Dead Load: TRD-Right-4-2= 216 PLF Load Start: A-4-2= 13.0 FT Paqe:2 Multi-Loaded Beam[AISC 9th Ed ASD 1 Ver: 5.07 Bv:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 04-03-2006: 10:39:15 AM Project: SMITHFAY-Location: (5) 19'STL. BM. @ FAMILY RM. RIDGE Load End: B-4-2= 19.0 FT Load Lenqth: C-4-2= 6.0 FT Properties for:W10x26/A36 Yield Stress: Fv= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 10.33 IN Web Thickness: tw= 0.26 IN Flanqe Width: bf= 5.77 IN Flanqe 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 Flanqe+ 1/3 of Web: rt= 1.54 IN Design Properties per AISC Steel Construction Manual: Flanqe Bucklinq Ratio: FBR= 6.56 Allowable Flanqe Buckling Ratio: AFBR= 10.83 Web Bucklinq Ratio: WBR= 39.73 Allowable Web Bucklinq Ratio: AWBR= 106.67 Controllinq Unbraced Lenqth: Lb= 0.0 FT Limitinq Unbraced Lenqth for Fb=.66*Fy: Lc= 6.09 FT Allowable Bendinq Stress: Fb= 23.76 KSI Web Heiqht to Thickness Ratio: h/tw= 36.35 Limitinq Web Heiqht to Thickness Ratio for Fv=.4*Fy: h/tw-Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison: Controllinq Moment: M= 41732 FT-LB 9.5 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 Controllinq Shear: V= 8973 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 Strenqth: Vr= 38676 LB Moment of Inertia(Deflection): Ireq= 123.85 IN4 1= 144.00 IN4 Multi-Span Floor Beam[AISC 9th Ed ASD 1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on:04-03-2006 : 10:39:21 AM Protect:SMITHFAY-Location: (17) 15'STL. BM. @ KITCHEN/FAMILY OPENING Summary: A36 W 14x26 x 16.5 FT Section Adequate By: 12.1% Controlling Factor: Moment Center Span Deflections: Dead Load: DLD-Center= 0.16 IN Live Load: LLD-Center= 0.18 IN = U1125 Total Load: TLD-Center= 0.33 IN=U592 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2821 LB Dead Load: DL-Rxn-A= 2881 LB Total Load: TL-Rxn-A= 5702 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 0.94 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 7522 LB Dead Load: DL-Rxn-B= 6638 LB Total Load: TL-Rxn-B= 14160 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 0.94 IN Beam Data: Center Span Length: L2= 16.5 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 16.5 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: L/ 300 Center Span Loading: Uniform Load: Floor Live Load: FLL-2= 0.0 PSF Floor Dead Load: FDL-2= 0.0 PSF Floor Tributary Width Side One: Trib-1-2= 0.0 FT Floor Tributary Width Side Two: Trib-2-2= 0.0 FT Beam Self Weight: BSW= 26 PLF Wall Load: Wall-2= 50 PLF Total Live Load: wL-2= 0 PLF Total Dead Load: wD-2= 50 PLF Total Load: wT-2= 76 PLF Point Load Live Load: PL-2= 10343 LB Dead Load: PD-2= 8265 LB Location(From left end of span): X-2= 12.0 FT Properties for:W14x26/A36 Yield Stress: Fy= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 13.91 IN Web Thickness: tw= 0.25 IN Flange Width: bf= 5.03 IN Flange Thickness: tf= 0.42 IN Distance to Web Toe of Fillet: k= 0.94 IN Moment of Inertia About X-X Axis: Ix= 245.00 IN4 Section Modulus About X-X Axis: Sx= 35.30 IN3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.28 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 5.98 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 54.55 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66*Fy: Lc= 5.3 FT Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness Ratio: h/tw= 51.25 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= 62376 FT-LB 11.88 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= 