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Home My WebLink About2006-P10289 - new structure PERMIT CITY OF ORONO 2750 Kelley Parkway- PO Box 66 Permit Number: P10289 • Crystal Bay, Minnesota 55323 Permit Type: New Structure (952) 249-4600 Date Issued: 9/25/2006 SITE ADDRESS: 1000 Old Long Lake Rd Unit# Wayzata,MN 55391 PID: 35-118-23-13-0003 DESCRIPTION: UBC Occupancy R3 Construction Type VN Proposed Use: Residential Census Code 101 Permit Class: Building Permit Type: New Structure Permit Sub-type(s): New Home-Single Family DETAILS: Approved per resolution#: Separate permits required: Plumbing Mechanical Fireplace Sewer Connection Irrigation Electrical(state) NOTICES/REMARKS: FEE SUMMARY: Permit Fee: $ 4,269.25 Valuation: $ 718,000.00 Plan Review Fee: $ 2,775.01 State Surcharge Fee: $ 360.00 SAC Fee: $ 1,550.00 TOTAL FEE: $ 8,954.26 APPLICANT: Owner/Self OWNER: Jason&Andrea Christensen MN 1000 Old Crystal Bay Rd S Wayzata,MN 55391 THE UNDERSIGN 0 REBY REQUESTS PERMISSION TO MAKE THE REAL IMPROVEMENTS SPECIFIED AND AGREES TO DO L WORK IN STRICT COMPLIANCE WITH ALL CITY OF ORONO ORDINANCES AND STATE OF MINNESOTA B ,ILDIN CODE REQUIREMENTS. At' 11 67-5;11L—) APPLICANT PERMITEE SIGNATURE ISSUED BY SIG ATURE Copies: 1-File(Signatures Required), 1-Applicant, 1-Monthly Reports, 1-Assessing,(If Septic, 1-Septic) Page 1 c/ `1 . ).-c) vA p-)x Total Fee: $ ti)11VVYMOTO� Date Received: ? 3/706 Entered By: Permit#: 4-i OZ7? CITY OF ORONO - BUILDING PERMIT APPLICATION All information must be submitted in full before plan review will be started. (please print all information) THE APPLICANT IS: (circle one) " OWNERkk S R CONTRACTOR JOB SITE ADDRESS: POOO i IJ �a r.D(-, +u 01; ZIP: 5531/ Will this be arade of Homes, Remodelers Showcase Home or other Display Home? _ Yes No If yes, a special event permit is required with Police Department and City Council approval 60 days prior to the event. Shuttle bus service will be required unless applicant demonstrates sufficient on-site parking is available. Non-permitted events will not be allowed. NAME OF OWNEF Z)h) 46 E.N PHONE: (home)33G- 9)--”a9 MAILINGADDRESS:AW) l5- i4(k CITY:Si. &JOQ(woZIP:�_��_� C, , CONTRACTOP\Sa� 2,i51F;►J S PHONE: 36-0 -(--/9). -904 CONTACT PERSON: �AA t MOBILE/PAGER: .--46 51-g- b$31- MAILING ADDRESS: 1000 OM S k i kb. CITY: Orli A) () ZIP: SS 37/ STATE LICENSE: # EXPIRATION DATE: ARCHITECT/ENGINEER:T, 6,SpAcQ ; Wat-. TLic, PHONE.5.4--..'t-`/? -III 7 p MAILING ADDRESS:i -b.P— 1/ -f CITY: 2A A ZIP: 6S 3i I NAME: q' . t)\ ��i a i REGISTRATION: # TYPE OF WORK: h. -w Home Alb Addition Accessory Structure ove 'ome Remodel/Alteration (ie: Siding, Windows) Any earth movement may require MCWD review and permitsy ROPOSED WORK(describe in detail): Roik1 19 {, ).1.•CAA) 51'ts. 1€ A AVIL a M€ C. . Q..Jt a 15-- w •/ 1`f'. l IJ r . C ' %7/ . t( I D' � UU STORIES: SQ.FEET OF EACH FLOOR: a2/'Z 5 3 �S�/I i/o�!Hy. fl NO. OF BEDROOMS: GARAGE STALLS: ATTACHED ETACHED_ ESTIMATED CONSTRUCTION VALUATION(excluding land):f 9N)l 060 I hereby apply for a building permit and I acknowledge that the information above is complete and accurate; that the work will be in conformance with the ordinances and codes of the City and with the State Building Code;that I understand this is not a permit and work is not to start without a permit;and that the work will be in accordance with the approved .0 APPLICANT'S SIGNATU' '! I DATE: 6:705/ DG 31 • CHECK OFF LIST FOR ISSUANCE OF PERMITS FOR OFFICE USE ONLY ADDRESS OR LEGAL: l o o o ouo tjaf AkA _/ PII): DESCRIPTION OF WORK: Kje--W ate--5 ( .5c/ r --- ------------ -- ZONING REVIEW BY: --- ,C-. r- ("6. DATE APPROVED: 7• za. G. BUILDING REVIEW BY: . DATE APPROVED: 4-1_0. 0 ` FEES TO BE CHARGED: Misc. Fees Calculated By: PERMIT Yes ✓' No PLAN REVIEW Yes ,/ No SEWER CONNECTION O (M,PG, STATE SURCHARGE Yes ,/ No P ARK FCONNECTION C) INVESTIGATION FEE Yes No ,/ E SAC Yes ✓ No SITEINSPECTION Number of SAC•Units 1 OTHER (specify) ZONING CHECK LIST Zoning District: • • Fire Department: Post Office: School District: • Lot Area: Sq.ft. 99, 910.3 2 Acres Z•29 • Width 2402.(.2 A"4- Depth 3 60.6 Z Ave. Survey Submitted: Yes mac No Date of Survey: 9"i5 - 0(0 • Proposed Setbacks: • • Front(Lake): 65.* f Right Side: ' -7 ' t Rear(Street): CAS t Left Side: 408 a ± Adjacent Structures: /V I A Wetland: N I A Building Height: Def. Hgt. 30 Peak Hgt. 3 Lot Coverage: N I t Grading: Staff Approval Date: pttooi"5 By: Council Approval Date: Septic: Staff Approval Date: .SA-nrzv4 By: Zoning File: # — Resolution: II — Resolution Date: — Shoreland District: `reS Avg. Setback: N floc Bluff Setback: N (A Lot Coverage: A11 v4 Existing Proposed Hardcover: 0-75' 75-250' 250-500' I D.a 500-1000' Hardcover Variance Required: Yes No ,&. Date of Council Approval: P.E?"LAS (in house): • • BUILDING REVIEW CHECK LIST UBC: R'3 CONSTRUCTION TYPE: \(/..1 Sq Footage $ Per Sq Ftg • Basement x = 1st Floor x _ •• 2nd Floor x = Garage x = x = TOTAL Estimated Construction Value: $ 7(46,8006s` Inspections Required: Work Requiring Separate Permits: Site o< Plumbing Fire • Hardcover Removal cc Mechanical Water Connection gC Footing X Sewer Connection pc Framing ot. Fireplace Lawn Irrigation Insulation (Masonry) Other of Wall Board y4. (Mfg.) X Well (State Permit) .4 Final Grading/Filling oc Electrical (State Permit) Other REMARKS (IN HOUSE): • REVIEW BY OTHERS: DATE: Access: Existing New • • Access Approval: Date By: REMARKS (TO BE NOTED ON PERMIT): 8 , . • , • pp„- # zed) - 3 e-,4.5.er- L€.4,/6 1 AJ CT- /I2-VV I Crv-S 1,4 [ 11?/ NZ 0 3c--110•2,3 ti 0003 i Arbvt.,,r,„ 64.3 ca:41.10g 1 s . .g.- / crArt_ PplocLtokc. of kfsg:csp-te,37-- 1--7 ik-70--3 0 D sitc-c__ to ere_tb., ri- / .N 0 Cori N . pc-kiAAA7- . Lev 1 No , Ili?, y i , , 1 1 . i , f 1 , , , 1 . Sec.13.04 RIGHTS OF SUBJECTS OF DATA Subd. 1. Type of data. The rights of individual on whom the data is stored or to be stored shall be as set forth in this section. Subd.2. Information required to be given individual.An individual asked to supply private or confidential dataconceming himself shall be informed of: (a)the purpose and intended use of the requested data within the collecting state agency,political subdivision,or statewide system;(b) whether he may refuse or is legally required to supply the requested data;(c)any known consequence arising from his supplying or refusing to supply private or confidential data;and(d)the identity of other persons or entities authorized by state or federal law to receive the data.This requirement shall not apply when an individual is asked to supply investigative data,pursuant to section 13.82,subdivision 5,to a law enforcement officer. The commissioner of revenue may place the notice required under this subdivision in the individual income tax or property tax refund instructions instead of on those forms. Subd.3. Access to data by individual. Upon request to a responsible authority,an individual shall be informed whether he is the subject of stored data on individuals,and whether it is classified as public,private or confidential. Upon his further request,an individual who is the subject of stored private or public data on individuals shall be shown the data without any charge to him and,if he desires,shall be informed of the content and meaning of that data. After an individual has been shown the private data and informed of its meaning,the data need not be disclosed to him for six months thereafter unless a dispute or action pursuant to this section is pending or additional data on the individual has been collected or created. The responsible authority shall provide copies of the private or public data upon request by the individual subject of the data. The responsible authority may require the requesting person to pay the actual costs of making,certifying,and compiling the copies. The responsible authority shall comply immediately,if possible,with any request made pursuant to this subdivision,or within five days of the date of the request,excluding Saturdays,Sundays and legal holidays,if immediate compliance is not possible. If he cannot comply with the request within that time,he shall so inform the individual,and may have an additional five days within which to comply with the request,excluding Saturdays, Sundays and legal holidays. Subd.4. Procedure when data is not accurate or complete. An individual may contest the accuracy or completeness of public or private data concerning himself To exercise this right,an individual shall notify in writing the responsible authority describing the nature of the disagreement. The responsible authority shall within 30 days either: (a)correct the data found to be inaccurate or incomplete and attempt to notify past recipients of inaccurate or incomplete data,including recipients named by the individual;or(b)notify the individual that he believes the data to be correct. Data in dispute shall be disclosed only if the individual's statement of disagreement is included with the disclosed data. The determination of the responsible authority may be appealed pursuant to the provisions of the administrative procedure act relating to contested cases. DATA PRIVACY ADVISORY In accordance with M.S. 13.04,Subd.2,"Rights of subjects of data",we would like to inform you that your request for a permit or license from the City of Orono or any of its departments may require you to furnish certain private or confidential information. You are notified that: 1. The information you furnish will be used to determine your qualification for the permit or license requested. 2. You may refuse to supply data,but refusal may require that the City deny the permit or license. 3. The information may be shared with other local, state or federal agencies to the extent necessary to process the permit or license. 4. If your requested permit or license requires Council action to approve,some information may become public. 5. You have certain rights under M.S. 13.04(available upon request)to review private data on yourself. 6. Your full name is required to process this application or permit. s1 �' c1eA/ First Middle La MO 0 0/6 1 /-E,, Addr ss It-114/ ;,1()/A 5:-3f/ /-32fr W02 F City State Phone i'eta Cy Zip I understan y rights as stated,:v.. 763 IP3 Signature 32 Date: 8/31/2006 Revision Date: 8/31/2006 New Construction ',MNO G4TY O Site Information Address 1: 1000 OLD LONG LAKE RD Project#: Address 2: Lot: Block: City: ORONO County: Subdivision: Application Information Business Name: Heating & Cooling Two Inc. MN Contractor License #: Contact Person: Bill Hausmann Office Ph: 763-428-3677 Fax: 763428-3682 Cell Ph: 612-366-6352 Address 1: 18550 County Road 81 City: Maple Grove State: MN Zip Code: 55369 House Details Square Feet: 7506 sq. ft. Avg. Ceiling Ht: 9 ft. Number of Bedrooms: 5 Ventilation : Balanced Total Ventilation Capacity : 296 cfm. Minimum Continuous Ventilation :90cfm. Intermittent Ventilation: 206 cfm. Combustion Appliance VVater Heater 1: Power Vent Input BTUs: 50,000 Independently Vented Combustion Zone 1 VVater Heater 2: Power Vent Input BTUs: 50,000 Independently Vented Combustion Zone 1 Furnace/Boiler 1: Direct Vent/Sealed Combustion Input BTUs: 80,000 Independently Vented Combustion Zone 1 Furnace/Boiler 2: Direct Vent/Sealed Combustion Input BTUs: 100,000 Independently Vented Combustion Zone 2 Other Combustion Appliances Gas Fired Direct Vent Fireplace(s): Yes Gas Fired Power Vent Fireplace(s): No Gas Fired Natural Draft Fireplace(s): No Solid Fuel Appliance(s): No Exhaust Equipment Continuous Exhaust Ventilation Capacity (cfm): NA Clothes Dryer (cfm): 135 Exhaust Fan Rating (cfm): 315 Make-Up Air No Make-Up Air Required by Code Combustion Air Combustion Zone One Round Rigid Required: 6 inches or Insulated Flex: 7 inches Combustion Zone Two: Minimum Combustion Air Requirements Met. Applicant Name (print): Signature/Date: ©2004 CenterPoint Energy Minnegasco. 2004 Mechanical Code Guidelines, Page 1 Z00 Ej OMI DNI1000 (KV DNIJVHH Z89C8ZfiC9L XV,3 I:CI 9002/TC/80 . ,. . iriit tiRLi Permit# Permit Date REScheck Software Version 3.7.3 Compliance Certificate Project Title: THE AMBOISE Report Date:08/23/06 Data filename:Untitted.rck Energy Code: 2000 Minnesota Energy Code Location: Hennepin County,Minnesota Construction Type: Single Family Glazing Area Percentage: 25% • Construction Site: Owner/Agent: Designer/Contractor. ORONO,MN STRONG ARM CONSTRUCTION ARCHIVAL.DESIGNS _ w•.. ��... •.:.:n�,d�� 5 h:i�1.'�y j 47s. .�Wc iF, r*,��a.�E'��:�t`•. •"t'Jlh'r'.,: ..,,i,-?- .� +' ?j.[�• ..�..�;' � s`, y}'' w k �t..��.,,.�"�•' ' 6W a.V .� k�•��,ra �,. 7t! }�!�.,': f;. ,J. ` a?'1, -'ac.- ' .1.2•..:o;' �' L.s'-t.'_''.::.--.....7. ,717-1.:3-11.:;;:n.-,_Y'y:.f-.�....'4S?iCi '.jz.. _.... .a`...+ . Gross Cavity Cont. Glazing UA Assembly Area or R-Value R-Value or Door Perimeter U-Factor Ceiling 1:Raised or Energy Truss: 2453 44.0 0.0 54 Wall 1:Wood Frame,16"o.c.: 6601 19.0 0.0 200 Window 1:Above-Grade:Wood Frame:Double Pane with Low-E: 293 0.300 88 Window 2:Above-Grade:Wood Frame:Double Pane with Low-E: 888 0.320 284 Window 3:Above-Grade:Wood Frame:Double Pane with Low-E: 155 0.330 51 Window 4:Above-Grade:Wood Frame:Double Pane with Low-E: 230 0.350 81 Door 1:Glass: 98 0.330 32 Door 2:Solid: 20 0.250 5 Basement Wall 1:Solid Concrete or Masonry: 1990 11.0 0.0 115 Floor 1:All-Wood Joist/Truss:Over Unconditioned Space: 704 38.0 0.0 18 Floor 2:All-Wood Joist/Truss:Over Outside Air: 12 38.0 0.0 0 Boiler 1:Gas-Fired Steam:90 AFUE Compliance Statement:The proposed building design described here is consistent with the building plans,specifications,and other calculations submitted with the permit application.The proposed building has been designed to meet the 2000 Minnesota Energy Code requirements in REScheck Version 3.7.3 and to comply with the mandatory requirements listed in the REScheck Inspection Checklist. 