69894 FT-LB Controlling Shear: V= 14160 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= 51078 LB Moment of Inertia(Deflection): Ireq= 124.08 IN4 1= 245.00 IN4 Multi-Span Floor Beam(AISC 9th Ed ASD 1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 04-03-2006: 10:39:22 AM Project:SMITHFAY-Location: (18)8'STL. BM. @ KITCHEN/FAMILY OPENING Summary: A36 W 14x26 x 8.25 FT Section Adequate By: 10709.6% Controlling Factor:Moment Center Span Deflections: Dead Load: DLD-Center= 0.00 IN Live Load: LLD-Center= 0.00 IN =U99000000 Total Load: TLD-Center- 0.00 IN=U88809 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 0 LB Dead Load: DL-Rxn-A= 314 LB Total Load: TL-Rxn-A= 314 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 0.94 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 0 LB Dead Load: DL-Rxn-B= 314 LB Total Load: TL-Rxn-B= 314 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 0.94 IN Beam Data: Center Span Length: L2= 8.25 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 8.25 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Floor Live Load: FLL-2= 0.0 PSF Floor Dead Load: FDL-2= 0.0 PSF Floor Tributary Width Side One: Trib-1-2= 0.0 FT Floor Tributary Width Side Two: Trib-2-2= 0.0 FT Beam Self Weight: BSW= 26 PLF Wall Load: Wall-2= 50 PLF Total Live Load: wL-2= 0 PLF Total Dead Load: wD-2= 50 PLF Total Load: wT-2= 76 PLF Properties for:W14x26/A36 Yield Stress: Fy= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 13.91 IN Web Thickness: tw= 0.25 IN Flange Width: bf= 5.03 IN Flange Thickness: tf= 0.42 IN Distance to Web Toe of Fillet: k= 0.94 IN Moment of Inertia About X-X Axis: Ix= 245.00 IN4 Section Modulus About X-X Axis: Sx= 35.30 IN3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.28 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 5.98 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 54.55 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66*Fy: Lc= 5.3 FT Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness Ratio: h/tw= 51.25 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= 647 FT-LB 4.125 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- 69894 FT-LB Controlling Shear: V= 314 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= 51078 LB Moment of Inertia(Deflection): Ireq= 0.83 IN4 1= 245.00 IN4 Multi-Span Floor Beam[99 BOCA National Buildinq Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on:04-03-2006: 10:39:32 AM Proiect: SMITHFAY-Location: (19) 12.5'BEAM @ GARAGE FLOOR Summary: (2) 1.75 IN x 9.25 IN x 12.6 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:66.2% Controllinq Factor: Moment of Inertia/Depth Required 7.81 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.17 IN Live Load: LLD-Center= 0.14 IN=U1094 Total Load: TLD-Center= 0.30 IN=U499 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 497 LB Dead Load: DL-Rxn-A= 662 LB Total Load: TL-Rxn-A= 1159 LB Bearinq Lenqth Required(Beam only, Support capacity not checked): BL-A= 0.44 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 536 LB Dead Load: DL-Rxn-B= 693 LB Total Load: TL-Rxn-B= 1228 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 0.47 IN Beam Data: Center Span Lenqth: L2= 12.6 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 12.6 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Floor Live Load: FLL-2= 30.0 PSF Floor Dead Load: FDL-2= 10.0 PSF Floor Tributary Width Side One: Trib-1-2= 0.66 FT Floor Tributary Width Side Two: Trib-2-2= 0.66 FT Beam Self Weight: BSW= 10 PLF Wall Load: Wall-2= 50 PLF Total Live Load: wL-2= 40 PLF Total Dead Load: wD-2= 63 PLF Total Load: wT-2= 113 PLF Point Load Live Load: PL-2= 534 LB Dead Load: PD-2= 431 LB Location(From left end of span): X-2= 6.75 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'= 2694 PSI Adjustment Factors: Cd=1.00 Cf=1.04 Fv': Fv'= 285 PSI Adiustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 5225 FT-LB 6.678 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= 1228 LB 12.6 Ft from 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= 23.28 IN3 S= 49.91 IN3 Area(Shear): Areq= 6.46 IN2 A= 32.38 IN2 Moment of Inertia(Deflection): Ireq= 138.89 IN4 1= 230.84 IN4 Multi-Span Floor Beamf 99 BOCA National Buildinq Code(97 NDS)1 Ver:5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on:04-03-2006 : 10:39:33 AM Project: SMITHFAY-Location: (20) 12.5'BEAM @ GARAGE FLOOR Summary: 1.75 IN x 9.25 IN x 12.6 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:45.7% Controlling Factor: Moment of Inertia/Depth Required 8.16 In Center Span Deflections: Dead Load: DLD-Center- 0.13 IN Live Load: LLD-Center- 0.21 IN= U711 Total Load: TLD-Center= 0.35 IN=U437 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 364 LB Dead Load: DL-Rxn-A= 205 LB Total Load: TL-Rxn-A= 569 LB Bearinq Lenqth Required(Beam only, Support capacity not checked): BL-A= 0.43 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 824 LB Dead Load: DL-Rxn-B= 563 LB Total Load: TL-Rxn-B= 1387 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 1.06 IN Beam Data: Center Span Lenqth: L2= 12.6 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 12.6 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Floor Live Load: FLL-2= 30.0 PSF Floor Dead Load: FDL-2= 10.0 PSF Floor Tributary Width Side One: Trib-1-2= 0.66 FT Floor Tributary Width Side Two: Trib-2-2= 0.66 FT Beam Self Weight: BSW= 5 PLF Wall Load: Wall-2= 0 PLF Total Live Load: wL-2= 40 PLF Total Dead Load: wD-2= 13 PLF Total Load: wT-2= 58 PLF Point Load Live Load: PL-2=. 690 LB Dead Load: PD-2= 537 LB Location(From left end of span): X-2= 10.5 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'= 2694 PSI Adjustment Factors: Cd=1.00 Cf=1.04 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 2798 FT-LB 9.828 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= 1387 LB 12.6 Ft from 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= 12.46 IN3 S= 24.96 IN3 Area(Shear): Areq= 7.30 IN2 A= 16.19 IN2 Moment of Inertia(Deflection): Ireq= 79.21 IN4 1= 115.42 IN4 Multi-Span Floor Beam[99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on:04-03-2006 : 10:39:33 AM Proiect: SMITHFAY-Location: (22) 12.5' BEAM @ GARAGE FLOOR Summary: 1.75 IN x 9.25 IN x 12.6 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 80.7% Controlling Factor: Moment of Inertia/Depth Required 7.59 In Center Span Deflections: Dead Load: DLD-Center= 0.18 IN Live Load: LLD-Center= 0.10 IN= U1477 Total Load: TLD-Center- 0.28 IN =U542 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 249 LB Dead Load: DL-Rxn-A= 430 LB Total Load: TL-Rxn-A= 680 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 0.52 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 249 LB Dead Load: DL-Rxn-B= 430 LB Total Load: TL-Rxn-B= 680 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 0.52 IN Beam Data: Center Span Length: L2= 12.6 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 