1 " otJ g6(tE-i3SCll! • , EJ c1/3-C)(0 Builder/Designer Company Name OW/JER___ Da THE AMBOISE Page 1 of 1 j'At.,,--_, • ,i :f;4:- __ '. 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V C N El::'3g N fI N.1 O • O 0, . , 4 X MnlR..w r• I•Wr•W n..,4 a e44ee N M 0 V h Mr1.4...1 0144...•1".4 ; �1' /1► coNr..•6 V 99060!.10!e!1.... ..n n.n. .°i r7 O W C W r..;„;°1 In N n n-i.1 !u...1 4441).n M . i H 0 1 E Gkeuvwf•r• • Qa No0014014 d .rte 0 a �'10 6 1 4 1 • J e e V a 0 44 .Nj ..N^'".^. 1 C_ �(,� as rin.iee44 w 44441401 an.~•n 244 x14.44 .4 a 100 11..��MN.•1•NO. 1y.044 rl v.T.,h Ueoym A00 0 �iO g i GF.1.•v.2% UT•1.1442..: y NmW ew.1 V G C CC M0moomm annmmn V.....}0.11•m 1 1-1- i .'442. memmwn O 4,1.-, nme..Ine M.. Z •1. • 4 04a .4* W : LU .6 I. 7< ;J 441 mdl ..w.•.•.+ .1)0" _^ yY A1401 Umn*Mme 0 1 At60,..4.:....1 _0. 4 O10 ......1.,644 �Cu W N V�MM. 'i MNN NI.I I.I! �G 0.1.1 t� Q f•Ti Z abed 1996£LbZ56 V8£:80 LOOZ'£Z 2iv P") Job Name: AMBROISE Truss ID: Y1-GT Qty: 2 Drwg: a1 CRC 31-:.0C IOACT 512( REQ.= IC 2x4 SPY 02130?1.E6 •-IPK)=FLATS Pdal_T0R JSBD-See Joint .deport•• Lid verticals ate designed for axial loads • RI 3- 2-11 42C0 S e-0• 1.74• __ 2x6 9P 2403P-2.36 plating spec : Ab5I/722 - 195_ only wales: -toted otherwise. a 2 27- '-12 4711 5.53• 1.0'. 2x6 SPY 7.1653P1.5II 10-.2 =EIS DBSIGI7 =S THZ .^_JNPOSZIB #LSU:.T OT Extensions above or below the truss profile Ern 2B2JIaesen11t sh3.•r_are lased OPL1 WEE 2x4 SPP .721031,1-9B KC:.TIP:,3 LOAD CASES- ;if any: have been designed for loads :a the tease rs:eels: 5: eat:beeria5 2x4 SPP ell/s2-CAW 3-1. 11-4 =2C/=3C erase plate values are based on indicated only. Horizonte: loads applied at 14-7 testing and approval as required by IBC 17C/ the end o: the bays not been eC TORce Alt 0:O ::31 lee bed for IC. VS7 Nino-c=current sec:- and ANSI/:FI end ere reported in available considered cnless shown. A drop-lag to an 1-2 -6110 o :1 4.20 C.37 • • • ' • • - • - . . • - . . • . • • • • •• documents 51:P. as :C33 6160?. o_hetw:se crsupported wall nay create a 1.3 •:2249 0 31 C.27 CAC Uneeeeeaioed Noris. iL deflection - C.71 • • • • • • - • - - • • hinge e(Eact that requires additional design 2-6 -9241 0 21 4.31 C.SC • • . . • . • • . • . • - • . • • • . 4 • . nail pattern shown ss !or Pyr loads only. consideration sby others}. (-S -Situ 0.25 C.29 0.43 Drainage Dust be provided to avoid ponding. Concentrated loads K'JSe be dlstribtted to ::P:Iri REACTICY(B) : s-s --5942 0 31 a _e 1.42 Pennanen bracing is required Iby others, to each ply equally. On multi-ply with hangers, support Nair. Kind Non-Klr.d 1-7 -0271 6.11 1 :e 0.31 prevent rotation/toppling. See SCSI 1-C3 use 3' nails min. into the carrying member. 1 -1736 lb and ANSL/TPL 1. Par more than 2 ply. use additional fasten- : -1627 lb e; P:RCr Ax. sr' CS: 2-sty1 Nail w/.Od 901. staggered (pee 1165) ars as i,dieated free the bach ply', er tee HORIZONTAL REAL'71on S: i 1-9 -fel :.3: 3.31 1.44 to: TC- 2 BC- 2 NIBS- 2 ••PER rCor:•- any other approved detail (by Others). scppert 1 235 £762 ;1.15 3.84 3.2. This truss is designed using the • ♦ 4 • a • . • . • . s • 4 • a • 4 . • • . :.CAD CASE 4= DESIGN -CADS IC-_: :371 0.c.: 3.31 3.7' ASCII-9S Bind Specification Dlr 7..911 L.Lct R.Flf R.Lac LL/TL 1:-2 5052 0.30 3.41 3.76 9109 Enclosed • Yes, Importaa:e factor • 1.03 TC Vert 110.CC - 1- 5- 4 110-CC 0- 0- 3 0.64 12-73 sax? 0.13 3.0' 3.25 Truss WcatiCL . Not Rod Zona SC Vert 90.et 0- 0- C 90_3C 27-.0- 9 0.79 13-:4 -14' 0.2C 0.0; 3.01 ;Seri'ictine/oceer. Line • No . Ixp Category - B TC Vert 1:0_3C 27-10- 6 1.0.20 29- 3-12 0_64 31dg Length • 40.00 fm, Bldg Width . 26.3C Et BC Vert 20-7C 0- 0- t 20.00 T- 0- 0 0.00 %VD 7:per CS' arcs 7:31:1 Cs: Kean roof height • 11.05 T-, S.ph • SC BC Vert 10.03 -'0- C 1.6.00 19-10- 3 0_02 1-1 -4110 8.20 5-11 291' 3.19 711 Standard Occupancy. Dead Lead • 12.0 pet 4C vert 20.03 13-10- 9 20.03 2.1- 4-12 C_00 1-9 9:1' 0.21 5-:2 534: 2.33 Designed as Rain Wind Force desisting 3ystem 9C Vert 10.00 21- C.12 10.00 's6-10-_2 0.00 2-9 -7042 0.19 :-:3 301: 3.16 and Components and C1add44L14 39-14 9-0.0 6.0-0 1 3-9-14 4-1-6 27-10- 8 3C vont 20.00 26-1e-12 29.07 -GG 2--t• 2;0' 0.21 6-:1 -2::= 3.15 Tr.lbUta=y Area = 146 sq:. ----1� I---I -. type... lb. :i.ice LL/IL 3-.0 1300 0.41 7-11 1494 3.32 4.19 7.114 19-119 19-11-4 23-9-2 27404 TC Tart 60.0 - 1- 5- 4 1.03 3-11 199_ 6.13 7-14 -4104 3.25I7-11-4 12-0-0 7-(14 7C Vert 60.3 29- 3-12 1.00 6-11 -e5- :.01 I I1 2 9 4 15 6 71 - CRITICAL 901111 (LOADS 2-FLYS Type 1.1.0+0 Sfax/Dor )tin/Our REQUIRED - 6C Vers. 9- 0- 0 440/1.15 -343!3.53 14.00 .14rBC Vert 9- 0-12 1190/1.15 -793/2.53 BC Vert 13- 0- 0 44C/1.15 -341/1.50 r-1 MX/10-12 24 MX/10-12 BC vert 12- C- 0 444/1.15 -741/1.60 1.0 8:-vert 14- 0- 0 4410/1.15 -341/1.60 BC rare 16- 0- O 440/1.15 -311/1.60 � H. Ire: rt17-1.- B755/1.15 -266/1.60CT B.^. rt22- 1-12 ]10/1.156/1.60lh __ B;. nt23-1 -1? 410/1.15 -92/1.60(� _ ` �__ x t 25-C-32 ]31/1_15 -137/1.60 • CV 4-8 /r2 I 7-8 12-1 `,4-6 in I CM , MX DHPL$CTION (spa:0 : 12-10.9 ,-rut � i .s ..r_. s.. 12-10-9 L/550 8014 11-12 (61:3) LC 1 I SHIP L= -0.35" C -0.1E• l= -3.53• ' 4.8 Ili/ 4.8 8 10� \ 44 Joint Locations P T / Z2.1.19 +� T 1 0- 0- 0 2 4- 9 G-0 ! 9-37 377 3 413 e- 1 _ �711 4 9 41111 • 1 5 19-11- 4 12 13- 8-12 6 23- 9- 2 13 23- 9- 2 4-6 MOO24.10 12 3-6 7 27-13- 8 14 23-10- a OO I 114.00 1:541 h 744 1 1 7-8-4 1/0141 2.701141 B 9 10 11 12 13 14 4-I- 4-04 5-9-8 5-9-8 y 4-0-6 i 4-14 �� 5/2006 4.1-6 8-1-12 13-11-4 198-12 23-92 27.10.8 • All plaice are 20 gauge Truswal Connectors unless preceded by"MX"for HS 20 gauge or"H'for 16 gauge,positioned per Joint De1ai1 Reports available from Truswel software,unless soled. Scale:y6"=1' WARNING Read all?:Dees on This sheet and got.got e a copy o!'i!to the Erecting Como-actor. Eng-Job:_EJ. 1 WORK ORDER# T.'fs dens is tar an india:dnl tur-e.. cxeteco rat nor- el ss:yawn Is his beer-lased to s tcif.:aliees pratidedby t.t c3etpentnl:asnuilc ter Chit:RM t Engineered .sad dote in eceotia:se si:l•the cure-'stollens etTP2 atdA:PA des strosterds rcapansibihry is sunned far dime:min:al a:cera[+ Dirxnsians D raft MIK 88717 are to sea;n1 Ey l::e:coperiene n. _faceu n a-.1 or ls.iding resigns.-Fria w Lal eareiro T_.e buildo designer enc:mental'dtas she:aids . en Building _[direr at:his desire meet a exceed:le F.adiug mond by the keg bvi ein5 cede end she port-_eloraFFh:e'en.The design ffis Naas Me:_p iter d TC Uve 15.00 psf DulFacs L=1.15 P=t15 OD 3 leersJr trsca:by e-s roof er floor.hea.iug and etc boson:,:herd is Ira;$2y buxd by 1 rigid shead:icenui era)d:eeedy nutted,genies'wherein 1, Components noted 11-a.-Y SOYA II:s fo lraral sissaciA of arrpo esus rn:sr:•ens Y.:y le reduce be:kd:g length ;his cenponent shall-c.be Fisted in r/ TC Dead 10.041 psf Rep Mbr Bnd 1.00 envirotmen:shs:.:0 cause Ow r:•7inere=Imo of Abe.•cnd 1v exceed 14k a13,1'3e ea:se:c0000 er plan oseosiee F*riewe.hsadle.install BC Live 0.00 psf O.C_Spacing 2-0.0 C"- and brace L.:s nun ice etooda-ce est.the'alk Ing sual=fl',All anJC,•ur:s Dtui:Repan[available is mega frac.Tninsal secs-se O 'A.SCTP:I'.wrTCA:'•5vead Tras Coated of Annie/Sli dart Design Re.ars.biletes."BUILDING COMPOMEN7 SAFETY_r T•OR114Tl0I0• BC Dead 10.00 psf Design Spec IRC co 148 Washington Ave_S. (8(S0 17))and SCS:5J0.8-L1RY SHEETS ty 1kTCA and:P1 The l'vs:Moe becleule{T?I)is bared s:512 DOn3Eio Dene.Uadiun, Hopkins,MN 55343 (952)9354902 s9 isatrsin 01719 The Ass.:so Fcress acd Peon Ass_doece.(AF?A1 is k.ct d re::::1042 S:ret.Svc.So 104,Washy:gem.DC_818. TOTAL 55.00 psf Sean 76.5.41- 0 (''1 (0 a • Job Name: AMBROISE Truss ID: W2-GTSG Qty: 1 Drwg: 0.1 ens 2-L0C eta:: sits aco•t TC 2.4 S7r :21817.71.e. Web bracing required at each location shown. End verticals are designed for axial loads - (d 1 :- 3-:2 2225 5-W- 2.62• 2.4 877 41/02-CAI 5-7, 7-8 6 S.. standard details (6X31087CO1-CO1 rev11. only unless noted otherwise. f34 2 37- 0- 4 7263 ?.5C• 2.91• ec 2.4 57r :210071.9E -•[P90-ELAN MONITOR 09467-See Jo_rt Iepoct•• Extensions above or below the Crass profile ser fCOCI6CMUIIs 560.5. ere bated-:3117: 2.4 577 9_/62-CA: 13-16 Plating spec : 2113:/1P2 - 1595 (if any) have beer. designed for loads or. :how tress eatertal at each tear:n_ rIe.:. CHC 2.6 57? R.-Jaz-CAN THIS DESICII I3 THI 2331PDS:TE RESULT Or indicated only. horizontal loads applied at 'RCS 2.3 577 STUD-CAM MJLTIP_S LOAD CASES. the end of the extensions have sot beer. IC PCRt2 NIL sxa c5: 2x3 SPY 01/02-CAS 1-10. _1-3 IFC/IPC tress plate values ere basad on considered Unless shown. A drop-leg to an 1-2 -1316 7.11 D.4: 5.67 3-12, 4-16 testing and approval as r. .tired by rBC 1703 otherwise unsupported wall may create a 2-3 -5037 0.19 3.9: D.% 14-7 and A_ef3rjT5I and are reported In available tinge effect that requires additional design 3-4 -101' 7.13 3.67 0.9; 654 BLK 2x3 SP? STUD-GUN documerts such as IC153 51607. consideration (by others)- 4-5 -1947 6.05 a 'C 5.51 Lumber shear alio-gables are per N_S. Loaded for 10 832 non-corcurrsat BCLL. This design based on chord bracing applied 5.4 -2547 :.1_ 1.00 3.97 Ira-nage most be provided to amid ponding. • - • - _ • • • - • - • • • • - - ;er the following schedule. 6-7 -2541 C.1C :.94 D.97 remanent bracing Is required (by athersl to 7nrestralned. horii. LL def-a:tier. s 3.43 • max D.C. Iron. to 7-6 50 :.3-. :.:7 3.34 prevent rotaticnftoppling. See 3:SI 1-33 • • - • - • -.• • - . - • - • - • . . . -• • BC 70.00' 0- 5- 9 6- 6-12 and ANSI/_FI 1. Gable verticals are 28 3 web notarial spaced ;mars XIACrION(si . BC PCs= AX. E:ID Cot EOR:SONIAL REACTIONN:s: t at :6.0 • o.c. unless noted otherwise. Support'. Main Wind Non-Wind 9-16 -431 :.39 7.29 0.10 support 1 188 lb lop chord supports 24.0 •' of uniform load 1 -477 .b :o-:: 1221 Z.59 1. 51 1.0C 5241$ truss is designed using the at 15 psi! live load and 10 psf dead load. 2 -43 lb :1-:2 136( C.12 7.57 0.43 A3CET-98 hind Specification Additional design considerations may be L3h3 CASt kl DESIGN 1.39.03 :2-13 3627 :.12 1.13 7.51 3103 Prclosed . Yes. Importance ?actor = 1.03 required if sheathing is attached. Dir L.Plf L_loe R.P1! R.Loc 11rTL -54 7027 6.74 1.11 3.61 Truss Location - Not End Ione Brace gable studs in accordance with :C Vert 110.00 - 1- 5- 4 11C.00 0- C-- O C.54 :4-15 :059 •.13 :.14 3.47 _tarrtcan•/Ocean Line - No , Exp Category • B Truswal Systems standard gable bracing :C Vert 90.00 3- 0- 0 9C.00 O- 5.12 C.7E :5-7-6 0 C.26 :.I: 3.7: 3149 Length • 4-3.10 It. 318g Width - 26-3C It details and charts. IC Vert 4:.00 3- 5-12 45.00 2- 5-12 C.76 Mean roof height • 19.93 It. mph - 90 This truss esquires adequate sheathing, as IC Vert 9C.OD 2- 5-12 33.00 33- 0- 0 C.7E 7rso F:RCI 221 ass roe:3 101 TFI Standard Occupancy. Dead Lead - 12.0 Ref designed by others. applied Co the mss BC Vert 26.00 -3- C- 0 23.00 0- 5-12 C.02 1-5 -2.27 6.10 4-:4 -603 0.46 Designed as Kain Wind Pores Resisting System face providing lateral support for webs in BC Vert 10.03 -3- 5-12 12.00 6- 5-12 C.33 1-10 2100 C_76 6-ii -490 0.53 and Components and Cladding the truss plane and creating she. wall BC Vert 21.00 6- 5-12 23.00 33- e- 0 0.0: 2-1C -1595 0.72 7.14 1621 0.52 Tributary Area = :0 sql: action to rests: diaphragr+leads 1' ...Type... lbs -X.LDc LL/IL 2-11 1765 5.44 7-15 -320 3.2E 4-0-0 4-90 6-11-2 6-11-2 6-11-2 • re YC Vert 60.0 - 5- 4 1.00 -:1 2020 0.9' 2-15 117: 0.:1 4-8.0 9.5.3 16.4 5 23-3-6 39-2-8 i - -3ITICAL POINT :.C7. E 5-12 621 0.26 0-16 -1250 0.569.5.3 20-9-5 35B Type X.Loo 36ax/Dur Kir/Dur 4--2 .514 0.27 1 3-5-8 2 3 4 5 6 7 8 TC Vert 1- 5-12 9C/1.15 3/1.60 BC Vert 1- 5-12 75/1.15 -172/1.60 DC Vert 1- 5-12 25/1.25 13/1.60 ';14.00 5=5-10 -14100 DC Vert 3- 5-12 75)1-15 -172/1.60 r4 7.10 3201 6-6 SC Vert 5- 5-12 75/1.15 -172/1.60 ko 01 - ! 1r - /flilliilitti iL / - :./399 MSN 11-12 (LIVI1 L^ 1 Cr a � f IMX6.0 t -0.34" Da -0_2E' -0.62' 1 i IV 15; 46 //_ -2222-- -- 2222 ===== u') J , 3-4 Sao-6 3-4 aalot :.taboos CM1 0- a- 0 5 C- 0- 0 14. •8 o ' ' 4-3 14-74 2 4- 9- 0 13 4- 9- 0 I, 1 ISHIP 3 9- 5- 3 11 8- 1-12 p ._ ( 4 Le- 4- S 12 LE- 4- 5 4-p �, /i-.6: 8-I1-10 8.11-(0 I 5 18- 2- 8 13 15-10- 0 f7ti 6 23- 3- 6 14 23- 1- 6 T / �� - I I ' 7 30- 2- 8 15 3C- 2- 8 . 3.7.7 141 f1 �: I 8 33- 9- 0 16 33- 8- 0 • 14.00 I ,..:'..f 0,6,6 1i 70)54 I 33-84 'c.c..' �9 10 11 12 13 14 16 161,0..2.0 4.8.0 N ry 8 6-11-2 6-11-2 r STUB 4-64 10 16-4-5 23-34 30-2-6 M 5�// TYPICAL PLATE:2-4 12/ 5/2006 All plates are 20 gauge Truswal Connectors unless preceded by"MX"for HS 20 gauge or"H"for 16 gauge,posilioned perJolnt Detail Reports available frown Truswal software.unless noted. Scale:3s32"a 1' WARNING RN�1 0:4 �,[ 7�i Read rti mores on this slier and fore a cop) of it to the Erecting CContractor. Eng.Job:.EJ. WORK ORDER# E ng I n@el•@CE -his design is far lb,flci.xival tsilc-2 eanpcnrs:nal case c rnJr 'I 0::i Den based Aispesrics-a:4 pm,:Sell by Iheccn•penem,emir:.er Chic RM 631 -res daft is a:c;v0.:c..:•.?:ht can c:'rooms o'=91 and Af•?A dcsi47,s:rcaas Nc topans.ia i0 is assumed fax diarensicni neuuq-nim enscns Oegnr•MJK 88717 M Building :re le to sow:bed:-7 re:cooale:4 UI _iwsse.ander tui:iie4 d:ognc•p ice:r fain:aacn -Mei-Ming a&Ugnc muse as:mum:•31 the!Judi - t m'.i.r.d en Sh,s cr.,gn macs ll itetCJ II,:]nd:ng:nil se Th.lb.:.t:-'.,:Jing trdc and#:e 9.nsUIc a93hee as T1s dp,6'.as1mees:hs die leg s`s d TC Live 35.00 psf Durfacs Le1.Is P=1.55 CO i1:Mir 31:)Sr4:w9 ay,:w FM'.neer axr::ing c d:hr r.::a:C:_3 a•s.saemll)losee51•.a::5:J steaming n:ale:al enrol)ane:lied.o':il alh..