12.6 FT Live Load Deflect. Criteria: U 360 Total Load Deflect.Criteria: U 300 Center Span Loading: Uniform Load: Floor Live Load: FLL-2= 30.0 PSF Floor Dead Load: FDL-2= 10.0 PSF Floor Tributary Width Side One: Trib-1-2= 0.66 FT Floor Tributary Width Side Two: Trib-2-2= 0.66 FT Beam Self Weight: BSW= 5 PLF Wall Load: Wall-2= 50 PLF Total Live Load: wL-2= 40 PLF Total Dead Load: wD-2= 63 PLF Total Load: wT-2= 108 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= 2140 FT-LB 6.3 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= 680 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= 9.54 IN3 S= 24.96 IN3 Area(Shear): Areq= 3.58 IN2 A= 16.19 IN2 Moment of Inertia(Deflection): Ireq= 63.87 IN4 1= 115.42 IN4 Multi-Span Floor Beam(99 BOCA National Buildinq Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 04-03-2006 : 10:39:39 AM Protect: SMITHFAY-Location: (27)6'BM @ BEDROOM 2 Summary: (2) 1.75 IN x 7.25 IN x 6.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:28.5% Controllinq Factor: Section Modulus/Depth Required 6.4 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center- 0.07 IN Live Load: LLD-Center- 0.08 IN=U949 Total Load: TLD-Center= 0.15 IN = U494 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1079 LB Dead Load: DL-Rxn-A= 958 LB Total Load: TL-Rxn-A= 2037 LB Bearinq Lenqth Required (Beam only, Support capacity not checked): BL-A= 0.78 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 1618 LB Dead Load: DL-Rxn-B= 1488 LB Total Load: TL-Rxn-B= 3106 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 1.18 IN Beam Data: Center Span Lenqth: L2= 6.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 6.0 FT Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Floor Live Load: FLL-2= 30.0 PSF Floor Dead Load: FDL-2= 10.0 PSF Floor Tributary Width Side One: Trib-1-2= 2.0 FT Floor Tributary Width Side Two: Trib-2-2= 4.0 FT Beam Self Weight: BSW= 8 PLF Wall Load: Wall-2= 75 PLF Total Live Load: wL-2= 180 PLF Total Dead Load: wD-2= 135 PLF Total Load: wT-2= 323 PLF Point Load Live Load: PL-2= 1617 LB Dead Load: PD-2= 1589 LB Location (From left end of span): X-2= 4.0 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'= 2785 PSI Adjustment Factors: Cd=1.00 Cf=1.07 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 5536 FT-LB 3.96 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= 3106 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= 23.86 IN3 S= 30.66 IN3 Area(Shear): Areq= 16.35 IN2 A= 25.38 IN2 Moment of Inertia(Deflection): Ireq= 67.53 IN4 1= 111.15 IN4 Multi-Span Floor Beam[99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on:04-03-2006 : 10:39:39 AM Proiect: SMITHFAY-Location: (9)3' BM. @ FAMILY RM. DOOR Summary: (3) 1.75 IN x 7.25 IN x 3.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 57.9% Controlling Factor: Section Modulus/Depth Required 5.77 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.01 IN Live Load: LLD-Center= 0.02 IN=U2314 Total Load: TLD-Center= 0.03 IN= U1301 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2539 LB Dead Load: DL-Rxn-A= 1985 LB Total Load: TL-Rxn-A= 4524 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 1.15 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 2539 LB Dead Load: DL-Rxn-B= 1985 LB Total Load: TL-Rxn-B= 4524 LB Bearing Length Required(Beam only,Support capacity not checked): BL-B= 1.15 IN Beam Data: Center Span Length: L2= 3.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 3.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect.Criteria: U 300 Center Span Loading: Uniform Load: Floor Live Load: FLL-2= 10.0 PSF Floor Dead Load: FDL-2= 10.0 PSF Floor Tributary Width Side One: Trib-1-2= 0.66 FT Floor Tributary Width Side Two: Trib-2-2= 0.0 FT Beam Self Weight: BSW= 12 PLF Wall Load: Wall-2= 0 PLF Total Live Load: wL-2= 7 PLF Total Dead Load: wD-2= 7 PLF Total Load: wT-2= 25 PLF Point Load Live Load: PL-2= 5058 LB Dead Load: PD-2= 3915 LB Location (From left end of span): X-2= 1.5 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'= 2785 PSI Adjustment Factors: Cd=1.00 Cf=1.07 Fv': Fv'= 285 PSI Adiustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 6758 FT-LB 1.5 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= 4524 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= 29.12 IN3 S= 45.99 IN3 Area(Shear): Areq= 23.81 IN2 A= 38.06 IN2 Moment of Inertia(Deflection): Ireq= 38.45 IN4 1= 166.72 IN4 Multi-Span Roof Beam[99 BOCA National Buildinq Code(97 NDS)1 Ver: 5.07 Bv:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on: 04-03-2006: 10:39:45 AM Project:SMITHFAY-Location: (10) 12.5'STRUCT. RAFT. @ MSTR. BEDRM. SITTING Summary: (3) 1.5 IN x 9.25 IN x 12.5 FT /#2-Spruce-Pine-Fir-Dry Use Section Adequate Bv:58.0% Controllinq Factor:Area/Depth Required 7.28 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.17 IN Live Load: LLD-Center= 0.11 IN=U1386 Total Load: TLD-Center= 0.28 IN = U540 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 561 LB Dead Load: DL-Rxn-A= 852 LB Total Load: TL-Rxn-A= 1414 LB Bearinq Lenqth Required (Beam only, Support capacity not checked): BL-A= 0.74 IN Center Span Riqht End Reactions(Support B): Live Load: LL-Rxn-B= 370 LB Dead Load: DL-Rxn-B= 664 LB Total Load: TL-Rxn-B= 1033 LB Bearing Length Required (Beam only,Support capacity not checked): BL-B= 0.54 IN Beam Data: Center Span Lenqth: L2= 12.5 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 12.5 FT Live Load Duration Factor: Cd= 1.15 Pitch Of Roof: RP= 11 : 12 Live Load Deflect.Criteria: U 240 Total Load Deflect. Criteria: U 200 Center Span Loading: Uniform Load: Roof Live Load: RLL-2= 30.0 PSF Roof Dead Load: RDL-2= 15.0 PSF Roof Tributary Width Side One: Trib-1-2= 0.66 FT Roof Tributary Width Side Two: Trib-2-2= 0.66 FT Beam Self Weight: BSW= 10 PLF Wall Load: Wall-2= 50 PLF Total Live Load: wL-2= 40 PLF Total Dead Load(Adjusted for Roof Pitch): wD-2= 77 PLF Total Load: wT-2= 127 PLF Point Load Live Load: PL-2= 436 LB Dead Load: PD-2= 429 LB Location(From left end of span): X-2= 3.5 FT Properties For:#2-Spruce-Pine-Fir Bendinq 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'= 1273 PSI Adjustment Factors: Cd=1.15 Cf=1.10 Cr=1.15 Fv': Fv'= 81 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controllinq Moment: M= 4218 FT-LB 4.375 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= 1414 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= 39.76 IN3 S= 64.17 IN3 Area(Shear): Areq= 26.35 IN2 A= 41.63 IN2 Moment of Inertia(Deflection): Ireq= 110.02 IN4 1= 296.79 IN4 Multi-Span Roof Beam[99 BOCA National Building Code(97 NDS)1 Ver:5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on: 04-03-2006: 10:39:46 AM Proiect: SMITHFAY-Location: (2) 12'STRUCT. RAFT. @ FAMILY RM DORMER Summary: (2) 1.75 IN x 9.25 IN x 12.