•n-is. Components erasI R5:zing she.,s f.7!oleo!su,par.a cc:ri e:ants srenatrs.-r.7.,arce9:c2 to.S...g 16-3:11 Tars ynppntnl Y:w11 nr:to pheNI r•sr. TC Dead 10.00 psf Rep Mbr end 1.00 (• 1 i 6125...,.-nue..Sn 0.r c,.se Sr-,....c....eat:C'.cif:hr s.CQ.bt.,az-a.:4•-:ewe:[.7:.,:car er:a-lee:C.TJSieu Fat,ic.ec`an:Er:-331: 0 BC Live 0.00 pal O C.3pacing 2-0- CD aaad sore Il,,,.tis:::arc..C...:e.•::S she fel a-as s:anduds:J:4::r.C-st 3g Ceo..l 2c3.41s't.ad:fifc as sul-nt ham Tr-ss al saf:n an:. O :5CSlTP1I.':c7.00 '-:ca:d:'rssZ3u:.:I .61.A.,a,irt511.-u,sDr_,e-.P:spa:.,ib,::uta'11::L53s- COMPONENT SAFETY INFORMATION- BC Dead 111.00 psf Design Spec IRC (y 146 Was hlnglOn Ave.S. (0(91 I-L?10-4 UCS!1U 012I4RY SHEETS'it Ve01 4.ani:-PI nee Teem Phis:nII-oft i=PI:.is Ia:ncd u:585(YU'o'a,.3:se,Sla.sacr.. Hopkins,MN 66343 (9521935-4302 wine:2-sr O T.-c n-o-r::an Fner.Ind?ix-4650.0.0..0.IA14A:.s Iralaal 11 11 19:1.Sten NW.S::±C{.tvslanget t DC 22303: TOTAL 55.00 psf Senn T6.5.41- 0 Crl CV a ul a, Job Name: AMBROISE Truss ID: W1-GT Qty: 2 Drwg: BAG x-.C REACT S=1a 050.0 ;C 254 SSP C2L0.3F..6C •.(PM)•FLA7X MCNITOA Osco-See Jcir_c Report.* Bnd verticals aro festered for axial :cads • 9C1 t 0- 1-12 57799 5.50- 4.1!• 2x4 SPP 91/82-11521 5-7. --3 Prating spec . AWS:/TP: - 1995 only cnless noted otherwise. 04 2 33- 1- 4 2363 5.5C• 7.54• BC 2x6 SOF C155-3F1-55 PHIS 033133!1 IS Tab CO1I?05=TB R59_LT OP Extensions above or below the srues profile 650 5BCUIRIBM.75 a town are base!.05.5 HIS 2x1 Sir STrO-CA!f NVLTIFLS LCAD CASES. .If ar.y3 have been designed for loads co the crass sac axial a: each bearam9 2x4 Sir C2100PL.03 =-1C. 1G-2 IRC/IBC truss plate values are bleed on indicated only. Horizontal toads applied at 2.4 Sir 01/42-CAN 11-3 testing and appreval as repaired by 28C 2.703 the end of the antenslona have not been tc PORct Ali IBC CSI 2x3 syr 991102-:AN 3-12. 4-14 and AIISI/TP= and are _sported in available considered unless shown. A drop-Leg to en 1-2 -7015 7.26 0.51 0.77 _9-7 documents such as ICPO 01407. otherwise unsupported well seer create a 2-3 -10270 3.25 0-95 0-11 - • • • Luded for :0 oar moa-concurrent POLL- hinge effect that requires additiet.a_ desigt 3-4 -52.01 7.17 0.41 0-51 Onres trained hertz. L. deflection . 0_43 ' • - • - • • • e . • • • • . • • . • • - consideration (by others:. 5-5 -4641 3.04 0.37 0-42 - • • 4 • • . • • • • • • • • • • • • • ♦ • .fail pattern shown is for ?LP loads only. UPLIFT s&J.C.:C>(£) 5-6 -4676 3.C9 0.57 0 29 Drainage nus[ be pro:id.d to avoid poodicg. Concentrated loads 3415T be distributed to Suppers Main Wird Won-Wind 6-7 -4646 3.15 0.52 0 74 Permanent bracing ss rewired Iby others) to each ply equally. On multi-ply with bangers. 1 -631 lb '•-0 -9951 3.1:. 0.1i 0 22 prevent rotation/toppling. See ars: 1-43 use 3. mails min. iota the carrying member. 2 -749 lb • and A-\S:/TP: L. Por Bare than 2 ply, use additional fasten-. 33000=201LAL RBACTIONIS) : BC PIRCO &X7. 310 CS: 2-PL2I Nail -../113 BOX. staggered :per 142£1 a:e as Indicated Cron the back ply•, or use support . 147 lb 9-16 -275 7.00 0.06 7.00 in: TC- 2 3C- 2 51230- 2 •'662 P202!.v Wry other approved detail (by others). This truss is dasigned using the 17-11 0700 7.4: 0.06 0.51 • 4. 4 • - • - • + • - • 4 • • • - • . • • • ASCBT-SS Wind 3peeificatier. 11-12 4522 3.21 3.15 3.35 Bldg Inclosed a Yes. Importance Paccar = 1.00 12-11 6288 7.27 5.14 3.41 :rasa Location . Not nr•d Zone 13-14 5266 7.21 7.19 3.10 Hurricane/Ocean Lina . no Bxp Category . 3 14-15 1354 7.10 9.1? 3.2) Bldg Length . 40.00 ft. 31dg Width - 26.0.1 ft. 15-16 0 3.00 5.05 0.05 Mean roof height . 10.91 ft. mph . 90 :PI Standard Occupancy, Dead Load . 12.0 psf *:Be FORCE :SI .T9 roosts Cr! Designed as Main Wind Force Resisting 3yeter =-9 -5239 C.54 4-:4 -511 8-29 and Components and Cladding -17 5104 C.27 4-19 717 0-:5 - Tributary Area • 145 sglt --- 2-11 -4995 (.34 7-14 -5352 4.50 LOAD CA56 01 DESIGN LORDS1-11 1990 0.45 7-25 -487 0 :0 4-0-0� 5.5.3 i 6-9-13 6-11-2 74;� il D:r L.P_f .._Lac R.ELf x.Lee LL/tL 1-11 4926 C.64 4-35 2:26 0.41 4-0-9 9.5-3 16-3-0 23-2-2 30-2-8 ^ rC Yert 110.00 - L- 5- 4 2.20.00 0- G- 0 0.66 3-15 959 0.14 11-.5 -1232 6 49 1rC Vert 90.00 C- 3- 0 90.00 0-11-4 1.76 4-12 -229 (.35 ) 1 9-5-.1 • 20- i 3-7-3 t TC Wert 45.00 C-11- 4 45.00 2-11-4 1.70 2-PLYS 1 2 3 4 23131211712r1/1 •8 TC Vert 45.00 3- 0- 0 45.00 5- 0- 0 0.70 REQUIRED r- TC Vert 90.00 5- 0- 0 80.00 23- 1-12 3.70 9479 ,00 3-0 Q 14.DD TC Vert 45.00 23- 1-11 45.00 33-10- 0 7.79 7-t2 5-6 5=4.5 g.6 TC Wart 90.00 31- 1-12 90.00 3 U21116, TC Vert 130.00 33-10- 0 1:0.00 35- 1- 4 3.64 1 ,. SC Vert 20.00 0- 0- 0 '20.00 -J1- 1- 6 3.33 031 , IIIII AC vert 10.00 21- 1- 6 10.00 23- 1- 6 1.30 . "Li/ AC Vert 10.00 23- 1-12 10,80 33- L-12 0.30 AC Vert 20-00 33- 1-12 20.00 33-10- O 7.30 CA L)LS \ 14-2 Typa... lbs x.Loc LL/17. U1 !$ TC Vert 60.0 - 1- 5- 4 1_00 CM ¢ 0 44 6-8 6-8 TC Vert 60.0 35- 3- 4 1.60 84-7-8 S=5.8 3-0 14-7-8 CRITICAL POINT LOADS - SW11fpe 8.1oc Nix/Dur aim/Dur 72.12 •1 /2'012871 .�2 TC Vert 1-11- 4 339/1.15 -101/1.63 648.11.111 Y$ I$ jj(( YjYl 8-11-50 TC Vers {- 0- 8 3118/1.15 -465/1.63 6!.8 TC Vert 26- 1-12 159/1.15 -107/1.67 TC Vert26- 1-12 155/1.15 -1t7/1.60 3 7-7 T^. Yet: 20- 1-12 159/1.15 -107/1.60 1 •1'C vert 30- 1- 0 56/1.15 -77/1.60 TC Vert 33- 1-12 159/1_15 -137/1.60 13/1.15 130/1.60 3-6 15C Ve_t 24- -12 754/1.25 - 14.00 -25/1.60 a 1 74-4 1-51 33-10-0 7e..a.4 15 10 11 123 14 15 16 a• 4-0-0 __ ^.JI^ 644 6-11-2 T-0_ 6 y q. 4.0.0 16-3•0 23-2-2 39-2-3 ^: p_o .i_I'I. 12! 5/2006 Scale:3;32"=1' WARNING °ea!!of Rutes on aril sheer mid lyre n cutin of to the Erecting Contractor Eng.Job:.EJ. WORK ORDER# •4 - Engineered -bis deay.n` r.Ai..c,aI bal.:3 A r.tet c:em Ile?•-saes?Star lix-SSC-:Q99.1C.npc:.1.crions pArriJed t•3 i:e:ca-w.ur mmu_f-cRBa Chi:R61 ON2-d.:2.1..ra:cx:Jar.-r..1:7:h.c_:cam.:s e n.:s.A T+1 and AFS••.crs.0 o_n3-.s Na-as?sts Tait}-t 11,ura:l G`C..lt_.ak,, accuHcy D,:91151,:ta. 88717 D, a-a tete.oi!ncW C- :, :,ta:en::caaulaac-.r.o6.lu.�ai Je.ip,e pia•.IJit. I .:aaec lEe tale::ddnc- igxr.=taaca:n7:2.31.,c 6w.1 Dsgne MJK Building u1::ised on lks.xsign novel u tarred lite IQa9.'6 crus al a 6-'Jur ax..tl.d t pal-atilt atskes:i3n..e CGilge soars.lox Ac•'-i'char._ TC Live 35.00 psf DurFecs 1=1.15 P=1.15 CO x 4,.:1 i cy a aces 3..:r f 1.3a1:-•.-7r svaibirg aid the Oanru•020 c u Se•..3 :3,U.!l•}a.:SiJ.heath.•4 rumn:.:c.i s-,:wdwi.cart:p':'.r.:y TC Dead 10.00 sl Re Mbf Bnd 1.00 Components .k..J 35.. ns aha g-if lc las. .WWfic:::::c••r.re.:i r-,:r .r•r..1 is tar.:ec its i:ap:h -hii can:Panem r-311 net"ae places: P p CsITiI c:ono-.mu.::5-xi:.s-acWV-aaish::.-:entero: .a 'the••. .kt. .eea :, :..! .C: m •c1ecant:;a•Irtpbrzeare...,: rdaleak..ensile iancul BC Live 0.00 psi DX-Spacing 2.0-6 C• ey I Jul b. c Itn evnf r-....>.:cuice..:h the roilewn.p fun_'_d, ;Ns:m:t u:its Dau::Relurt avr sift a c.ti-:f.or 7.......6 frnw n c. Cs .,,,:s1:TP::.-wrrA I-tCcaJ'.r.as C.7u.c.l w Ansa lex Stars.J l:e..,:.Re:::.nob.nt..*tit I.DtNC CUI:POKENT S41t-1 r rK5olt•_4T G,•. BC Dead 10.00 psf Design Spec IRC eV 146 Washington Ave.S. (SCSI I-031:,....1.101:5.1 SI...l9IAlri 5115E7Y t•} 1 am!7FI-9,..I..5.5.Fre las:uuri 1 II!a lu::ate 01313;)Una(:10 Dn.:.%laJnnn. Hopkins,MN 55343 (9 52)935-4902 .•-iso.-•.n 5•:-i I'•r.trier Sian Fors:a-d Pape.A 6ex141M::1.411-:•a...wax)x.:111 i s.-Su rel.?'l.t Sic 530.Was-- .a:UC:c3:3t TOTAL 55.08 psf Seqn T6.5.41. 0 01 C4 a • d 'Job Name: AMBROISE Truss ID: CCI-GT Qty: i Drwg: Barn e.LCC REACT SItS RAQ•E TC 2x4 3FP s1/4.2-CAII ••:?90=PL2.T6 HC!CI:OA VELD-See J01nt Aeport•• Ver..rr exzcrxon:SS e b 3- 1.12 1326 5.1C• .:2• SC 256 SFP C165311.!Z Plating spec r A71S:/TP= - 1995 Support CLC Wind Ion-Kind L3.1 Z 7- -s- 1 356 3.SC• 3.EC• use 254 SPP P1/42-CAN 71(26 ZES:Cx IS TEE COMPOSITE 2ESULT CP 2 -500 :b ORO ACCCIAsmer..-s srss.n_ ars bases :74:::: BRe E:.K 2x4 SF? 61/02-CAII M::.7IFLZ LOAD CASES. sokrzON_'AL 63ACITOU(S> x LS. tress saFestal ar. tech beartnt Loaded for 1C FS7 non-concurrent ECLL. =AC:_3C truss plate ralues are based on support 1 377 1S Feroanent bracir.g is required 1=y sties.) to teet.tag and approve: as required by :EC .503 :his treks is designed Jsing the re r.-,RCC Axl. aro CFE prevent rotation/toppling. See SCSI 1-01 end ANSI/TPI and are reperted iT. available ASCE7-9e Kind Specification -2 •136e a.C1 5.60 0.41 and ANSI/TPS. 1. documents such as ICSO 91607. Bldg Snrlased s yes, Importance rector - 1.0E 1-1 -.9D 7.C3 :.43 0.43 End verticals are designed For axial =eats Triose Location a Net Sod Zone only unless noted *th. wise. Eurt'icane/Ocean Lieu - Ito . Legs Category - E OC P=ACC AAL SSD Csl Extensions above or below tie tress prefile Bldg Length - 40-00 ft, bldg Width - 21-33 It 4-5 -535 7.01 5.25 3.51 511 any) bave been designed for loads Mean roof height - 15.00 It, aph - 9C 5-6 966 7.CC :.17 3.19 indicate= only. Rorizontal loads applied at ?91 Standard Occupancy, Dead Load s 12.0 pit the end of the extensions have not been Designed as Main W!nt tom Resisting System Will 7ORCe Ess 6E2 MACE c3: -onsidered unless shorn:. A. drop-leg to an and Components and Cladding 1-F 633 C.17 1-5 641 0.11 othet'rise unsupported wall nay create a Tributary Area a 32 sgft Se 2 .766 C.23 2-5 155 0.0! binge effect that requires additional design 'CAD CASE 0: at31CN LOADS :-4 -1009 C.12 2-: -621 0.17 consideration (by otbecsl. Dir L.P1C L.:.oc 9.21.0 R.Lor LL/TL TC Vest 117.00 - 1- 5- 4 110.00 0- C- 0 0.69 TC Vert 90.00 0- C- 0 93.CC 7-11.- 4 C.75 BC vert 20.CC 0- C- 0 2.3.CC 0-11-12 C.00 sc. Vest 10.00 0-11-22 13.CC 5-11-1I 2.06 BC Vest 20.00 4-11-12 20.CC .- 7-12 C.00 15s X.Ice 1L/T. TC Vert 10.0 - 1- 1- 4 1.CC 3-9-14 44-4 CAM:ICA1 FOIN7 LOAC3 Type X.tac Naw/Par 11_o/Dcr 3-9-14 7-114 9C Vert 1-11-12 640/1. -92/1.60 Sc vast 1-11-12 696/1.= -9111.60 1 2 3 I3AX DarLEC'203: 1 span i : 14.CC• =/999 Ml( 4-5 ILV.tZ: r^ 1 . )P -0.03- D= -3.01' T= -C.:4' r-1 - .- . 1.0 I43 Jeit Locations TI 6.6 T 1 O- C-- 0 4 0- 0-•0 CM I �s 10.15 4-5152 3- 5-14 5 3_ 9-/4 1 7- 7-13 6 7-12 'Cr 4111111;1 • 5.6 ±-9-7-0 - 5-6 CM ' 12-10-9 3-4 41513-9 SHIP • • • +'S 0/48.4 10 I - 3-7-7 e - 1 _ 1 41.412 i 14.00 0-8 1-�J_ 7-11-4 4 5 6i 3-9-14 0.1- 6 3-9-14 7.114 12/ 5/2006 All plates are 20 gauge Truswal Connectors unless preceded by"MX"for HS 20 gauge or"H'for 16 gauge-positioned per Joint Detail Reports available from Truswal software,unless noted. Scale:It8"a I' _ f2 RNI�fG Read a rates on this shoe!anti a r cam o:n 10 t�1e Erecting Contractor. Eng.Job:Li. WORK ORDER# '�O\ Engineered his tctign is.per re:nli idui bsildies a rp3nnt-tor bass syslcae le ha:her-au::.ire strz:fca-:re ice!by Ilea ttrISYene nesr.:ra:iura Chk:RM s:•L du<n:a4've,lance wide ix...:..rt vertices'e'Tin:.-.::\TYh o,i..sl:.ee.:uc \.-carr a:s-s-hn is assumedks l::reeaer:cal;•..."111:.•,:y Dima-z.rs 88717 I C) a e it e rentind ar:he act:n_. u:penu':euua ur.tue asildeeg&3ipaer pier la fable-Inn: Ike 0_i1"cteg designer n..45/neens.n aa :ns �gn 1:M.AS h :he e _ Building ue hi en 13:3,1e1:1,-:ter:s:craw:bt!t tins!: .n:d w tx:to e.iWueg Vit n.t-e F ula-syphon:.. Tx assign ex acs des: :us clewed TC Live 35.00 psf DurFacs L=1.15 Px1-15 CO es ineul.s sated t-,1`e suer tr :1'mi-so IRC int(-clam*cc:s Iaxrall)Lr x1:t+3 r.gid sheathing int:e-.al de-e::y nut:rd.unless xl.a..sc C Components owed D:acing s5.r•r es fee IMI.::tspaQ1 of esmpenr-3 neemhees oil:,ut:T±Cr 7icIiies!oig:le :his poser a int sial!•-r be I:I:red in at) TC Dead 10.00 pal Rep Mb r Bnd 1.00 C-- ! eaarr.recrr:ha..Il tact.-du:eras:uec a scat an::woad ie cceec'y.:mete Cause sneeetcr p.see eost.3i.ni 2iI:e itne,h.:ic'C.insla0 BC Live 0.01)psi O.C.Spacl ng 2-0-O sal brace des:e...,4 en:._.er.lu.r•:{2:0.(d!�tri s:_:cards Ia.::r.:C:::r..g Emit bel=.u:.aV•Ii able n cape bar Ti usetsl eurees v. O BC Dead 14.00pet Design Spec IRC C7 'q\$I TYI I.'-t'IC'+r -trcaJ:-res Ca.+c..et Acxria_an.las Cc>egu ks=x:t:icds.'lil.:_WVI.CO-`.SYOSL•\7 SA FEfv I\'FORL;ATIQA'- 9 P N 546 Washington Ave.S. ,HCSI is-?1 and 11051 SL:1.Lie\SHEETS':IF N Il.i and 1•P-=he Tuss F sr I:-6:...sci 1 Y1:es 1943:si us 5S.l7Oeszr:.a Can e,'Lsihcu, ut Hopkins,MN 55343 (932)935-4902 9'uscy:si:,t'-'.19 Tlee Al-lri.at Fens:stiJ?sFer/os oia:ion I4FPAI et:.•faint. . .....Siren..NW.S:c'-}?Wast:nsecn,n::13330 TOTAL 55.00 psf Sege T6.5.41- 0 Cr) N 04 . A Y40.04a 000000000 h :'4:1 . Y .000000 OOOOG.:.a:i0 a:1 y ly lOPYI i/ ' W e oln ne U•Tr.AF1f'4i1.•i aril• 44.14.1 r1:.Yl I;i tO 0 O I O •'• 1; 6 O O I . . . . 1 . 1 1 1 1 1 1 1 1 'RIM ° ~ Q a ^ �' oo d v a1■un0 JUN N M1 r NNAomrrlva a.217 MYNVI j0 q.. o O 0 !' in a` N O' MN's NIA N0.lnvbr. I•Ine 1� p Y ^ �; C � U f' k 0 1 4 A 000000000000 RW' ! • „ C C /1 e u I■ ■ 0.yW.Yv.YNUMW.OVW W Olt 004 ~ (1=v� CO J m O. 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FW J .I.4# 44 df.a.. 3.1.1 n n n I ..' m 40 _-. n 0Z eb d 1996£OZ66 v06:80 L00Z'£Z 2Idv • ri 'yob Name AMBR01SE • Truss ID: AA-GT I.i x-3.2C SEA:r 3 Q : 2 Drw.e 22C pS:'C tn j 0` "1? liar i 5;•• 2.4S- E^ 2x1 SOP ?1/(r2-CAV P atirg spec : AN31/TP= - 1995 0-PLI?7 ABACZ IONI3) 7-12 3304 E.5:• 2.69. 2x5 SP1 C1653P1.5I TS:3 QCs:GN _S T@8 COMPOST_1 2_?01T 07 Support CSC Wind Kon-Wind td n?331v:8tf5'7a s.-.r-. a-a eased O1Yr I33 2x3 SPP 9..L;-CAN KL•:.TIOLE LOAD CA969. 1 -772 lb Pa me cress aaterna2 a: each Des_a. Ltosber shear a.:ewab_+es acs per IDS. CPC/r5C truss plate values ere based cr. 2 -800 lb -'o Lorded for 13 PSF nen-concurrent 3CLL. testing and approval as required -c r.RCC 32, _ • • - - _ _ by /BC 'i43 This -5 ss is designed using the i:ld 0.;3 MCC- al heel. pattern shown 1s fur PLY leads oil • and oeLtsARST/ Su and are reported in available ASCE?-94 Hind Specification x-a 4 == O.:C Y• doctsoe:tcs as as rCEO ►164`. Bldg Lnclosed . Yes, Ind coons Pacccr . :.00 -19): 0.:) 2 ?e 0.31. Ccncentramed leads MOST be distributed tc Drainage must be provided to avoid ponding. Truss Location . Not End Tone 3-3 -1:11 0.03 e..a 0.2± each ply equally. On multi- ply wing member. Permanent brsel:sg is pplirred !by SCSIr1I to Hurricane/Ocean Line - No Exp category • 6 use 3• nails min. into btu carrying member. prevent rcCatLoa/iopplirg. sae SCSI :-OS Bldg Lanett • 40.CC Et, Bldg Width . 21.20 ft l'eRCS AX. ENG _,_ for more then 2 ply, use additional fasten- and ,Jls-/Se1 L. Meat roof height . -29.06 ft, mph 9C 5-s -.. ^.:s C 67 �`E+ ars ea indicated !row, the back pigs, or use Sad verticals are designed for axial loads Tp: Standard Occupancy. Dead Load . :2.0 ps! s s., y .. 4_ any otbe= approved detail :by ethers). only unless noted otherwise. Des lgned as Slain Wind Borns Cesiat:ng System '- Nail - • • • .• • - • Extensions above or below the truss profile ant Compooeeta and Cladding rosqft e-. CS- r_g 2 2..t! 'K' 2V!2.74 BCR, staggered (Der N?SJ• of a f or eas=e •.s. its -ids• ''•` l•r 1.5r +_ C- 2 WEB_- 2 ••Pei 100r•.. Indicatedonly. designed loadsTributary at LCAD CASE Area . OPl. 0391011 LOADS -_S _196 C.45 4-6 .444 c•45 the end c! the extensions have not been Dir :..Plf L.rAC i.Lli B.Los L.l2: ( 'd 3.'`- 4.: -256: 5.4C considered unless shcwt. A drep-lea to an TC vert L10•C0 - - 5- 4 110.33 0- 0- C 0.62 ctherwise unsupported well may =rears a TC Vert 00_0C C- 3- G 90.03 2-11- 0 C.73 hinge effect that requires additional design TC Vert 45-3C 2-11- 4 45.00 6-11- 6 0.28 consideration (by ethers). TC Vert 90-IC 6-11- 4 90.00 9-1C- 0 0.78 1r Vert 110.•)7 9-:0- E 110.00 11- 3-12 0.64 3C Vert 20.0.1 0- C- 3 20.00 0-11- 4 0.00 BC Vert 10.00 0-11- 4 10.00 6-11- 4 0.00 BC Vert 20.00 8-11- 4 20.00 5-10- E 0.0: _lype_.. lbs X-Lee LL/T:. 3--- _{2-1-3 3-10.8 1 TC Vert 60.0 - 1- 5- 4 3.0C 3-70.8 68-0 9-10-6 TC ve=t 60.9 11- 3-12 1.00 CRITICAL POINT LOADS I I 3-10-8 l 2-1.8 3-10-8 Type R•Loc Max/Dur lain/Dur 2-PLYS3 4 03 TC Vere /-11- S 103/1.15 -115/1.60 IC Vert 4- C- a /1.15 -01!1.66 2A1 IF REQUIRED 1 - _ TC Vert 5-13- 9 83/1.15 -04/2.60 a--1 '14.00 TC Vert 5-11- S 170/:_15 -115!=-60 UD SC vert 1-11- 4 905/1.15 -43/:.60 to T 5-6 1 aC Vert 1-11- 4 30/0.04 -17/1-60 cn .2 a^ Vert 3-11- 4 74/1.25 -52/1.60 th j T EC .art 3-11- 4 585/1.15 -41/1.60 /II:I �! BC Vert 5-11- 4 1302/1.15 -102/1.60 �• I 1 BC Vert 5-11- 4 74/1.25 -62/1.60 C%3 r. BC Vest ?-I1- 4 1707%1.=5 -LC2j1.E0 In Illi t' I BC Vert 7-11- 4 74/0.96 -L7/1.60 cn6II.e II t 6-11 6 KLR DSPC.EC:ION (span)rl SHIP L?999 ttP31 6-7 1L_'VB) LC '2 I T 58 :% X11 �� . 54 Zr -;,.05' Dt• -C.03" Tx -G.09� I II l ti I r noir.- Locations j 2-5.2 Ill 2.5.2 1 frfl : 0- 0-5 \ 2 0- 07 0- 08-129 3-6 3.6 • 1.11-4 2.,11A1 5,11 Zal Int 1.sd .. 9-10.8 S 6 71 4-1_ 0-0� 5-0-8 _4 4-10-0 8_10-8 P18105 are 20 AU 12/ 5/2006 gauge Truswal Connectors unless preceded by'MX'for HS 20 gauge or"H"for 16 gauge.positioned per Joint Detail Reports available horn Truswal software.unless noted. Scale:7132"=i' ^ W+`a.?N Read all!rotes on tins skeet and r7C a copy of it.o the Erecting Contractor Eng-Job:.EJ. WORK ORDER# C ■.e Ti:-".;design is re: :xdi+:dual oaoldE . eyed :Wlp9nr'11 nn-550 s;s:c3 is hs ten:L-isevo-.specific-at one pranced ley Vs can:pcneni minufec:urer Chk:RM rr d done Ill aetae inn:e-ow.thee-nen:%ea-3ns eel/9 s1UFi'A Jenga st:, n'. N..respansibii:t..sr ass.-nod for d'mrdienal ace.tee, Dirensiene 88717 Q' B u i f d i n g are 1e to+mi(L•J by�ate oesrpateut atzst.fuct-res xsl to tu:ldin des:-•t prier to(abrcaa+w The 13.Ulna&wane rls lens a:ha:Ihr!ands OOgn r:MJK usihaed so t1:w camp::meet ee cseicd Ike Icudre r C a.. F i.. 8 i.lb.tE ay the kG btn:ding n.J:old ser pa::cu:ar rfahcxicn Tx:et."' assumes 1^a:die lap tared TC Live 35.00 psf DurFacs L.1.15 P=1.15 as Corn po n en is is:r enIly a acrd:.r:he Cxr shradunb std she bes-an:cho:o J os last:all)Is a:ad b+-i ne J:hen'--es material directly=ached.unless athero:sr rated Beating skean is far la:C al r-ppar.of components'asemtes ealy so reduce atekh-6 land s• :his etmxn :spoil rm be placed m any TC Dead 10.00 psf Rep Mbr End 1.00 N envirceorr Ihal++o I rause�e main_c Sox:e,n a c:u.xd to camel I9):r3 ar-year:Cannan•Ohre cerrocicn Fabr::me.birdie,install C:), led bract shit truss it amts.came x:h tie OIIo..::sg tune,.ds-'1;„!ir4 Coring De:i1 P. BC Live 0_p0 psi O.C.SpaCfng 2-0.0 /46 Washington Ave.S_ t0 4t.rrs a.ailabk cs awpo furs SAFETY l y I .ire. 'AASI?P:1'.'G7L'A I-Woad Tram Council ofA�raca S:rdttt Drsigr.ftslsorsib8--ies.DLl_7;i�.^a COitl?OK-EATSAFf•TY 1\F41UUtT:O\'• BC Dead 10.00 psi Design Spec IRC (V Hopkins,1101 56343 (SCSI I-C))and'BCS.SL'dhL:RY SHEETS'Il)LVTCA and 151 The Mose Plate l-s:louts(_Pll is healedm 111 DOuc?rc°Mr.Weisser. (962)835.4902 :v:s:ar-sin_'371? The An-erica.Fc:el and Paper&asocial:r.:AFPAJ-s lacrcd31 I ': :?h S:tee:.NW.Ste 03.es•.inpen.DC 23018 TOTAL 55.00 psf Segn T6-5.4t- 0 th IN a • s O • .1ap 22. ni, low WOOVu O gar. 20 11 -`.lI • 1 - I, O N rum W moi/ u w� N o O 1 422 s 9 O a 1N..4/ a .Iv .aw 1 ti. 6 O l` ■ • 0'Y .07M1nnM1 '4aO 4 0 0 r w N I I. Nei 1411 •1.1). K. 1 . . . .a.v0 U 01 ' . 4 AMAIN I O N -e; X.�, C D , s U OY 4.1 Ofl J MNWLf: j O Y 10 0 J4 •.1 Ow00.0 0.4 1:11 • OY 6 0.41.summ •• . o1. ffiInga ,oa7r en . .mrY um5 O \ 1 Z yb3: PIAANHIM1got0 em C4 I If u pa . 1 ?YWO (P0 O re c w • 40 ..9i i1� AI .• .1843 w SOC m ua.rwny}?r, AS-I •IN C y L '0 C A 0 p ke-I S , M A w yy�l a N 0 L e O J'• 622,.4 . OOOM1\\ G k .190 r••1m>. 0'14 !( Q. m f. N Yqw ppS� N 09A of.71 11 1.4 (45 !� 0ep p gt op !� ...1�pw+.104Z.01 Y p9111•rj ee.lmu P • Z h , G w „ 0 N d:4•4 a o pl a e 77 f U IIW Lyy Ya • fu UCRYU Wuuonw w=x+ 9q 11 C 4.1 o • • •n1114.N, Uti 140114.0001.0. ••yy.0 u. • .0 O U Y .a .'144µ1I 46 f:400.4OAN •7V 7 W Y 4O •MYYU.NIWM4.(.7 8 , 01 44114 •41UlUIW Cp. �1 1� ►i.I 0 7 14 0 0 C 14,1! M N q npp g O .� G J Y 1644 C.7S•oq+o • wou o N o > •5 Ifi 1.14 00.0 1 a um M+I Y .1414114 Y G a 1 p441 •N 41 W L1.44o •Y w W O o f H m m o wCi waa�Olawl�yy µ ,11 `.}..;. 17 .i6 w •400W 1.- Swa9•w AC 1] 441.1 -1w 4O 4 uupjU U = 714 k H<AH�aFq eH FAwYI m v I 2 "•Y 't •• o r u :4%C a Y .... n w O +1 O fi S_ f' J i,�W �Y + (.•a �E . app C u Y /iy Y FI a. 00 6 .0i• fl µtl O•4 2 1- a .s •• ..2 4•A �•/ rc e V6".41 . a %2 4 U'A m a ! Y s .v- 49. 4 C▪ . aa+ O 11 1 004i •O .014L. :1 . P4,1'1iy � E 40.▪ 4..4 •0 4,4Pu awoO.ir11111 a �yf. h•.� _.11~%g, ▪M I.4 A O ' ..9 '.1 A %W i I0 .V1 4I 1,66w'i r1Ya;./S- ^u`r'•,,11 ' �%.f•' O y 8. al 00NC •N4 ufi4 E.a'Cli � r .mi DA A"r'ow ....-‘40144.414r {{11S Ea-E',-1.3 .tom at14 CS* V.1a04�a v 8 LLITAAiiEl xN 11111 me au 9•.1210 J 1 w .. 211,' '��i'�.1's pow 44.41190,4 404440 -A� 1 [(4l,01.1>• 0 4p p 4 t .•0 I . 1/44.2 A.4i.u•O ■Yd 411:.1. Y\ _ - N • 7 0, 1i1-.2h717}1% <H1 •min 4•)0 oe •A _ .- "'+3. MI- ui�.'_ $ min O.pp+appA !!O I:'" N 11111 -e � y'ng$ � s� Y.l � ..p04 vams2 pr'A0 a 91 tD D, t 1:'NF•�9 iie-°JO Fid/79nw•1 0>•oUOCUO u. oro i• •i° ro d c.d 0..2'.21.P <6 4414 U4YR u•y Ou Nti ~ C } ^ _S4 � J1n v� • - 4C/ 404■0Oe 9 6 4• rl A 'f N O z:3 071' y;;A n M NY J-10. O 114.111 p �r m 7 : �� s.a TI,01 MM 1At11Ump.gq41yy112µNat•qpv.p O 4 O r N u ��y� Id1- �'d't 41.4 tiuO lllaM�ihi GgU4+I�0gi G . C 1'4}flq•yy:i0 �!n 411 Ua9 7U ,ia4,•.r YRA q r 44 G �l a yy; m :'a1.r4.°t1u3.84O1M108ni° rn u4 G. 8' 4,1cu A - a -c 24 ;'3 i , gin; el la ti•'41 .6r-r L L. �.1 11p w Ce 83 *P 1.. V,I Yn �• F W.U 1 v4vr K NM PI ' N .11 A.;t "A4112.:c .t•F or N F. . 4?-1 a -,;;;;:411 ,',151 a r y M 4000 t; •y a.. •filo=^( 1.-7.---'-'-n."----1 o N �}�A `L u• K (,yU YA'Y N g r r '...P:,Y l •' titY6:-:4 0-4 JS (400441 a Ir �s�;'q.. ,4p`' .1••• 11. V Y I n V Y.f, a 66640og -00 .+K :3 R v 44,18 O w 46.14M011¢1 g v 2 u L u c 6 ? 1..• M 1 LL '4'4'45 100 e666414 te 444.11 E�9y' v � u 40A, .s S is fi.Y ii1 4 e J) R T �1� Y ri L Xxxo1^i110,.a • a FJ r $ e e4fa 004 WM E kl2 Yu u'W 0 ,./..=f '... 4.14014 4 - 'fs1- Yi µ nJ �/ iLa'. •1. JII 4 t aJ 4S'1 C '•�� E a▪WeCmi1Nq1 6 eK42.,N1.1,19,7 ;., 2:11. e •.•.0 C Mal 1 4= '4..< TN • Eew aC y m W 41 R 1 r. Y C 110 " r : c CD ` n (/� r.'1i aQ. ._4''',,4 • •.. C W A O I4OM MA b/1 Y M 0 C ry _. . 0,1 1.1 MN ,l U �O ai ,I l.I1 y.m t: q N A W 4..A•Y '•.f 9 C a 4 VI V L 1. y r 1g N{., :1 2 1e .� • NNn.F. n • 111 0 71. ~ '0 E Q C: J. 0 cb S - O Un4Y plmil V w2.n .. M y/ EN 01A Z wn..O? w 4 • �'� V Y ai v... d+ II) p •_-1111 wC y I 2 O▪ I,•1 N ff •1 n 2.1.. a [ J 41 0. Y-i n Q _ 1 ZZ e6 d 1996£Lt7Z56 V10:80 LOOZ'£Z 2IdV • • -1. Job Name: AMBROISE Truss ID: DD Qty: 3 Drwg: G sec X.to= nrsc: s:tt eCO2 :C 2x9 Sar slid2-Cast ••;PK.2=ATE NC-)r1:0A USEC-See lai:t Report.... 5PLIPT REACTION:S) i • c. 2-:2 :ss 5 12• :.5 SC 2x4 SPY a1i11-a-CAN Plating soar. : 2NSI TPI - 1595 Rapport CSC Kind Xan-Mind • 013 2 1. i- t 7:2 I S-• :.5:• KE6 2x3 SPY S22,-Chir T315 DESt:GS 2S ?KZ COCIYOSITE RESULT 0P 2 -252 lb Cla 553 3AMJ1eax!NIS ■hw.._.sr 5'.aced Os LI 2x4 SPY 41/02-CAN 6-2 !C-L=IP:.3 LOAD CASES. This truss is designed using the as the L_vss nater:ai at .a-a bear_ae Loaded tet 13 PSV non-ecrcurrent ACLL. IAC/:5C truss plate valves are basad on LSCi7-58 wind Specification Esq vertaea:s ace designed (or axial loads testing and approval as recitred tv 23C -703 Bldg Enclosed = Yes. Importance Factor . 1.02 -C [OR= 1.3.2. END 231 only unless noted otherwise. and 1N51,17I and are reported in available Truss Locat:or. - Tat Isd Sane 1-2 -6: c.cc 3.ce c.a.; Extensions a=ova or below :Lae truss profile documents sU-h as :CE2 01637. lurrieane/Ocean Line • Na Exp Category • b :if any) have been designed for loads 31dg Length . 40.00 ft, Bldg Width • 26.3C ft 3C rOa23 Lal:. roc 231 :indicated only. Horizontal leads applied at Kean roof height . 14.23 ft, mpb = 90 2-a -11 c.cc 5.32 •:.7: the end of the extenaiens have net teen TE1 Standard Deeupancy, Dead Load • 12.0 per ceraidered unless shear_ A drop-leg to ar• Designed as Main Kind rerce Regis tir.p Sys ten xis react col ale SOME CSI otherwise Lnsuppc_:ed wall nay create a and Ccmponenta and CI-adding 1-3 -2SI c :2 2-0 (3 :.32 binge et feet that ressires additional design tributary Area = 3 sgEt 1-1 2C0 e.t9 ccrsideration ;ty others:. I4AX DAP..zc r:os: (span! c Li359 Mit 3-4 (LIFE: LC 21 L= 0.00" 0= 0.00" T= 0.=) Joist :.00a1.cs.e 1-5-03- 0- C 3 C- 0- 0 2 1- 5- C 4 5- 0 1-5-0 1 2 114.00 ra Vj tc 2-4 CT CO r".- CP 9.6 N T /r ur) } 5 5.3 4 i :1.1\ 5-9d 5 3.7-7 .I t 1 • k1I. vs 2.4 3-6 ' 0-1,19 1-5-4 1-- I-5.0 3 4 1.5-0 1-54 12! 5/2006 All plates are 20 gauge Truswal Connectors unless preceded by"MX"for HS 20 gauge or"H"for 16 gauge.positioned per Joint Detail Reports available from Tnrswal software.unless noted. Scale:&+32"=1' WARNJVG Read tai note on this sheet and give a copy of it:o the Erecting Contractor. Eng.Job:.EJ- WORK ORDER# 4 th gid T-3 d:s rt it la as maridea:mailbag cusp:nue nos eus.-a�gxr. a:Jo r..teSusi o-sxt:Lcx:icns Feu,EJc.try Cc nenipOeetd.ranafacu r.' Chit:RM hid done in ac:e-:date;milt. :re t :.xsicesof TPI end.AF?A satin ati n is %i• x-:.bility is ns..:Red for. :nr.car d eas t .:0eDune-santDune-sant88717 Dune-sant Dsgnr:111JIC 1-1 s Qr (t Enneere .a:a Sr s e;.led Cy!he c.:mgcner:ma ;1 '_fa -n lair cr tse"Jiag d:rrre:1-,r rxIt[iLs: : I I .tui'd'3 -•nmMx aseain e lards - Building _11F:ec or.did Jer:6a Tx1:r nomad the:as.:r inui ctrl by di.ceI build/-r Cale a-i tx Fa t...t.r`p:bca:icn The deign 2.52.--2211:-31 1he tap rhea TC LIVe 35.00 psi DurFacs L=1.45 P=1.15 CO is talc.a:h%sed is*Cie n.•f r.1 Haar•aching xvi Ihr ioacn•.chop s Ines:.-}s.r.l h. ./gid sheer-•:•g rn_cr.l 3i.eals xaded.eines,a:htr.ist Components ::atr3 B,ninb sna..x Ia:,si s.•ppa� eetrave xs txx:bca a eJ_:r b.kl:::g length 7Ms c:1.IFenrrt ssu-:ria.be F:a:cd'n1. TC Dead 10.00 psi Rep M br Bud 1.15 [• I ens:.cnrsm the:will case do roister:crises:et.die a00372.-Iced IR.2r..4 v.ease:cxnra s slice curvets. Fla:cun ha-.Se.srauf BC Live 0.00 psi O.C.Spacing 2-0-0 Ci ?acts c e this suss in woo ester...4 the(6.I:e ins siaMrrds•'iainI old C.31ng oral:K:peni x s Icie:s J.p.0 ter%Teuswi soft%ay. C7 RHS_";PI I'.HTCA"-:Wird Tr-ss:sun::l r.:A:nericz3ianiud Doha.7esprs:b.l::vs.'KT LJI%GCOMPONENT SAFETY INFO2.?LtfuON'- BC Dead 10.00 psi Design Spec IRC N 146 Washington Ave.S. SCSI ani RC51 SUMMARY SHEETS'ty 1ATCA aid TPI The Tess?Ire r:.e:iluse LTPI.