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 59.0% Controlling Factor: Section Modulus/Depth Required 7.67 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.21 IN Live Load: LLD-Center= 0.19 IN=L/738 Total Load: TLD-Center= 0.41 IN =U351 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 777 LB Dead Load: DL-Rxn-A= 951 LB Total Load: TL-Rxn-A= 1727 LB Bearing Length Required(Beam only, Support capacity not checked): BL-A= 0.66 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 777 LB Dead Load: DL-Rxn-B= 951 LB Total Load: TL-Rxn-B= 1727 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 0.66 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 Duration Factor: Cd= 1.15 Pitch Of Roof: RP= 10 : 12 Live Load Deflect. Criteria: U 240 Total Load Deflect.Criteria: U 200 Center Span Loading: Uniform Load: Roof Live Load: RLL-2= 30.0 PSF Roof Dead Load: RDL-2= 15.0 PSF Roof Tributary Width Side One: Trib-1-2= 0.66 FT Roof Tributary Width Side Two: Trib-2-2= 0.66 FT Beam Self Weight: BSW= 10 PLF Wall Load: Wall-2= 50 PLF Total Live Load: wL-2= 40 PLF Total Dead Load(Adjusted for Roof Pitch): wD-2= 76 PLF Total Load: wT-2= 125 PLF Point Load Live Load: PL-2= 1078 LB Dead Load: PD-2= 871 LB Location(From left end of span): X-2= 6.0 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'= 3098 PSI Adjustment Factors:Cd=1.15 Cf=1.04 Fv': Fv'= 328 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 8106 FT-LB 6.0 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 1727 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= 31.40 IN3 S= 49.91 IN3 Area(Shear): Areq= 7.91 IN2 A= 32.38 IN2 Moment of Inertia (Deflection): Ireq= 131.41 IN4 1= 230.84 IN4 Multi-Span Roof Beam[99 BOCA National Building Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on:04-03-2006: 10:39:46 AM Proiect: SMITHFAY-Location: (4) 12.5'STRUCT. RAFT. @ MSTR. BEDRM. ENTRY Summary: (2) 1.75 IN x 9.25 IN x 12.5 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 119.8% Controlling Factor: Section Modulus/Depth Required 6.96 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.15 IN Live Load: LLD-Center= 0.17 IN=U878 Total Load: TLD-Center= 0.32 IN=U470 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 587 LB Dead Load: DL-Rxn-A= 514 LB Total Load: TL-Rxn-A= 1101 LB Bearing Length Required (Beam only, Support capacity not checked): BL-A= 0.42 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 680 LB Dead Load: DL-Rxn-B= 593 LB Total Load: TL-Rxn-B= 1273 LB Bearing Length Required(Beam only,Support capacity not checked): BL-B= 0.49 IN Beam Data: Center Span Length: L2= 12.5 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 12.5 FT Live Load Duration Factor: Cd 1.15 Pitch Of Roof: RP= 10 : 12 Live Load Deflect.Criteria: L/ 240 Total Load Deflect. Criteria: L/ 200 Center Span Loading: Uniform Load: Roof Live Load: RLL-2= 30.0 PSF Roof Dead Load: RDL-2= 15.0 PSF Roof Tributary Width Side One: Trib-1-2= 0.66 FT Roof Tributary Width Side Two: Trib-2-2= 0.66 FT Beam Self Weight: BSW= 10 PLF Wall Load: Wall-2= 0 PLF Total Live Load: wL-2= 40 PLF Total Dead Load(Adjusted for Roof Pitch): wD-2= 26 PLF Total Load: wT-2= 75 PLF Point Load Live Load: PL-2= 772 LB Dead Load: PD-2= 659 LB Location (From left end of span): X-2= 7.0 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'= 3098 PSI Adjustment Factors: Cd=1.15 Cf=1.04 Fv': Fv'= 328 PSI Adiustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 5861 FT-LB 7.0 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 1273 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= 22.70 IN3 S= 49.91 IN3 