-s:teamed a:E3 O'axuria one.blac.soa. h Hopkins.MR 55343 (952)935-4902 a's:emit 537.1 . The A1•-.er::an Feer.sus Peter Assaeiaucr.: locoed s 5e AFPA)is 1:1:.c0. .en.Nu-_31e e33.Washinplen.OC 23335 TOTAL 55.00 psi Senn T6.5.41- 0 f N rte -' Job Name: AMBROISE Truss ID: X-GT Qty: 2 Dreg: CD sac X.13= PIACI Salt ROC; G TC :x6 SP? 0165071.52 -•:?K).PLR:'a 313IfITOS ::SSC-See Jain: 2eport•• rc:.lrr 3xACTrOlf(S: . (131 C- 2-11 7161 S 99• 3 22• BC 2.m5 SP 2403!-2.C2 Plating spec s aN9r/TPI - 1595 Supper= Nein Wind tion-wiled • a 1 .s:-:0- t 3103 1.50• 3.13• 3163 1x4 SP! al/P2-ClJI 'XIS DESIGN IS :RR COMPOSITS RCSULT Or I -055 lb sac 530u:11=rsNTS sb...st ac. noted SNLY 1x3 SP! 1"=U7-GAN 9-2, 10-3 PO .21PL9 :.CAD CASES- 2 -722 lb on ='e truss est..,m. at each tea::rg 12.5 =RCfiSC truss plate values are beset. on This truss is designed using the llx3 SP! 111/92-CAN 3-:2, :_-7 testing and approval as required by IBC 1703 ASCE?-96 Wird Specification 7C POF:3 int 2140 C!_ Lumber shear allowable& are per EDS. and A.l-S:/T?1 end are reported in available 5149 Enclosed - Tee, I4porrass:e Farmer - 1.00 1-1 -(134 c.C4 5.09 :.13 Loaded Oct 10 PS7 non-concurrent BCLL. dccumenta such as 1030 #1607. Musa Location . flat Rod Lone 2-5 .9655 G.C9 6.20 C.29 Drainage meat be provided to avoid pending. - • - • • • • • • • • • • • - Xurrieane/Olean Line . No Tnp Category • 2 3-4 -13157 0.13 C.:7 :.33 Permanent bracing is required :by others: to Mail pattern sbown Is for PLY loads only. Eleg Length .. 40.07 It. HLdg Width . 24.05 ft 4-5 -13157 c.:3 4.:2 C.25 prevent rotation/toppling. See 8C51 1-C3 Concentrated loads 10!T be distributed to Kean roof height - 23.41. ft, mph 50 5-s -16:53 0.1C e.:6 :.26 and AHS!/=222 . each ply equally. On multi-ply with bangers, TPI Standard Occupancy, Deed Lead - 12.0 psi 4-: :595 r :.0: -.IS Bnd vertica.a are designed for axial loads use 3" nails min. into the carrying wemhar. Designed as :Gain Wind force Resisting System only unless noted otherwise. /or more than 2 ply, use additional !esters- and Components and Cladding OC coa-3 sit. ELT) CS: Rxtarslons above or below the truss profile ars asindicated from tba back plys, or use Tributary Area = 293 sgft 1.4 94 0.3C 1.4f 3.46 (if any: have been designed for loads any other approved detail (by ethers). bOlD CRSS dt DESIGN LOADS 5-1: 5527 0.11 1.49 3.43 indicated only. Horizontal loads applied at - • • - • • • • • • • - • s • O. .•. • • • Di_ L.P1 L.loc R-211 S.Icc :.:./TL 1•_-12 9402 0.:6 D.49 3.76 the end Cl the extensions have not been 2-Slit Nail w/.Od SOX, staggered :per NJS) T- Vert 11C.00 - 1- I- 4 110.00 3- C•- 0 5.69 1t-12 9601 0.:6 1.59 3.45 considered unless shown. A drop-lag to an inn =C- 2 BC- 2 WEBS- 2 ••058 V0071•• TC Vert 9C.G0 0- 0- 0 50.00 27- 0- 0 C-79 12-13 5134 0.19 1.59 3.72 otherwise usrrpported Nall may create s Sr Vert 20.00 0- G- 0 20.00 3-:1- 9 0.31 13-14 3 0.:C 1.45 3.45 hinge effect that requires additional design SC Vert 11.00 0-13- 4 10.00 20-11- 4 0.3C consideration :by others:. ...Type... lbs X.Loc LL/TI. TC vert 60.0 - - 5- 4 1.00 5113 7'8072 CSI 7.-319 5372 0.12 CP.ITIGL DOSXT LOADS 76575 '-`PS -------- i-s _49:5 C.51 5-12X-Loe Max/Dur Win/Dor 2-9 -370 C.0: 6-13 26570.1C 9C Vert 1-11- 4 93311-15 -12/1.60 :-13 -922 1.90 7-I) 5550 0.59522 C.19 :4-7 -6016 0.51 9C Vert 3-11- 4 973/1-15 -59/1.60 3-11 - 9C Vert 5-11- 4 972/:.35 -61/1.60 3C Vert 7-11- 4 971/:-15 -108/1.60 3-3/ SE2 :0 2-9-3 6.1_ 1.1 I 6-11-2_1 6-11 2 3-5-6 EIC Vert 9-11- 4 973/1.15 --108/1.60 6 '� 8C Vert. :1-11- 4 373/1.15 -108/1.60 2.5.3 0-e•5 16-7-6 23.6-8 2741-0 SC Vert 13-11- 4 970/1.15 -108/1.60 SC Vert _5-11- 4 973/1.15 -108/1.660 n-I 2-PLYS 1 2 12.9-0 1 20-9-5 1 1•S$ 3C Vert 17-11- 4 972/1.15 -108/1.60 4 5 6 7 SC Vert 39-11- 4 3021/1.15 -25/1.00 REQUIRED 14� 00 -14.00 SC Vert 23.11- 4 1223/1.15 -50/1.60 01 2-0 Sc-Vert 25-11- 4 1223/:.15 50/1.60 M 10-10 4-4 S=54 10-10 tr) 1- Joint 940!•:40 DXP:ICTION (span. N L/999 113/C 1'-12 (LIVE) 1.0 1 Zt -0.22" 3= -0.12" T= -0.34 5.7-14 7-10 i 6-7-14 Locations .==== MXt •10 SHIP L G- 0- 0 9 0- 0- C - i 2 2- 9- 3 9 Z- 5- pi 2.5.2 1 �1,T7 3 S- 9- 5 30 9- 6- 5 >Q 1 9 19. 9- 3 13 13- 6- 0 5 1E- 7- 6 32 16- 7- 6 7.8 0.0N1 S=6•6 7-8 2.6 8-12 24 6 23- 6- S 13 23- 6- S 7 27- 0- 0 14 27- 0- 0 1.11-dt12.4t r 1.11-d -00.45-11.4;-11.7.11-.9‘1-11-413-11/15.1.117-11-;71-„.....17.11.1. 319 27.0-00 I 1 8 9 10 11 12 13 14 0.21- .0 2-9-3 6-11-2 6.11-2 6-11-2 3.5-8 --I STUB 2-9-3 9-8-5 16-7-6 23-6.8 27-0-0 12/ 5/2006 All plates are 20 gauge Truswal Connectors unless preceded by"MX'for HS 20 gauge or"H"for 16 gauge,positioned per Joint Detail Reports available from Truswal software.unless noted. Scale:5172"=1. WARNING Read all notes an this shoe!and g:ve a copy of t:to the Erecting Contractor Eng.Job:.EJ. WORK ORDER# 4 Engineered Phis dmng:ss S e iali ideal L•m ding i.x onem nctrens syncs.LI has Sxr':aso4 3n sp:cif:Tiaht provided by the campaasrt nunsfac era Chk:RM e1 W as:erne:n x::w inlet with:he current scales of Tat 3rd AFP..doe-s st unarms Ka nspor...hilas a sssnn:ed far liretes:aa,accuracy Dime:•ars DSgn1:MJK 88717 Q' se to be.erfei be the cetgsaeent mu ollcwrer onto builc•:4designre pier le febner.n+a Ts,:tailtag,'asigner most aaceaar.:Cal ire Icnds•• Building u1 iaed en this derg-nue:es eseeed i-e I mime m•Fc•en b:ne lees O.lima tote eel Be earnuLir gplicat...= r..dccp assmna that:he son chard TC Live 35.00 psf OurFacs L=1.15 P.5.15 C -a ale.:sly k:a ed t)1te roof o-lint shessIn_1 and the`.UC3nl C-cc a is arc:all.trxei bs s riled sheathe•g ratrsal.lireeely-a::a:htu anles a:asrs: TC Dead 10.00 psf tie MbI 13nd I.OD I r �Components ::sled Brxi^S e..)••••is ha Lewd z.:Xen 6=cowmansn Ireashe s rnl:Ir,ti_:e)..:kl:,a.mrlk Thu ca7spaaem shall nit tx plum.st snp P P L�5- 1 e-s-um:woo me.•.51 came dee scos ne a r•cn,of the-v!101once:43,.md'or atac ceramics plate 5370501' Fah.a,t.I-smile mesad BC Live 0.00 psf MC-Spacing 2.0.0 Ct ��11 wed a x.:his h urs ih:zao:r:mae wit-'La t'allo.up ssasdxds -»:r.and Cs::i.0 D.u-.Rcxri a+...eEC on ctlu-s le re:rsr.SI seltwila BC Deed 10.00 sl Design Spec IRC O .%NEVT?' V.co,.1••won T-uas C✓.•cif of Anrnci Stir aL Or.6t.Rssxur.tuh:ies.'OC1L2)I%D COMPONENT SAFETY'I(s rORMAT10 '- P 9 P IV 146 Washington Ave.S. 3CY1:-?.i:Ad r,LS1 Sl tlMARV ReiEETS l j%VTC'A and LP::h:lune:Y.ne Wm.w kip::is i-:avec ei 5h'UCC 3f.ie Dr.se,5IJdisen. Hopkins,MN 66343 1952)935-4902 'win-c.v.-`Pia -hr Aint,:.,,Frress and Pay_Assxietira!AFP:..as los::cd.:.1111 r•,:h St-cc,Va Sm 5_.:.B'aslusupsaa DC:,Y•±e TOTAL 55.00 psf Segn T6.5.4I• 0 ef) • (1 a Job Name: AMBROISE Truss ID: K3 Qty. 2 Drwg: e0 aa.: X-.00 tsar 53:6 RCC', T: 2x4 SFr C22031,1.08 slating spec : ANSI/:FI - .995 CAZ!PT REhCTION:s: . • 1 )- 2- a BIC 6.44• 3.5:• )c loci SFr 01/02-CA1 771=3 :ESXG7: =3 Ziff CCKPOSITB ABSULT Or Support CAC Sind Nen-Hind G4 2 5- 1- 6 Sit 1 53• ).5:• egg 22x3 SFr 3T0c-CAN KCL:IFLE LOA: CASES- 2 -594 .b y )a,RCCL'IR® IEntS shorn Cr.are ane_o*L1 2R4 SFr 01/02-C3Lt 5-1 IRC/=)C truss plate valcas are based on HORIZONTAL TELA_r Oscal h at Lite trues eters.): as ear:bear-103 Umber shear allowables are per N.B. testing and approval as required by :BC 17C3 support 1 617 =_ Loaded for 10 Par ton-coneurrer-n ECLL. and ANSI/TFI an are reported ir. ave'-:able support 2 617 lb rC 75RCe Aa, END CSI Sad verticals are designed for axial loads docunsats such as Z=BC 0153'- This truss is designed using the 2 -292 C.)C 0.91 t 91 only unless noted otherwise. 1SC27-SS Stied Specification • 2-1 -Hi. t.2: 0.11 :.9B31 Exeansions above cr bolos the truss profile d9 Lnchosed • Yes, Dsportaoce Tartar - 1.03 3-4 -121 C.)C C.75 :.=9 lit aryl have been designed for loads Trams Location . Not Rod Zone indicated oo'y. llorizcc.al loads applied a. Hurricane/Ocean Line - No • Mg? Category a 3 E C 7 SCZ ax:. ENE CSI the end of the extensicrs have roe been 01dg Length a 40.00 it, Bldg Width - 26.03 Lt 5-6 -56. C.)C C.:9 •.39 considered unless shoal. A drep-leg to as Bean roof height = 27.35 It, mph a 9C -7' 504 C.LC C.29 1.229 otherwise unsupported wall aay create a :PI Standard Cccupancy. bead Load . 12.0 psi :singe affect that requires additions:. design Designed as Main Wind ?occe Resistir-g Bysten 3153 roe:! _B= 335 rC63 CE- consideration (by others'. and Cesponents and C1addir.B 5-1 -714 0.C9 99: r =ributary Area = 23 soft 2-6 555 0.35 4-7 217 0.11 3-6 -445 C.:2 slsx DB7Lscrro: ;spin: : L/715 NEN 5-5 :LEVI) 1 a -0.09" D• -0.05" Te -0.11' 5-vu _ == JCiLt LoeatiOnS =_•__ 2-0.0 7 r,"_ L C-- 3- 0 5 3- 0- 0 4e6F2 O- 0 S 3- 3-15 2-0-0 �I3s it N 1 2-15 - 5- 9- 2 1 9- 2 1 2 9 4 44.77 • '-I w lD 2-4 - - at j en - to N 3-0 54-1 CT 60-1 ALe:S 24 li i SHIP i ,.6 3.4 i • 2-4 24-0 24-0 Io-mo 1 i '_ 2.6 - 11.00 I 9 0-2,5� 2.6.6 e 5.9-1 9_La I 15 6 T 3-1•Is 12.6.3 3-2-15 5-5-2 12/ 512006 Alt plates are 20 gauge Truswat Connectors unless preceded by"MX"for HS 20 gauge or"H"for 14 gauge,positioned per Joint Detail Reports available from Truswal software,unless noted. Scale:3/f6"=1' WARNING Rod all::ores on this stare:and give R copy of it to the Erecting Corr:anrtor. Eng.Job:_EJ- WORK OROER# 04 Engineered 15.1 design's rel 2n::3.cidei ba,IOraa:µ sir: cc:vt: Nun 2)112)111.31. ::h; "mc:av s cn tcs.. ;r. r s 0,:eitr:ler. 1112,-.1=11.11,c,,c71112,-.1=11.11, ChI4:RM r"I � r and isnr'-zzersiince oils C.ea cm rs sass of TPI aid M'tA dr.r..l:Ctiee.n .0 In 3.47.1".,[31.,es assumed to Jin:c wiens_sc:uraci D.:nou:n s 87601 Q' art ho+e r-i isd r.ler.ampeneC:srunrfe:...--noun build:74(.41 er pa.:c f*:icrics "Cie briIJirgetatee muse.:s:e'1 r.%a:I.:heal.co I �grn.MJK :ilicec a'alis iesii.=wee'cr aces J die Ia:e:,;:mpc--few n:At kcz i..IJih;Ocie r.--c.:-..e I•=•swat apFhe)4 ac Tx,tes'F ulurr,Ihs.'ht 4a3:hard TC Llve 95.00 psf i DurFacs L=1.15 P=1.15 ComCso n ants .1 Icca.'ir bond Ly i race us doer shsauhies Sal ehc n,i,ne cL.rd i,-metal,::eco .rid stirs:he:1 rust.II Eno*a'u.hed.ceders:.erv--se ,V143uilding P toted lit.:.:es-ce.a:e kg 141C-21 soups:ei:as1uresb r.'emlx:s cosy•a ri_:eD.c1.l:na:endh This eaeg.+nres eine nob:plazei in_:) TC Dead 10-00 psf -Rep Mbr Bnd 1.00 on u• a:e.1 phs..-.l cone lhen3isu:rcnden:ce Ihr aced aeL*4.i.A:oro.2530 :mosze Mtn eaa-situ.i stri:.:c.flange.nuu0 BC Live 0.D0 psf D.C.Spacing 4.0-0 C3 - .1 ata 4'-311532 in a mxame with:'s rale.in0 Oaehr is.Lo..:r:L C.:m:O Drai!kgx:n'at s.bth IS:w sir:a ea:I ental sohws e. O AI S1-P;r'UTCA-'-'•9crE:nus Canal er:;ar a.Seer63rc Design Resp-.r..rzeiries.'tri-I'DING COSIFOMEh-SA YET?INFU3a141 ION'- BC Dead 10.00 psf Design Spec IRC N144 Washington Ave.S. BCSI:-33y 2nd*SCSI St:Ni uI.AZY SIiEt- "1:11.-A ETS . and Til Thr Pussis-e:sea:_a OW a;'acahel w 32'00n:irio Chis e.h_sc-sau. Hopkins,MN 65343 (9521 935-4902 t acvniih:53"!C The.4-on its:Fo.esh and Fageh Asssc:.Ik,:.AF?A)is-xred x 11I I 13:h 5:-ea.SW.5'e a33.51 ---g aa.DC 37t35 TOTAL 55.00 psf Scan T6.5.41- 0 Cer N 17Ch 10 •-1 Job Name: AMBROISE Truss ID: K2-GT Qty: 'I Drwg: O ^Sag x-Ccc sCA5155 PC0•1 TC 2x4 SPP el/s2-CAN Kab brazing required at each location shown. UFLI2T R3A:r:CN%9i . • , 03 1 3- 4- 5 1496 6.12' 5 50' BC 2x4 SPP 111/42-CAN ® See standard dataile ITX01C572C2-00L rev11- Support Stain Wind Non-kind a2 16- '- 2 14:5 5.35• 5-5s• 2x5 SPP 0165011..56 3.-1.0 ••(PMI.PLATE HCMITCR memo-sea Joint Report•• 1 -197 .b ser.aEL`C1asaI I i shown sr. t.s.d :NAY N2. 2:2 Sir ST•"D-CAST Placing spec : ANSI/TPI - 1955 2 -391 Lb or_ ate 7rtse ZJ.s : each.Scar:r-g 2x$ 621" 111/112-:.AK :-1. 11-5 THIS 3E01.es 1S TES COSPOP=TE RESULT 07 RCRr2OOTSAL sRACT=C1(SI I 2x3 Sir 111/s2-LSMK ;-2. 5-11 Mt.V1FLE LOAD CASTS. support 1 191 lb SC 7=SCE 531 saw co: Lumber shear allouablea sre per 11=5. =11C/I21C truss plate values are based on This truss is designed using the 1-2 -152 0.63 a 75 0.75 Loaded !or LC PS7 nor_-coneurree.t BCC. . testing and approval as required by IBC 17C1 ASCE7-90 Kind Specification 3-1 -2536 3.1: : 65 0.56 • • 4 • • • • - -• • • • - • • - • - • - • and]WSI/77I and are reported in evailabli Bldg Enclosed . Yes, Iaportence Factor • :_CO 1-4 •1117 0.61 0 21 0.26 Un restrainedhor=s. L. detection . 4.35 - dcccneats such as :CBO 01607. TrIss Location . Not End Lona 4-5 -2516 3.11 4.4s 0.56 • • r i . • - . • • • - • • - • - • - • Crainage taus' be prcvided tc avoid ponding. Hurricane/C:een Lima .- No . Sap Category - B S-6 -2;1 a 0) 0 51 0.3e Permanent bracing .a regained Iby others) to Bldg Length . 40.03 !t. Bldg Xic,ch - 26.00 ft prevent relation/tcppliog. Sae SCSI 1-3) bear- roof height . 27.62 21. mph 57 ec s_sec AxL 517 cos ard: ASS-/TPI 1. 251 Standard Occupancy, Dead Lea= . 17-3 pal 7-9 2333 0_51 6 34 0 65 neatened as Mein Mind Force Resisting System 5-9 1235 5_11 C 45 9.59 and Components and Cladding 3-10 1236 0-13 0.55 C 23 Tributary Area . 51 541 - LOAD CAWS 41 DESIGN WADS - 1;a: 2�sD D_s9 6.16 o.�s Dir L.P1! L.LOe �.Plf 2.Loe LL/T1. IMPTC Vert 11C.OD - 7- 2- 0 110.00 0- 0- 0 0.64 .350 55 0.03 4-9 705CST 49 rO6 .4I 7-1 -7 :ac C.45 TC Vert 91.00 0- C- 0 30.00 19-13- 4 0. 75 2- :900.71 -1: .5.i C.11 TC Vert 11C-00 14-1C- 4 110.00 1.5- 0- 4 0.64 2-00 80 7 0.69 5-12 V: C.52 BC Vert 20.00 7- C- 0 20.00 S- 7- 0 0.07 8C Vest 10.00 5- 7- 0 16.00 5- 3- 3 0.07 1-9 E94 0 45 11-6 -15 1-9 574 0_41 5-11 -7253 3 0.7373 EC Type 2C.OD 9- C. 3- 3 2C.00 14-1C- 4 0.03 ...Type... Lbs X.Loc LLfTL dl.-17 4-1-0 0- TC Vert 60.0 - C- 2- 0 __0.3 _- s1 1-0 2.5-13 -i TC Vert 60.0 1.5- 0- 4 :.oJ 2-5-13 6-6.13 12-4-7 14-10-4 CRITICAL POINT [CADS - 2-5 13 1 4-1-0 14-10. 