Area(Shear): Areq= 5.83 IN2 A= 32.38 IN2 Moment of Inertia(Deflection): Ireq= 98.32 IN4 1= 230.84 IN4 Column[99 BOCA National Building Code(97 NDS)1 Ver:5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on: 04-03-2006: 10:39:51 AM Project: SMITHFAY-Location: (A) 12.25'COLUMN @ FAMILY GABLE Summary: (3) 1.5 IN x 5.5 IN x 12.25 FT/#2-Spruce-Pine-Fir-Dry Use Section Adequate By: 14.8% *Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1 Vertical Reactions: Live: Vert-LL-Rxn= 2539 LB Dead: Vert-DL-Rxn= 2067 LB Total: Vert-TL-Rxn= 4606 LB Axial Loads: Live Loads: PL= 2539 LB Dead Loads: PD= 1983 LB Column Self Weight: CSW= 84 LB Total Loads: PT= 4606 LB Eccentricity(X-X Axis): ex= 0.00 IN Eccentricity(Y-Y Axis): ey= 0.00 IN Axial Duration Factor: Cd-Axial= 1.00 Column Data: Length: L= 12.25 FT Maximum Unbraced Length (X-X Axis): Lx= 12.25 FT Maximum Unbraced Length(Y-Y Axis): Ly= 12.25 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section(X-X Axis): dx= 5.50 IN Column Section(Y-Y Axis): dy= 4.50 IN Area: A= 24.75 IN2 Section Modulus(X-X Axis): Sx= 22.69 IN3 Section Modulus(Y-Y Axis): Sy= 6.19 IN3 Slenderness Ratio: Lex/dx= 26.73 Properties For:#2-Spruce-Pine-Fir Ley/dy= 32.7 Compressive Stress: Fc= 1150 PSI Modulus of Elasticity: E= 1400000 PSI Bending Stress(X-X Axis): Fbx= 875 PSI Bending Stress(Y-Y Axis): Fby= 875 PSI Adjusted Properties: Fc': Fc'= 218 PSI Adjustment Factors: Cd=1.00 Cf=1.10 Cp=0.17 Column Calculations(Controlling Case Only): Controlling Load Case:Axial Total Load Only(L+ D) Compressive Stress: fc= 186 PSI Allowable Compressive Stress: Fc'= 218 PSI Columnf 99 BOCA National Buildinq Code(97 NDS)1 Ver: 5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc. on:04-03-2006 : 10:39:51 AM Proiect: SMITHFAY-Location: (B)8.5'COLUMN @ GABLE Summary: (5) 1.5 IN x 5.5 IN x 8.5 FT/#2-Spruce-Pine-Fir-Dry Use Section Adequate By:33.7% *Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1 Vertical Reactions: Live: Vert-LL-Rxn= 9756 LB Dead: Vert-DL-Rxn= 7848 LB Total: Vert-TL-Rxn= 17604 LB Axial Loads: Live Loads: PL= 9756 LB Dead Loads: PD= 7751 LB Column Self Weight: CSW= 97 LB Total Loads: PT= 17604 LB Eccentricity(X-X Axis): ex= 0.00 IN Eccentricity(Y-Y Axis): ey= 0.00 IN Axial Duration Factor: Cd-Axial= 1.00 Column Data: Lenqth: L= 8.5 FT Maximum Unbraced Lenqth(X-X Axis): Lx= 8.5 FT Maximum Unbraced Length(Y-Y Axis): Ly= 8.5 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X-X Axis): dx= 5.50 IN Column Section(Y-Y Axis): dy= 7.50 IN Area: A= 41.25 IN2 Section Modulus(X-X Axis): Sx= 37.81 IN3 Section Modulus(Y-Y Axis): Sy= 10.31 IN3 Slenderness Ratio: Lex/dx= 18.55 Properties For:#2-Spruce-Pine-Fir Ley/dy= 13.6 Compressive Stress: Fc= 1150 PSI Modulus of Elasticity: E= 1400000 PSI Bendinq Stress(X-X Axis): Fbx= 875 PSI Bendinq Stress(Y-Y Axis): Fby= 875 PSI Adjusted Properties: Fc': Fc'= 644 PSI Adiustment Factors: Cd=1.00 Cf=1.10 Cp=0.51 Column Calculations(Controlling Case Only): Controllinq Load Case:Axial Total Load Only(L+D) Compressive Stress: fc= 427 PSI Allowable Compressive Stress: Fc'= 644 PSI Multi-Span Floor Beam[AISC 9th Ed ASD)Ver:5.07 By:Archi-Tech Assoc. Inc. ,Archi-Tech Assoc. Inc.on: 04-03-2006 : 10:39:22 AM Proiect: SMITHFAY- Location: (17A) 15'STL. BM. @ KITCHEN/FAMILY OPENING Summary: A36 W 10x30 x 22.0 FT Section Inadequate By: 77.3% Controlling Factor: Moment of Inertia Center Span Deflections: Dead Load: DLD-Center= 0.74 IN Live Load: FAILED LLD-Center- 0.82 IN=U323 Total Load: FAILED TLD-Center- 1.56 IN=U169 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 5317 LB Dead Load: DL-Rxn-A= 5158 LB Total Load: TL-Rxn-A= 10474 LB Bearing Length Required (Beam only,Support capacity not checked): BL-A= 0.94 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 5317 LB Dead Load: DL-Rxn-B= 5158 LB Total Load: TL-Rxn-B= 10474 LB Bearing Length Required(Beam only, Support capacity not checked): BL-B= 0.94 IN Beam Data: Center Span Length: L2= 22.