4-1-0 2.6 13 Typo X.Loe Kax/Du= Kie:/Crr 1 2 3 4 I5 61 BC Vert 8- 3- 3 605/1.15 -353/1.65 1x00 !11.30 1t 90 1 -1600 5-1 - 5.8 MAX DB?:ICTIOt6 (span) . 141i .5-a L/891 1.12K 5-18 :LIVC) IC 1 lD i Lf -J.LD" 7. -0.11" Te -0.30' On / 1! II Toir.1 Locations Cr) _/ II ll • I 1• �C- 0- 0 i O- 0- C 1` s I1 2 - 5-13 8 3- 2-1C N 1 i1 1 E- 6--3 3 T- 5- 9 C1') 4-2-12 11 1 4• -12 4 E- 1- 7 30 11-10- C 7.10 Il�, -10 5 12- 4- 7 11 14-10- 4 --,......,,,/ 6.0.14 1 j 11 q 0.014 6 19-10- 4 S ` It 1 j.'-- I SHIP 1>_g1>_-�� 3-4 244 1701101 1Ioii /' -V V laws-12 MX15-12 12.00 I J-12.00 6' P 44400 0-VI 24-012.4.......i 2-0-0 1./016.1 17 8 9 10 11 1 3.2-10 4-2-10 4-4-12 3-0-4 3-2-10 7-5-4 1111-10.0 1810.4 12/ 5/2006 All plates are 20 gauge Truswal Connectors unless preceded by"MX"for HS 20 gauge or"H"for 16 gauge,positioned per Joint Detail Reports available front Tluswal software,unless noted. Scale:3116".1' WARNING Read mil Jrores on this shoe(and Rrl-r a ropy cs it ro the Eree!iag Crr_tractar. Eng.Job:.EJ. WORK ORDER# etc �_- Engineered This.design-.;fa-a:.indn iltel tailJl::l'calepaMM.63;truss system 11 has Sixassn:ca sue::125,55 p v.iced try i!,e:curl.•.•..:mr--f-,elures Chic:RM CV and lane-.a se:vdsrc:..i_::Dec--c:•skis:nc Tel-�4AFPA.cern shee.4,9 ht,.2=2wl:Cc:,is assume fn Casensiaal:..::wa:y D.r, iiws DSpnr.MJK 87601 Q' are lo'ae cc.,Fred t)the:.:C :es:rsrtfa:I.:a 51134.built:;Jesi532r vi.:Ie-lvicitc. The S-:Idmg de9eg n 1.:n scenca Ilea:he 103.b CO '-Ei Building _:3eeeSoe-.:his desir.n,.eFoe.cre:!:he iniac.g-ap3ssz5S:se.- a:blildmgl+'+_2-.•.cl061•4610-)p,lie_ra' fx x1.i0II ._eslha:lhe'C3/Sax TC Live 35.00 psf DurFacs L=1.15 Pa1.15 L 0 f Com onents is lrralb la iced. tr,..6.40-:leer in:oohing 15•1:hr'zonan:char.:.char.:.kir:ca s 3,4451T s 1:514;4 ihirg r.-rteriul C 5::v 21 12.J.un!e:s 5tnv-aIC Dead 10,00 psf ►Rep Mbr Bnd 1.00 Pr.3:et BrIco5 she•+-s k.:40::I!supper JI-ta:arms•»c n•e31br s ,.7.):eJn:c.r..:►M::s'eae:h This c-npalenl s-Jr o.M rte:ef in r. -I ea.:xi: c,.I I cul 4,1 1:;•-s:II.n � :Jiss-,rauen: IL ..ev ec 1...: ;Viz:ex.na:4 i 2 ;:CL-33. a: m.:Jet Cal;..3113$1.:n rAxic_e,ba-c _: e. sell BC Live 0_00 psf •O.C.Sd paag 2-0-0 O l� s::4 t'a:e:Ins rms.-ax7abn0e%al:d:e f Ikwns.LCIds Ja'.31111 ac!Cuff.!Lieu::Aepys...-s:.LI.u C.,4,0_La-ltusri..,prate. BC Dead 10.00 psf Design Spec IRC C11 a?51=r3s '.C:-1 I-Wo..l:uss Cams.1 cc-X:.n:I lm"Jail Meer Retr.asih!ii ra'B1L1_DI NUCOMPO EhI SAF_'r I\EORNIATIOP.- N 146 Washington Ave.S. oicsi •::.c„-3L J;l.M.V-NOF'411297:le.Vat'A.mJ 7111-r-e"-r_a Pim:I,,,n,:c 11Y1:e Deane al 513 D'Oac r J D^e.111:Jsa.. ... Hopkins,t4N 55343 (952)935.4902 s.ac::...! ;0 1-es Alec.COi Fane 11:.J Pate 4.,•:•41.--:IAFT.4::a l..:a:«..:1!:1:4:h 4r.el Ns Sue E-7,wasbaq•1ca.7(-2C)1O TOTAL 55.00 psf Segn T6.5.41- 0 N a as • Job Name: AMBROISE Truss ID: D-GT Qty: 2 Orwg: cv Cn NRC 1-LOC asses erre Rt0'P TC 2.4 SSP 11/1.2-CER Plating spec - ARS_sTF_ - 1999 UPLIFT RBACLLON(SI : OS 1 0- 2-iz 1346 5.5e. 2.11• gc 2x6 SPS 016501,1.511 Tot! DSSION IS TP.! 0:0142.05:22 RESULT Or Support CLC Wind Nor--Kiat SI. 2 5- 9- C 1142 3.90- 2.10• 3IE3 2x4 SP? 11/62-CAN MULTIPLE :.OAC CASES. 2 -317 lb Rho menrzs6.'tmr13 O w.= are bassi CIC.Y ME7QB 2346 5P7 01/42-CAT IRC/IBC truss plate values are based Cr- SIORIEONTA:. REACTION(SI n the cross material at each tearing :.usher shear al:eeables are ver r-DS- :meting and approval as required by LSC 1101 scppert L 293 lb "-o Leaded for .O PSP ocn-concurraDt BCLL. and AICs=/TPI and ere reported in available This truss is designed using the cc roars Art TMD CSl Permanent bracing .s required :bv others' tc documents such as ICSQ 81607. ASCR7-98 Wind Specification 1-2 .1314 5 Cl C.33 0.31 p rotation/tapgLLag. See BCS: 1-03 End verticals are designed for axial loads Bldg Enclosed . Yes. rnportance Pa:tor 1.33 2.3 -:29 5.Ce C.25 a 35 and ANSI;TFI 1. only unless noted otherwise. mss location . Not End loom Extensions above or below the tress profile Nureicane/Cceao Line . No . Exp Category . 3 BC FORM Ant ran cs: lif any: have Seen designed for loads Bldg length • 40.00 it, Bldg Width 26.00 ft :56 C.34 3.21 6.2C indicated only. Borisonta: loads applied at bean roc: height . 26.18 ft, tiph SC the end of the extensions have not been Tit Standard Occupancy, Dead Load . 12.0 psf ._a :`24 v.s8 3.1.E: C.I. considered unless shown. A drop-leg to an Designed as Wain Wind Pores, Res-sting System wee ?CNC! 032 use poser _si otherwise unsupported wall may c and Conponents and Cladding 1-5 14Es C. 1-6 -143 C.11 hinge effect that requires additional design Tributary Area = 49 snit 2-6 -1140 0.43 con8ideratioo (by ethers). LOAD CASE MI CISIG2 L3AD5 • Dir L.P'f L.Loc R.Flf R.Loc LL/TL TC Vert 93.00 0- 0- C 90.09 5-1C- 8 3.78 BC Vert 22.00 0- 0- C 20.90 0-11- 4 0.00 SC Vert 13.00 0-L1- 4 10_03 4-L1- 4 •3.00 6C Vest 23.00 4-11- 4 24.00 S-Lf- 8 0.40 CR_TICAL POINT LOADS Type X.Loc Wax/Dur Win/aur SC Vert 1-11- 4 1042/1.14 -.5/1.6C SC Vert 3-11- 4 LC42/1.15 -1501.60 2-6-0y 3.4•B 2.64) 5-60-5 IA! L•B3'l3CTlC (span)_ 1^ 1 L/999 N5x 6 + L. -0.03" De -0.:2" T= -0_05 1 2 3 -pint Locations 1� 1 C- 0- C 4 0- a- o r-1 2 2- 6- C 5 2- 6- 0 l3 3 5-10- 6 4 5-13- 8 Cn 3-4 n 'r 01 r- T N if) 1 7-7-13 T S-f 77_13 6.6 AIL' I 1 104.9f1m1m m L- - 4•f 6-6 "AL1411 1 5-10.8 4 5 6 2-6-0 , 3.4.6 2-6-0 5-10-8 12/ 5/2006 AO plates are 20 gauge Truswal Connectors unless preceded by"MX"for HS 20 gauge or"H"for 16 gauge,positioned per Joint Detail Reports available front Trussial software,unless noted. Scale:3116'=I' WARNlA•CT Read ni;no/es on this skeet and vie a copy of r!to Are Fa•ec:£ag Cont•n•:or•. Eng.Job:.EJ. WORK ORDER# N i peered • b,hstg's a an m2,•J.m:--.ang enc ere:no: ass s+ne�s .3 t xr.assei.c c;!ca Iiesnia p::rid::1,i t n r.m vnuA:urcr Chic:RM $�sOA Eng .:t 2c.:e in actV.eaa:e.111115e e:rim•1.c re o!-r1 a:A FSR del:gr.cacm:a Sosoas:l=x.1}s c mein a al air rash l)roS oa,c Dsgnr:MIK 1 �- Q ax:c:t.::,fl:!:3y ne caa,panni-na:uha:uror ad a t_:larg&Xq{ne:7:•7 nC�rl'a.mica l::c:_.11%i:severnnas::xe.WM hal ace:_-.co •. Building utiiseJer.l:,iaa_a'aiT" ac:seven::n1.'eu.,ng inepouc ha C.: baii"r.:$e3Jrcare rc' lr_rrC.;:eien.'heJesicr.a;samn:5a ceiel TC Live 35.00 psf DOrFacs L=1.15 p.1.95 O m o n e n tS •s Ixs sl•,b-r:ed h2 era ares.c1 Il:.s.a•esir al.ni:he n3::m c-s-,.a Triers y a a:.c.-,a rind shlr-,ca amain d,secl}n!aehrhl of kss Ci•1.r..uc Cj Q r.+sd Hr.:iva sl••3 r:s!x Ia:a:.inria t,d.x-.ecru ween::s aro-.):+rel..:c b-,ki sig ien4lb 1':a:.n-_x:seccc sh::.r-1 he.w�2:-any TC Dead 10.00 psf Rep Mbr Bnd 1.00 r-O I en;irsn.'r...::ha sdEcr._c:he msfrom:c.n:ah.Ic-:he..aeduei,enlIA..a.3a,.laXCalm[eldni.nt Cfl,Ao-. Faec:x:.h4aAc..551... BC Live 0.00 psf O.C.Spating 2.0-3 O !`"�77--SII ar.J kna::=s a_a is a;v3eca's s.Ih the le:'cn irg tunic At'-o.:n sod Cairns teas.R:pear a:Alb::ai a.apw:33.-n T:roan sa taart. BC Dead 10.00 psf DesignSpec IRC ANS'•7P:I•'uT:A:-Wca2 Tina Cpm,:cif Aausei 51r-,otrd O:n7e Rssp,ncibil::ws.1B1 LSI'u e•L'.\IYOV_NT SAFETY ISFOR.LL\'LOti'. P P L. 146 Washington Ave.5. (BCII I-3!_and'SCSI SLNI MARV SH-_£5•+5r ATCA 3d??I Ti•c:r.ss Pia::Insa-ae;TM:.6\ward r 352 dt1-m5i3U-.ae.Malian.. Cr) Hopkins,MM 56343 X952►935-4902 e.Ste,a:n'_3115. f e Anne.ie-s Fares;a-3 Pape-Ass::wx(AFP:a:-3:a;aICC:n I 1 111>.h S•,a:.Is P•.Sc.Sit.Wisl:ininec.CC 1C.33t TOTAL SS.00 psi Seq n T6.5.41- 0 N 04 . • co Job Name: AMBROtSE Truss ID: C-GT Qty: 2 Drwg: • 0) ado I-wC REACT 6I.2. ie:•D ;C Pall SPY 01/52-12A_Y •-MEI=PLATS r•_D20:TOR USED-Bee Paint Report•• 'UPLIFT REACTZCY(SI : r Cr : 4- 1-12 576-. 5.•.C• 3.5C• 2x6 SPY C165091.5L 2-4 Placing spat - ANSI/=PI - 1995 Support Maio Kind Nos-Mind CO 2 11- 7•:2 510: 5.)2• 2 SO. DC 2x6 SP 224307-2.Or T15;2 DESIGN IS Till 17.011;031 TS RESULT OP 1 -255 lb C.• ext eiRCIwcnlure abeam are based cr-' wee 2a3 397 S VD-CAH 'MULTIPLE LOAD CASr9. 2 -094 lb c:. rte trees aster:a: a1 as=h SeearLa 22'4 SPY 8:/0l-CAN 6-1, E-5 IFC/IDC truss plate va:ues ere based on This tr.Isa Is designed using the 2x4. SPP C219C71.113 2-7, 7-4 testing ar.d apprcval as squired by :3C 1733 ASCB7-59 W:rtd Specification IC ?cm3 AIL IMP 1.51 Llwber Shear ellowab:es are per SDS. and RES:/T4= and era reported ir_ available 6.dg Inclosed - Yes. Importance Factor . 1.00 -70E 0 03 0 0. 0.12 084 , - - • ♦ • • • - • • . - • . • • doccoents scot. as ICPO 81607. Truss location - Not Bad Zoo. 2-2 -134:. 5.11 C 49 0.50 yell pattern ss_totm is for PLP loads or.Ly-. Drainage rest be provided to avoid ponding. hurricane/Ocean line - Bo . Rep Category • P 3-4 -10414 4.11 C 45 0.00 Corcentratee. toads MUST be distribeted to Permanent bracing is require: Iby otters) tc Dldg Length - 4C-.03 ft, Bldg Width . 26.00 ft s-5 -:26 4.32. 0.32. 3 32 each ply egsa:_y. Cr.71.11=:-p:y..:IC hanger., prevent rotation/toppling. See SCSI 1-03 Kean roof height - 21.90 ft, epi - 9C use 2' mails =a.. into the :arry.ng neetber. and 1411S_/TPI L TPI Standard Occupancy, Dead Load . 12.0 psi 8: rtIet alt:. ar-. C5: ?cc core char. 2 ply, use additional fasten- 2-?LY! 7...l r11115 2-3X. staggered (per NCS) .eiLgned as MaLA Wind Force Resisting Bysttn f-7 :ct7 :.23 2.5! 2.40 ems as indicated from the bade ply., or use :a. TC- 2 9C- 2 20838- 2 ••PIA ?CC-Te.. end Components and Cladding -0 1401 :.7:3 2..C! 7.68 env other approved detail Iby others). Tributary Area - 198 soft • • • - • - • • • • • . • . • • • • • • • - :CAD CAS! el DlsIDN [MACS urs roses _6I a5$ 7012:c :51 Dir L.P1E :..Loc R.P.0 2.Loe :L/3L 4-: -:331 0.01 4-7 9:2) 0.11 TC Vert 53-00 0- 3- 0 93.00 C. 1- 8 0.78 2-4 -3132 5.52 i-E •1:92 0.27 TC Vert 45.1C 0- .1- 8 45.00 LL- 9- 0 0.7d 2-7 9022 0_11 0-0 •1:5) o.C'1 TC Vert S0.30 11- 3- 0 93.00 11-:0- 0 0.78 3-7 139 0.10 PC Vert 20.39 0- 0- 0 3*.00 0- 1- 8 2.00 BC Vert 10_05 0- 3- 0 :0.70 11- 1- 0 0.GC BC Vert 20.03 .1- 5- 0 2c-.30 11-10- i 0.6C CRITICAL P0131: LOADS Typo B.Lae Max/Our Kin/Sar =C Vert - 1- 8 63/1.15 2/1.60 TTC Vert 1-11- 4 42/1.15 3/1.60 TC Vert 3-11- 4 92/1.13 3/3.60 STC Vert 5-11- 4 42/1.15 2/1.60 14-0 4.11_ 4 441-4 ® gre 'lett ?-1:- 4 3211.15 3/:.60 145.0 5-11-4 10-104 ±FC Vert 9-1'- d 42/1.15 3/1.60 TC Vert 3C- 9- 0 61/1.15 2/1.60 f 11-0-0 . 9-10-8 11-0.0 l SC Vert 3- 8 13/0.90 8/1.60 DC Vert L- 9-32 1E43/1.15 -1./1.60 6-1 2-PLYS 7'-114 - BC Text 1-11- 4 9/0-97 511.60 i 9 4 6 BC Vert 3- 0-.2 1E93/1.35 -11/3-6C to REQINRE 1 S -14,00 1 BC vert 3-11- 4 9/0.90 5/3.6: CT BC Vert 5- 8-12 1904/1.15 -11/3.63 Cr) tAXia-10 2-4 MXA-I0 BC Vert 5-31- 4 5/0.50 5/'.53 r- - H_ Tart -1- 8-12 4073/1.15 -658/1.60 I % \\ SC Vert '7-11- 4 9/0.90 5/1.60 N •�3jfJ ��• SC Vert I9- E-12 201/1.15 26/1.60 In /� �� SC Vest 19-31- 6 9/0.90 5/1.60 CT a Vert - 9- 0 13/C.33 8/1_60 252 I 2-4 I. `ii! 2I 24-2 SHIP I MX CE PLBCTI,If (spam a I g•�•Z Ii -_ _= Ia-1 _/089 20616 7-8 (LZlsl LC Ill Min= Il tP -0.15' C- -3.09" T- -0.24' 12-12 ===== 10-10 18.10 10-Joint-0Loea51a11-10- 9 i,q� _ 2 1- 3- 0 5 0- 0- 0 a� \/ 1.14191s} ,S t o� 5411413 . o 0 3 5-11- 4 5-31- 4 -04 0 10.13- 8 8 11-30- 0 It-10-B I 6 7 6 6.11.45-11 5-11-4 11.10.8 12/ 5/2006 All plates are 20 gauge Truswal Connectors unless preceded by'MX"For 11S 20 gauge or"H-for 16 gauge,positioned per Joint Detail Reports available from Trloswal software,unless noted. Scale:3!8'=Y WARNING Read off MO!el ori this sheer and ivr a CO ) f it to the Erec�ui Contractor Eng.Job:s x WORK ORDER# a I -.1Ti::s.1.0 n fa.an nnlo iesel terid.tta:u-yrr .an n x <_s aes:r IC:u beta bis len sprei-icffloas pro:odor:*:he compo'vor natm:aeu.rcr Chi:RM N rEngineered ani dant a te:or-ire!.unit:he eur:�ent:es aas ofTPI and AFPA-tears su.diris 0a respond•.:i:y is alsc-�et:or limo s:cul a:cmacs rananrir.a 87601 'Q' cm lobe vrifiel he the:thr-peaen:r.-anufacjcer ane.'ar tuilc:ngds:ger p•i.a so:.bac:rise Taciel.4Er.5 Ees.gnerine:e:nr in the:re Ips Degru:MJK co 1 B u i td i ng 3 ised en s les:a::azet a:sicced the lash-kg itcpese 2,,-:hi building eoie a:3 the pr.:ic.r spp::coia. :he assign aeras&al_o rep e:a•C TC Llve 35.00 psf Du-Fees L=1.15 P=1.15 Components .deral.y brace-14 Esc et:lox smashing psi.ht]rA:ant east is:stored,laacef ,t ipd she2!h:!6-satec_s.'c s sass:e9.unless ether:she noel Dracisa ibt-.n is:kr Intra supper:7rswr.pcners incubus cub 4,redsc'x.;:hn1:tee!h Ten campstam s:at-a 2C Fla:dd is rcy TC Dead 10.00 pet Rep Mbr Bnd 1.00 e..ia:Pr am t a es.cause:h:mutate armee:.00 ds mood re et;aed I.:,,:.spec:carie canaries pltet oe-rosicn ,abrieste,trek,mine BC Live 0.00 pef O.C.Spaclog 2-0-0 CD ra T-a:e elan-:s!--:aexrlsra•si.d.:he fcf 0-e g=sedum. len-and Cussing Delpil Repan a+r_stle as curs G asp fires•al seRwu:. CS AISFTPI:','tv:CA I -WassiT•esa Co---see:of Jure-:a$tended:)e±S Rsesnat'hs Wes.-el.J DI:C.:C01I1.614ENT SAFETY INFORht:,T IOt- BC Dead 10-08 pal Desiga Spec 1RC N 146 Washington Ave.S. sBC51 I:3}see'13C51 512!.15.VI SHEETS'b...WTCA anc'TPl'1-.,e:res Plre Inssace r?PI)ii lv:amd r}5)t70:a9 se'see,Mali :a, 1 Hopkins,MN 55343 (9524 9354982 W:3eomie 32':c T:•o:attic::rarest anJ Paper hssaaat:r(AF PA):s..n.ctslat I I I I ISOs S!rcr.KW.Sse SJJ.NAshmessm.DC 2CCit TOTAL 55.00 psi (Segn T6-5.41- 0 - M N a . • r �' J 4mwww.40mmb001040000 000000 �.■� 04.4.4 4.4.4.4 r r r r r v100K100000000 M.I Cl rj Cl n n,7 rl r.,m n rl CIY Ie U Cl IJ LCIVIC YY w N . .J r• ., n WI r V •'..14AA..M 11 C O 1J r .i 111\ri T_I.II II.1fI4T au •g QQ .1.1.11.1.1.1 •1 •.1.1.•1..1,1' •1.1.1 .1 0 U. ft .I V qv .] 1 1 1 1 1 1 1 1 1 1 1 1 I O 1 1 1 1 . 1 r O q V ■ . 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YY1NN«e. 0> U `'1 L 5 0 ' F 1 *"-1A y ..Ai 6, V L 1 Anon.. r T "1: x 1 .. 1 Y 1'i 14L 0044201 a /Y m „ ` .' d /O e ! e ° �' ,;�q ' '% r 1 r 1..I,1.1.G In Y c'`i.I 1f1 J1 N N 2. t D 1 2 !:2. A S• .. nu/ 1h O . 44e: nS ..L/Y.:. 0/.8 . • m' U �1" 'A1'L•;' 4. i_ 14 r, 6, r. 404007„71 1� I� IL � rr L i X YR.r• , ow.4 C x y y•It1 114..7$ 1'=' ;ogees 1 Inn ,:".r.2g _^T fvLu5 14caas _ 01111E1.4 U I ----Ar--0,_____I m • H n i ' . i. f F IU0 ' ,2;.;w a P 4 o W > m Cl,Y/ M%',:e.' i u N n..w 1 4 M V A In a ..`u1 ennnn c - V".1,/,', n�pfi m..00NOwT . • 1.1 1•aN•..." ...'• / O N u �1 JI N Y Y•y.1 a.L 1-.YI.p T Y N 1• V Q 1'/ raa_. a/4 4.j 1Y 4 Y.Ia N N Y.•II-. c14:1-.1^7,..,.M W .,7 A A A O 1 '/AI4�, M CI.OI .0 mm..„, .....y.}UJOn .„4„,.._... y . M W 4• 1 .'..W,Y1.}.4 w1 . O F rl U 0 N M Y• O A A A A.,....11 2 /I� _ r,N.., N 10 A.. 'f,e• .W V L O Et s. M . . , • ` Im W •e W.hne14«nw r•t•U,.'.,. J fl f1 n f�ri•J V A n...u'r' Q :::;7'';f •��,.au :e E.l•:•.'1 .I 4'.r.r.r•rA p /1I e` 0 Yl Al li • 0.....,".,6“.. OOnn•}.}V 9 Y1N•IIY.•F nNN M �M.�w_ , 01 C 'V ae W /yl V•T.TV000 SO1. VaiYIT .1 1" ;•„Y 4.I O,A 1Mr VVNA1A M.rFY 5.4.1 ... N •��1 -cm N {1f ■NI OA.I in i.i 1. Yt.nN •Y n..Oi a r U Z le •mL P . F O•..I.1aw c.......Iw..N.i1 N C_ LIJ10 .0 '�gA VN.n.N.a. OnN ILMrvnyLAAA ..I....r. a II �C Q 2- N 1 1 "''''''''4.44. a A.NI w A.Y1•y.l•01 7 g..Ne.M..4 ND. a O�1p1 p O Q =_ OZ abed 1996£L6Z66 KZ6=80 LOOZ'£Z 2ldli t NI Job Name: AMBROISE Truss ID: B3-GT Qty: 1 Drwg: CD era II-LCC REACT SSZI az:•E TC 2.4 SPP 51/82-ClotWeb bracing required at each location abowr.. UPLIFT RtAC:IONIS> : 4 • x6 tn 1 0. 2-12 2411 5.57• 1.11. 2SDP C1650r1.5f 2-3. 4-5 ® See standard details (:x91057001-001 revl). Support Main Wind Non-Wind id 2 19- 7-12 2432 5.57• 1.01• p_ 2x6 SP? 0155071.51 Plating epee : nNSZ/TPr - 1995 1 -856 lb CI. coo 911131.73:nees90175 shown sea basal CULT egg 2x4 SPP 01182-CAN TWIE 0182011 59 ?119 COMPOSITE RESULT OP 2 -889 lS on trw - T each bsar.ng L-sxber sheer allowable. are per 1009. MEILT:PLO WAD CMOS. 10R3.20115AL RZACT2011(0l : Loaded for 10 PSP non-concurrent BCL(. ZSC/ZBC truss plate values ere based on support 1 131 /b rC 7O11CC AUL cIr• ass Drainage must be provided to avoid ponding. teatleg and approval. as required by 2)C :703 This truss is designed using the 91 0.00 0.15 0-1T Fernanent bracing is required !by others1 to and MNSZ/TP2 and are reported in available 81015-95 Wind Specification 2-3 -1040 0.02 0.49 0_51 prevent rotation/toppling. See BCC= 1-03 documents such es ICBG 81607. slag )neLoeed . yes, Drportenea rector • 1.00 3-4 -15911 3.04 5_44 0.40 and A11SI/TPI 1. Sod verticals are designed for axial loads Trues Location . Rot End Looe 4-5 -1045 3.02 0.49 0.51 only unless noted otbareiCa. Mirrieane/Ocean 'i:ae . No 3xp Category • B S-6 92 0-00 0-17 0__: lintansiesa above or below the truss profile Bldg Lar.gth . 40.03 ft. Bldg Width • 26.00 ft (if any! have been designed for loads Mean roof height . 25.22 ft, app 90 BC Teres ALL 3107 CS! indicated only. Horizontal loads applied at TPI Bta74erd Occupancy. Coad Load . 12.0 pal 7-0 610 7.06 0.14 0.21 the end of the extensions have not been Designed ea Mein Kind Force Resisting System 8-9 1500 0.15 0.40 0.56 considered unless shown. A drop-Leg to an and COeponents and cladding 9-1c 1500 3.15 0.00 0.55 • cthezwise unsupported wall may create a Tributary aro - 81 sgft 10-11 610 3.01 0.14 0.21 hinge effect that requires additional design - -LOAD CASs 01 DISION LOADS cor.sideratiou (by ethers). Dir L.P1I L.Loc 5.915 R.Ioc LL/PL NCB !OBOE CSI 1403 705CC Cs- TC Vert 110.00 - .1- 5- 4 110.00 0- 0- 0 0.54 -344 C.33 4-9 -555 0.7: TC Vest 00.00 0- 0- 0 90.00 0- 3- 6 0.70 2-7 -2167 0.47 4-10 .539 0.30 TC Vert 45.00 0- 3- 6 45.00 3- 4- 3 0.78 2-0 974 0.24 5-10 974 0.24 .- TC Vert 90.00 3- 0- 3 90.00 4- 1- 2 8.78 3-9 -519 0.35 3-.11 -2117 0.4; ?C VOrt 45.00 4- 1- 2 45.00 6- 1- 2 0.78 3-9 .558 0.59 a-1.1 -540 0.05 TC Vert 90.00 5. 1- 2 90.00 6-10- 1 0.78 `/�-'` TC Vert 45.00 5-10- 1 45.50 1)- 0- 0.78 •••°- TC Vert 50.00 13- 0- T 90.00 13- 9- 0.78 1±11.-4 6-9-7 4-0.2 6-9.7 TC Vest 45.00 13- 9- 6 43.80 15- 9- 0.78 1-1-12 7-11-3 11-01-5 18.8.12 ds TC Vest 90.00 15- 9- 6 90.00 16- 6-55.78 TC Vert 45.00 15- 5- 5 45.00 19- 5.78 10-1; 6-9-7 i 44.2 6-9-7 111.1? TC Vert 53.00 19- 7- 2 90.00 19-10- 0.78 1 2 p_ 5 6 6 TC Vert 115.00 -s9-10- B 110.00 21- 3-1 0.64 HC Vest 20.00 0- 0- 0 20.00 0- 3- 5.50 J 1 _ � -9.76 1 -IT BC Vert 10.00 0- 3- 6 30.50 3- 4- 0.50 BC Vert 23.00 3- 4- 3 20.00 4- 1- 5.00 Ip89 8-5 BC Vast 00 4- 1- 2 10.85 6- 0.00 1.0 rella.4 �_ 20 vert 20.00 6- 2 20..00 6-10- 1 0.00 8C Vert 13.00 4-10- 1 10.08 13- 0- 7 6.00 1J HC Vert 20.00 13- 2- 7 20.56 13- 0- 6 5.00 CA f 47.6. HC Vert 11.00 13- 9- 6 20.00 15- 5- 6 0.00 mr BC vest 23.00 15- 9- 6 20.10 16- 6- 5 C.CO 041 lr • t ) 1 7- BC Vest 10.00 16- 6- 5 10.00 19- 7- 2 00.00 00 1 \ ri HC Vert 20.80 15. 7- 2 20.00 19-10- 8 0.00 11 Typo... lbs X.LOC LWT( : g Yect 60.0 - 1- 5- 4 1.00 99'8 3a , r' gFYrt 60.0 21- 3-12 1.00 ` CE-.TICA:. 90217 LOADS T ' t \y� Type x.Loo Nex/Drr Mln/Dur CA /I'I/�- ` /4'\ TC Yert 1- 3- 6 50/1.15 5/1.60 I TC Vert 2- 4- 3 95/1.15 9/1.60 2-5.2 2.5.2 TC vert S- 3- 2 100/1.15 -118/1.60 1 I.I TC Vert 7-10- 1 10!/1.15 -59/1.60 Vert 7-11- 9 1B4/1.15 -50/1.60 74 54 74 54 74 TC Wart 9-11- 4 175/1.15 -15/1.60 U; � 6 ,s-a 1717.1 :2432 n 11 -�ia. R:243288 19.10-9 17 a 9 10 II 1 3-0-0 6-3-4 8-3_4 1 3-0_ 0 3.8-0 9.11-4 18-2.8 19-10.8 12/11/2006 Seale:5137-■I' WARNING Read all nates on this sheet and give a copy of it to the Erecting Contractor. Eng.Job:.E4. WORK ORDER# Cr) ere Engined This Jen :5 kr c t:.deiicri Ifms o0nryonem Iron s.sr.a I:has teen laved en speciCieahals 7weited ly i r componrl msrulatlur.r Chic RM sad dime:e secorislce will:die caffein...unions ci TOI cut ArPA dnipi aaniwds.No«i1 ei li:uy is assumed ler diR.e:ItiunL'ae:urtey Dimersn amine:1tJK 88803 Q` req Sc vin lied or ate tampon.,roxm_/cturer rdu:3..Idm1 designer pear to 1'3M-calico The"u-•Wing*signer mass=main:might lea.* a Building m:se id CC.2.1i5 dnigr r ca a =owed excess Ce loading= ed by Iced telco g cede Jail the pwricalx..7Iiesus:n.The dears assurret Ihen the op cher! TC Live 35.00 pal Due ses 1..•11.15 P.0.15 03 `�C is 11K-ally braced by dm:neer x er fs:Ie4i•:als Y2 t e lcesrs:Chcrd it boric ly tread Sc s:,pd shse;Ains materiel diree0r o:Inched.unless a:herwise jj1omponents wind B:x-4 spawn is far beta agent of eompe,nr c s:embers only Ie reduce bue't ins kms-. T:is tern20 C01 shad net be placed in to TC Dead 10.00 pal Rep Mbr Bnd 1.00 [.- c'..:cv:u•e-t the.:a racer the manage cu c,a of ex woad:a exceed 195..aed•.r cause eanteaar ia:e aorracimn Fatricuw.'aedle,install BC Live 0.00 pal O.C.Spleing 2.0-0 CD ad Maze:s,s Irvin in sa:cedarcc.,uh:he fdlaw.,y standards.'hist and Cmc;g Dar-1 P.epace:Nibbles:swipe from Tr.s.al senwur. O •..4V51TP11•.'x-rCsr-atoeiTSa.Cas+::_ofAr.•ernoSwndndDeirg--sespcnsillWes.71U_LDINc-COMPONENT SAFETY INFORMATION'- BC Deed 10.00 pal Design Spec IRC (V 146 Washington Ave.S. (OCSI':l?.and'SCS:S..b2-tlRY SHEETS'of WTCA and TP1 T:eTr35Plo:e Inst:e:e(T?p ii locuet at 553 D'Ocofi Jo Dave.%Lainen. Hopkins,MN 55343 (962)936.4902 %iscc,u.:33719 :he Arrer•c2•:Ryes and?ape-Asseoitrian:AFPAI-t Ixs.M AI 1111 ISIS Siren AW.Ste SuC.µrulungsat DC Zmb TOTAL 55.00 pat Swan 76.5.41- 0 1 MI a CSI , N Job Name: AMBROISE Truss ID: E-CG Qty: 2 Drwg: tv ex3 A-dor ria est- 0::c xsC-3 TC 2x4 asp 52/52-CAE Plating spec : ANa1/7PI - 1555 UPLIFT a2ACTI3H157 = t 1 C. -.:2 056 3.50• 1.50- CC 2x4 SPF P1/82-CAS 1IIS DBS:GC :a TNI CONDOS_2E PTSD T 07 Support CLC Wind Nen-Wind a2 2 '- C-:1 662 3 CO- 1.50- 7153 2x1 SPP STDD-CIN N.XPLI LOAD CASTS. 1 -3E2 lb a ssuc:sceWrs ano.3 Bre t...d =x6Y g_I=ER 2x4 SPP P1/82-CAS =HC/:SC truss plate values are based on 2 -509 lb on the lues materia: at eech tea::cg Lun=Er sheet allosrables ace per h75. testing and approval as required by IBC 1703 1IORTZCATA: REACTION-3) Loaded for IC P57 non-concurrent P.2_. and ANSI/:FI and are reported in available support 1 18e lb I_ t:a^z Arm Iwo Ce: permanent bcacinp is required (by ethers! co documents such as ICED 51607. This truss is designed using the 1-2 -433 -.3 3.17 3.16 prevent rctation/toppling. See PCS1 :-03 End verticals are designed Oct axis: loads A3C87-9e Wind Specificat.cL 1.2 -561 :-.3- e 3.:i 3.76 and ANS=/TF- L. only unless noted otherwise. Bldg Inclosed - See. Importance Factor • :,CC 2.1 -171 :.3 3.:5 3 76 Extensions above or below the truss profile :truss Locaticr. - So: lad Eche f any) have been designed for loads Hurricane/Ocean line a No Bxp Category " B E: r22C.3 ax. o der indicated only- Horizontal Lands applied at Bldg Leng.b " 90.3C Et, Olde Kid:h " 25.30 It 4•5 4C5 :.3' 3.et 0.7C :he end of the extensions have not been Mean roof height = 24.17 ft. mph . 00 considered unless shown. E drop-leg to an T71 Standard Occupancy, Dead Load - 12.0 psi vee POeCI =- tits FORCE :Et otherwise unsupported yell ray create a Designed as Kalb Kind Force Cesist_ng Systme 1.5 -51C C.So s_os. 1:s c.:6 hinge effect that require.. additional design and Components end Cladding 3-5 -226 C.13 consideration tby others:. tributary Area - 23 egEt LOAD GSI el DBS=cls LORDS Dir L-Plk G.loe 2.516 a.Lee LL/7L TC Vert 120-30 - 2- 1- 0 110.00 6- 0- 0 0.64 TC Vert 90.30 0- 0- 0 50.00 1- 8- 2 0.78 TC Vert 45.70 1- 8- 2 45.00 )- 8- 2 8.78 TC Vert 90.30 3- 8- 2 50.20 4- 6- 1 0.78 TC Yert 95.00 4- 6- . 95_00 6- e-- 1 0.78 TC Vert 50.00 6- 6- . 50.30 0- -a- 3 0.78 SC Vert 2C.00 0- 0- 0 20.03 1- e- 2 0.00 PC Vert 20.03 1- 8- 2 LC-03 3- E- 2 0.00 _ EC Vert 20.03 1- 8. 2 20.03 4- 6- 1 0.00 4-1-2 4-1-2_y EC Vert 16_03 4- 6- 1. 10.03 6- 6- 1 0.00 4-1-2 84.1 PC Vert 2C_03 6- 6- 1 20.0-3 8- 2- 3 0.00 ..Type... lbs I.OoC LL/TL TC Vert 69.0 - 2- 1- 0 2.00 1 2 3 CAITI GE POINT LCAD£ ETD* I.Loe Max/Dur Kit/Dar l� 99_ :C Vert 2- 8- 2 92/1_15 -91/1.60 2-4 :C Vert 2- 6- 2 83/1.15 125/2.60 1OVert ert 3- 6- 1 18301.15 •125/1.60 :C Vert 5- 6- 1 183/1.15 .125/1.60 M BC Vert 2- 9- 2 5JC_93 -L/1.60 C BC Vert 2- 0- 2 5/C.90 -1/1.60 C. 246211 RR 2? I BC Vert 5- 6- 1 48/1.25 -15/1.60 C4 1 4 i BC Vert 5- 6- 1 48/1.25 -15/1-60 CM 7-6-9 R I 7-6.9 8-104 MAX DEFLECTION lapin: t - 3„4 1 SHIP L1E40 MEN 0-5 iL_'VII LC 3-4 i 11 L -0.15 C. -0.18" T. -0.33' 4-4 l Iia i .i.-.o a0- 0Loca9 C- 0- 0 34 2 4- 1- 2 3 s- 2- 3 S E- 2- 3 2 5 e-2a t tq 5 8-2-3 88-2.3 12/ 5/2006 All plates are 2D gauge Truswal Connectors unless preceded by"MX'for HS 20 gauge Of-H"far 18 gauge,positioned pet Joint Detail Reports available from Truswal software,unless noted. Scale:5102"a I' WARNING Read all»ores on this sheet a»d give u copy of if to eke Erec:ilig Contractor. Eng.Job:MI. WORK ORDER# 1MEels da.gn is renin r..Stidur:buila--_g campenent::d:rss 2,e-.:r.:Jt'-.0 Ease bass:en speci:iaeuu p evide:.h I:7C 00.Tpaaeta noc6fi;mret Che:RM , E Engineered sat dome in icevraiec with-.re exr.:te,icns c:TPI and AFL.:coign standsIts Nr r ei.nsibr.: is atnn ed far d urmor..1 a:cunt.• Damn:au Dagnr:fAJK 87601 sae to be serif::e bn.:3:exnptnen:mateladarr.rL o•Wei:a'i-ngrcr r.•r sa fitri:ai::n T ht bc:11..13*sire:tis.:serial.C:61 Mc loads 0oBuilding .i:iwi an this:taiga ret ar:seed the:otdmg iryxd by ete laud build-rs code and lltr aat:ir.hf sgplilnitn -htcesign a31_-nrs dui:h:topd ome TC Live 35.00 psf DurFacs L=9.15 P=1.15 C3 is!Aerie.;e•SC01.71:he-V15.'e flair i:sat:.tng and:he bascw e:•.a'd-t Ii:.i IC brscrd by 2:IpCt'eae-.!ii noser.slthem 1 r.sched_urs::ss n.Cr.:tie • Components naiad Bracing shown is'.=r lasers.supe t af caapa:amt memlt s :e.lase Ls.:n.g Imp.• r-sectr..se-trail ca.be;ism!:-sn} TC Dead 10.08 ps/ Rep Mbr Bnd 1.00 L- -.i.--nu ent 1:-..a ail.ase:Ir_raaisluls:.3.rent Of lie ad:a taxa-.7:a sal x:Mus:.]=C:L•Flak crows:an 7*'kale,ha-3::.tsx..l BC Live 0-811 psi O.C.Spaci Ing 2.0.0 O sab:use:hit cuss ceoadree a-:h the fella-irsstaaivds:'A'.al arc Cum:;Can:knout':sailsie as 3...:>-:dem 7msvre aaf..er:. CO ANS17?i:'.'W-CA I •Weed:resCa-atal of Amc.ezSlresc Design Respzns.lti:ties'DUI LDiKG 03?IPOI'6N SAFETY IN:C5.31.4;1:1V'- BC Dead 10.0e pet Design Spec IRC NI 148 Washington Ave.S. IBCSI I-C3)art'SCSI 3CaMM.tKY SHEETS'y;WrCA and TM The T:ms N:.:o Ins-::;CPT/it Ice red it 583 DOne60 DB%e.Musa:. . Hopkins,MN 55343 (952)936-4902 w_s:ani-31•:i T-e sir n:ee Faat and?apes Asetiia:ice iAFIAi is:GCB:d at III 1 Id1 Ser-:.NW.Sic PAX!tt:as'--nos,DC 2CC36 TOTAL 55.00 pet Senn T6.5.41- 0 rilN a as . ,, r + .yy1Y E.� ';.,.," ,.: - ,--„, ,,- AIN . .. , , ,„, . ,,, , ,, yt, ,7 -.• , .,r t. ,,,..* .,,, .. ,,, , ,,, •:, ..f, t• • v„,„,, ..