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 22.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 300 Center Span Loading: Uniform Load: Floor Live Load: FLL-2= 10.0 PSF Floor Dead Load: FDL-2= 10.0 PSF Floor Tributary Width Side One: Trib-1-2= 0.66 FT Floor Tributary Width Side Two: Trib-2-2= 0.66 FT Beam Self Weight: BSW= 30 PLF Wall Load: Wall-2= 50 PLF Total Live Load: wL-2= 13 PLF Total Dead Load: wD-2= 63 PLF Total Load: wT-2= 106 PLF Point Load Live Load: PL-2= 10343 LB Dead Load: PD-2= 8265 LB Location (From left end of span): X-2= 11.0 FT Properties for:W10x30/A36 Yield Stress: Fy= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 10.47 IN Web Thickness: tw= 0.30 IN Flange Width: bf= 5.81 IN Flange Thickness: tf= 0.51 IN Distance to Web Toe of Fillet: k= 0.94 IN Moment of Inertia About X-X Axis: Ix= 170.00 IN4 Section Modulus About X-X Axis: Sx= 32.40 IN3 Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.55 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 5.70 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 34.90 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66*Fy: Lc= 6.13 FT Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness Ratio: h/tw= 31.5 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= 108781 FT-LB 11.0 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: FAILED Mr- 64152 FT-LB Controlling Shear: V= 10474 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- 45230 LB Moment of Inertia(Deflection): Ireq= 301.45 IN4 FAILED 1= 170.00 IN4 Board of Budding Reg+.dati=and Standards yg;11 1MRROVEklENT CONTRACTQ�-', Re9rstl�t'on,:• 103785 Expir�ttorr 719/2007 s Y i w David Abreu ' 47 CEDAR OAFS EAR PLYMOUTH,MA 023o4--` Adminic +tor :/fee�onvn�ruue ✓vca _ BOARD OF BUILDING REGULATIONS I I rse: CONSTRUCTION SUPERVISOR Number;:Cs. 0499W Bl ate ,0-W-311950 19165 42/2312C Tr.no: -- Resift" DAVID A ABREU J 47 CEDAR OAK A 02350 C�miss[orier = . 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ARCHI -TECH> s ° 47 Huekins Neek Rd erali°"'repro' t° °`2'i`8 6 school street t 508.420.5335 t 508.420.5304 n of Ihea plainisInin the ,✓I A S S O C I A T E S I �s Centerville, Massachusetts BDr°s wiltencomenlofArche �I p T h Assocates,Inc..is an infrin U oand of m t act.Any error,oe"- CotUR,ma 02fi35 info@arcflltecflassOCiatES.com m ions or d'—%pan°ies on these O tlravnngs shall be brow ht to the Q o tlention of Archi-Te Assoc., - Details prie,to begs^ning clerk.not architectural d e s i g n m eh,ions are to in used,do not scale d—Ange. arehitech associates.com /2/20 0 A. (CENTER MTH MNVOM om ---------- - - ----------------------- ------------ ........... > --------------------- ------- LD m v ........... fj A ON 6'-b' 2-2 A .6 'OLD z 211dr/4%0 • -------------- ................ M%62 1�.M �-444V it 1; P-IMR0 2 X 161 6-0112 a ON, 5 pir N Fe ff U FUTI 121-1S ND1 ------------------ ........ ........................... 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