„„ ,,„ ..: . , • Muttl-Loaded Beam(AISC 9th Ed ASO 1 Ver:8.00.81 By: . ,Arrow Building Center on:01-29-2007:4:14:35 PM Prolect:STRONGARM-Location: Summary: A992-50 W12x45 x 19.5 FT Section Adequate By:252.4% Controlling Factor.Moment of Inertia Center Span Deflections: DLD Center- 0.08 IN L Dead oade Load:: LLD-Center= 0.10 IN=L/2331 Load: TLD-Center= 0.18 IN=L/1269 Total Center Span Left End Reactions(Support A): LL-Rxn-A= 6349 t 8 Live Load: DL-Rxn-A= 3961 LB ToDead Load:tel TL-Rxn-A= 10310 LB Bearing Length Required (Beam only,support capacity not checked): BL-A= 1.08 IN Center Span Right End Reactions(Support B): LL Rxn-B= 1519 LB Dead Load:Live Load: DL-Rxn-B= 1858 LB Total Load: TL-Rxn-B= 3377 LB Bearing Length Required(Beam only,support capacity not checked): BL-B= 1,08 IN Beam Data: L2= 19.5 FT Center Span Length: Lug-Top= 9.5 FT Center Span Unbraced Length-TOO of Beam: Lu Lug- 19.54FT . CenteSpan Unbraced Length-Bottom of Beam: FT Live Load Deflect.Criteria: L/L/ 360 80 Total Load Deflect.Criteria: Center Span Loading: Uniform Load: w1-2= 40 PLF Dead Load:Live Load: wD-2= 92 PLF D Team SelfBSW= 45 PLF Total Load:Weight: VT-2= 177 PLF Point Load 1 PL1 2= 5492 LB Dead Load:Live Load: P01-2= 2888 LB Location(From left end of span): X1-2= 3.5 FT Trapezoidal Load 1 DeadTRL-Lett-1-2= 458 PLF Left Live Load: TIED-Left-1-2= 137 PLF Left Load:DeadTRL-Right-1-2= 456 PLF Right Live Load: TRD-Right-1-2= 137 PLF Right Load: A_1.2= 0.0 FT Load Start: B_1-2= 3.5 FT Load Length: Load End: C-1-2= 3.5 FT Properties for:W12x45/A992-50KSI Yield Stress: Fy= 50 Modulus of Elasticity: E= 29000 KSI Death: tw= 0.34 N d= 12.06 N Web Thickness: bf= 8,04 N Flange Width: 0.58 N k= Flange Thickness: lf= Distance to Web Toe of Fillet: ix= 348.001.58 N N4 x Moment of Inertia About X-X Axis: i = 57.70 N3 Section Modulus About X-X Axis: x= 2.15 N Radius of Gyration of Compression Flange+ 1/3 of Web: Design Properties per AISC Steel Construction Manual: FBR= 7.00 Flange Buckling Ratio: AFBR� 0 Allowable Flange Buckling Ratio: UFBR= 9.1939. 9 Web Buckling Ratio: AWBR= 0 Allowable Web Buckling Ratio: Lb' 90.51 FT Controlling Unbraced Length: Lc= 0.0 FT Limiting Unbraced Length for Fb=.66'Fy: c= 7.21 FT KSI Allowable Bending Stress: Fh/tw= 32.5733.0 Web Height to Thickness Ratio: h/tw-h/ty 53.74 Limiting Web Height to Thickness Ratio for Fv=.4'Fy: Fit 20.0 KSI Allowable Shear Stress: Design Requirements Comparison: M= 31354 FT LB Controlling Moment: 3.51 Ft from left support of span 2(Center Span) Critical moment created by Combining all dead loads and live loads on span(s)2 = 158675 FT-LB Nominal Moment Strength: Mrr 103107LB Controlling Shear: At left support of span 2(Center Span) Critical shear created by combining all dead loads end live loads on span(s)2 = 60802 LB Nominal Shear Strength: IrVrVr. 98.75 LB Moment of Inertia(Deflecilon): la 348.00 1N4 11 'd ZZtrtr'oN Wd99: 1 LOOZ 'OZ' geJ Multi-Loaded Beal AIS 9th Ed MD 1 Ver.6.00.81 8y:.,Mow flung Center on:10.08-2006:3:17:58 PM Project:STRONG ARM-Location: A-2-� 7,0 FT Load Start:nd: B-2-2= 16.0 FT Load End: • Load Length: Properties for:W12x28/AB92.50 Yield Stress: v= Z90 0 KSI Modulus of Elasticity: Depth: d= 12.22 N 0.23 N Web Thickness: w6 3 N Flange Width: Flange Thickness: kms- 0.38 N 0.38 N Distance to Web Toe of Fillet 8 N4 ix= 200.0 Moment of inertia About X X Axis: Sx= 33.400N3 Section Modulus About X-X Axis: 1.72 N Radius of Gyration of Compression Flange+113 of Web: Design Properties per AISC Steel Construction Mand: FBR� 8.54 Flange Buckling Ratio: P►FBR. 9.195 Allowable Flange Budding Ratio: FBR= 53.13 Web Buckling Ratio: AWBR= 53.13 Allowable Web Bucking Ratio: LIP 18.0 FT 51 Controlling Unbtaced Length: L� 16.0 FT Limiting Unbraced Length for Fb=.66`Fv: Lug 1 FT Limiting Unbraced Length for Fb=.6'Fv w/Cb: Lu 8.73 Moment Gradient Bending Coefficient: FC8= 12.971KSI Allowable fb per MD Erin F1-8: F18= 13.64 KSI Allowable fb per ASO Egn F1.7: F1.7= 13.61 Allowable lb per ASD Eqn F1-8: EF1-8= 61 KSIT Elastic Limit of ASD Eqn F1-8: Flo= 14.4813KSI Allowable Bending Stress: Flo= 13 Web Height to Thickness Ratio: Li/Tilting Web Height to Thickness Ratio for Fv=.4•Fy: .774 Fv= 49 20.0KSI Allowable Shear Stress: Design Requirements Comparison: FT-L8 Controlling Moment: Over left support of span 2(Center Span) Critical moment created by combining an deed loads and live loads on span(s)1,2 Nominal Moment Strength: Mr= 37972 FT-1B Controlling Shear. V= 18878 LB At right support of span 1(Left Span) • Critical shear created by combining aN dead bats and live bads on span(s)1.2 21 Nominal Shear Strength: Iraq= 7 Vra 68212 LB Moment2 LB of Inertia(Deflection): 1N4 l- 204.00 IN4 9 'd ZZVti'°N Wdtc: LOU? 'Ol'Qaj 9 'd llgti'oN Wd'S: l LOO? 'Hied MultW oaded Beam(AISC 9th Ed ASD War:8.00.81 By:.,Arrow Building Center on:10.09-2006:3:17:56 PM Project:STRONG ARM-Location: Summary: A992-50 W12x26 x 26.0 FT(10+16) Section Adequate By:3.3% Controlling Factor Moment Left Span Deflection: pip-Loft= 0.02 IN Dead Load: LLD-Left= 0.05 IN 01.12460 Live Load: Total Load: TLD-Left= 0.07 IN=1./1790 Center span Deflections: OLD-Center= 0.03 IN Live Deed Load: LLD.�tter= 0.14 IN=L/1387 Load: TLD-Center= 0.17 IN=L/1138 Total Left End Reactions(Support A): • ll-tbut-A= 5064 to Live Load: DL-Rxn-A= 2135 LB Dead Load: TL-�-As 7198 LB Total Load: Design For Uplift Loads(Includes Uplift Factor of Safely) -231 LB1 BL-A= 0.68 IN Bearing Length Required(Beam only,support capacity not cheated): Center span Left End Reactions(Support B): LL-Rwt-g= 18317 LB DeadLive Load:Load: DL-Ran-S= 9340 LB tel TL-Rio,-B= 27857 LB Total LengthBRequired(Beam onh►,support cap.Uty riot checked): 13L-13s= 0.88 IN Center span Right End Reactions(Support C): LL Rxn 8347 LB Live Load: OL-Fbm-C= 2102 LB Dead Load: Total Load: TL-Rxn-C 8449 LB Bearing Length RequMed(Beam only,support capadty not checked FC .68 N Dead Load Uplift F.S.: 1.5 Beam Date: = 10.0 FT Left Span Length: Lu1-TL1L10.0 FT Left Span Unbraced Length-Top of Beam: Lu1-Bottom= 10.0 FT Left Span Untraced Length-Bottom of Beam: L2= 16.0 FT Center span Length: Lu2TL2= 0.0 FT Center span Unbraced Length-800 of of n: Lu2- = 16.0 FT Center span Unbraced Length-8000m Live Load Deflect.Criteria: LI V 360 Total Load Deflect.Criteria: Left Span Loading: Uniform Load:Liy�1= 280 PLF ea Load: Loaad: *0-1== 136 PPLLF Beam Self Weight w x 442 PLF Total Load: Point Load 1LiPL1 1= 7188 LB 6 ea DeadLLoa:Load: PD1-1= 5435 LB Location(From left end of span): X1-1= 6.56 FT TrapezoidalLLive Load: TRL-Left-1-1= 400 PLF Left Dead Load: TRO.Le(t-1-1s 120 PLF Right Uve Load: TRL-Right-1-1= 400 PLF Right Dead Load: TRO-Rapt-1-1= 120 PLF Load Start:Length: B-1-1= 10.0 FT Load Len Load End: C-1-1= 10.0 FT Center wan Loading: Uniform Load: 280 PLFLive Load: Dead Load: w0-2= 138 PLF = 26 PLF Beam Self Weight: BSWBSW• 442 PLF Total Load: Trapezoidal Load 1 TRI,.IeR 1-2= 400 PLF Left Deada Load:a: TRD-Left120 PLF Leftgtiv TT,- -1 400 PLF Right Dead Load: TRD-Right-12= 120 PLF Rightd Load: A-1-2= 0.0 FT Load Startnd: B-1-2= 7.0 FT Load Length:: C-1-2 7.0 FT Load Trapezoidal Load 2 DeedTRI.Leh-2 2= 700 PLF Left Live Load: TRO-Left-2-2= 210 PLF Left Load: TRL-Rktttt-2-2= 700 PLF Right Live Load: Right Dead Load: TRD42.2= 210 PLF q .d UtiroN wdtg: L coag 1/18J Multi-Loaded Beam(AISC 9th Ed ASO I Ver:8.00.81 By:.,Anew Building Center on:10-04-2008:1028:59 AM Protect:ORONO-Location: Summery: A992-50 W 12x45 x 20.0 FT Section Adequate By:38.9% Controlling Factor:Moment of inertia Center Span Deflections: DLD. gm= 0.21 IN Dead Load: dIN LLD-Center= 0.27 =11874 Load:dd:Live TLD-Canter= 0.48 IN=U500 Total Center Span Left End Reactions(Support A): LL-Rxn A= 8414 LB Live Load: DLA= 6199 LB Total Load: DeadLoad: TL-Rwn-A= 1481133 LB IN Bearing Length Required(Beam only,support capacity not checked): Center Span Right End Reactions(Support B): LL-fbnktn-B= 7188 LB Live Load: DL-Rxn-B= 5435 LB Total Load: � DeadLoad: TL- -9 12801 LB Beefing Length Required(Beam only,support capacity not checked): BL-B= 1.08 IN Beam Data: L2= 20.0 FT Center Span Length: Lug TL2= 0.0 FT Center Span Unbraced Length-Top of Bum: Lu2-Battom= 20.0 FT Center Span Unbraced Length-Bottom of Beam: Live Load Deflect.Criteria: ULi 480 380 Total Load Deflect.Criteria: Center Span Loading: Uniform Load:• yyL PLF Dead Load:Live Load: vwD-2= 184 PLF Be Beam Self Weight BSW= 45 PLF Total Load: wT-2= 309 PLF Point Load 1 PL1 Zpgp LB Live Load: Dead Load: P01-2= 1274 LB Location(From tett end of span): X1-2= 4.0 FT Trapezoidal Load I TRI-Lett-1- PLF Left Live Load: TRD-Left-1-2= 289 PLF RigghttDe LeftDeadivLoad:a Load: TRL-Right-1-2= 595 PLF TRD.Rlght-1 2= 289 PLF Right Dead Load: A-l-2 0.0 FT Load End: B-1-2= Load Start:nd: B-1 2= 20.0 FT Load Length: C-1-2= 20.0 FT Properties for:W12x45/A902-50 50 KSI E 29000 KSI Yield Stress: Modulus of Elasticity: 12.00 IN Depth: IN Web Thickness: t 0.344 N Flange Width: fIN Flange Thickness: lc= 1= 0.588 IN Distance to Web Toe of Fillet I 34808 IN4 Moment of Inertia About X-X Ards: S� 58.70 IN4 Section Modulus About X-X Axis: 2.15 IN Radius of Gyration of Comoresebng n Flae+l/3 of Web: Design Properties oar AISC Steel Construction Manual: Flange BucklingFIR= 7.00 Ratio: BR= 0 BR= 36.00 Allowable Fianna Budding Radio: AF o: 9.19 Web BuckNng Ratio: AWBR36.0 Moweble Web Buckling Ratio: Lbs 0.0 FT 1 Controlling Untraced Length: Llrnliing Unbraced Length for Ft5.68'Fy: Lca 7.21 33.0 FT c= Allowable Bending Stress: [bw 32.57 KSI Web Height to Thickness Ratio: gyp. 32.57 Limiting Web Heloht to Thickness Ratio for Fv= Fie 20.0 KSI Allowable Shear Stress: Design Requirements Comparison: M= 86548 FT-LB Controlling Moment: 9.4 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Mr= 158675 FT-LB Nominal Moment Strength: 14813 LB Controlling Shear. At left support of span 2(Center Span) Critical shear created by combining ail dead bads and live loads on span(s)2 80802 LB Nominal Sheer Strength: ire Vr=rer. 250.54 LB Moment of Inertia(Deflection): 1N4 I= 348.00 IN4 t A aztre•oN wdt : 1 LOO .0/18J Muff-Loaded Beam(AISC 9th Ed ASD)Ver.8.00.81 By:.,Mow Building Center on:10-09-2008: 1:41:28 PM Protea STRONG ARM-Location: Summary: A992-50 W12x30 x 28.0 FT(10+16) Section Adequate By:26.8% Controlling Factor:Moment Left Span Deflections: Dead Load: DLD-Left= 0.02 IN Live Load: LLD-Left= 0.04 IN=LI2870 Total Load: TLD-Left= 0.08 IN=L/2090 Center span Deflections: Dead Load: Dt 0.03 IN Live Load: LLD-Center= 0.12 IN=U1818 Total Load: TLD-Canter= 0.15 N=L/1324 Left End Reactions(Support A): Live Load: LL-FM-A= 5064 LB Deed Load: DL-FM-A= 2145 LB Total Load: TL-Rxn-A= 7209 LB Design For Uplift Loads(Includes Uplift Factor of Safety) R n-A-maw -224 LB Bearing Length Required(Beam only,support capacity not checked): BL-A= 0.74 IN Center span Left End Reactions(Support B): Live Load: LL-Rim-B= 18317 LB Dead Load: DL-Fbxn-B= 9408 LB Total Load: TL-Rai-B' 27725 LB Bearing Length Required(Beam only,support(*achy not checked): BL-B= 0.74 IN Center span Right End Reactions(Support C): Live Load: Ll-Flah-C= 8347 LB Dead Load: DL-Rxm-C= 2128 LB Total Load: TL-Rxn-C= 8475 LB Bearing Length Required(Beam only,support capacity not checked): BL-Ci. 0.74 IN Dead Loed Uplift F.S.: FS= 1.5 Beam Data: Left Span Length: L1= 10.0 FT Left Span Unbraced Length-Toa of Beam: Lut-Top= 0.0 FT Left Span Unbraced Length-Bottom of Beam: Lu1-Bottom= 10.0 FT Center span Length: L2= 18.0 FT Center span Untraced Length-Top of Beam: • Lu2-Top- 0.0 FT Center span Unbreced Length-Bottom of Beam: Lu2-Bottom= 16.0 FT Live Load Deflect.Criteria: U 480 Total Load Deflect Criteria: U 360 Left Span Loading: Uniform Load: Live Load: wL-1= 280 PLF Dead Load: wD-1= 138 PLF Beam Self Weight: BSW= 30 PLF Total Load: wT 1= 446 PLF Point Load 1 Live Load: PL1-1= 7186 LB Dead Load: PD1-1= 5435 L8 Location(From left end of span): X1-1= 6.5 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-1■ 400 PLF Left Deed Load: TRD.Left-1-1= 120 PLF Right Live Load: TRL-Right-1.1= 400 PLF Right Dead Load: TRD-RIght-1-1= 120 PLF Load Start: A-1-1= 0.0 FT Load End: B-1-1= 10.0 FT Load Length: C-1.1= 10.0 FT Center span Loading Uniform Load: Live Load: wL-2= 280 PLF d BPLF Beam Load:Weight: SSW= 130 PPt! Total Load: wT-2= 448 PLF Trapezoidal Load 1 Left Live Load: TRL-Left-1.2= 400 PLF Left Deed Load: TRD-Left-1-2= 120 PLF Right Live Load: TRL-Right-1-2= 400 PLF Right Deed Load: TRO-Right-1-2= 120 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 7.0 FT Load Length: C-1.2- 7.0 FT Trapezoidal Load 2 . Left Live Load: TRL-Left-2-2= 700 PLF Left Dead Load: TRD-Left 2-2= 210 PLF Right Live Load: TRL-Rtiaht-2-2= 700 Pt! Right Dead Load: IRO-Right-2-2= 210 PLF Z 'd zzbv °N wdc: I coos *oa aej Feb.20. 2007 1 :53PM NO.44LL t'• J • PM 0011£Z =1 :(u�K►al)ea)etileUl;o 1ueuJow 81 991 9 1 apdua4S JeayS IeuIWON 81 981v9 =�A Z 4 t(e) uo swot*A8 f �t peep IMe 5U!U! 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Il z'1 /� e l/, c�i��t eIP TELEPHONE NO. /0- 9/ O/VY D ION 1 FOOTING 11 MECHANICAL RI 18 EXCAV/GRADING/FILLING cc W 02 FRAMING 13 MECHANICAL FINAL 19 LAKESHORE/WETLANDS ra) 03 INSULATION 24/25 WOOD BURNER/FIREPLACE 34 TREE REMOVAL • 04 WALL BD. 12 WATER HOOK-UP 17 SITE INSPECTION Q 05 FINAL 14 SEWER HOOK-UP 06 PROGRESS 07 DEMO-SITE 27 SEPTIC MAINT. 21 COMPLAINT v 07 DEMO-FINAL 15 SEPTIC INSTALL. 22 FOLLOW-UP LU 09 PLUMBING RI 23 SEPTIC FINAL 35 HARD COVER REMOVAL 10 PLUMBING FINAL 36 FOUNDATION/REMOVAL Z OWNER/CONTRACTOR TO MEET YOU:_YES_NO o COMMENTS: cc W cc I 0 C/w ,A d c4ec 47) cc FLAD-F1A0 u_ W cc z av WORK SATISFACTORY:PROCEED ❑ PROJECT COMPLETE W ORRECT WORK&PROCEED E ISSUE CERTIFICATE OF OCCUPANCY CI 0 CORRECT WORK,CALL FOR REINSPECTION TEMPORARY ✓ BEFORE COVERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. PHOTO TAKEN INSPECTOR WILL RETURN ❑STOP ORDER POSTED.CALL INSPECTOR ❑CITATION ISSUED ❑ INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for the next inspection 24 hours in advance. (952) 249-4600 Owner/Contractor on site- Inspector. ,/3 L3 White Copy/Inspector's File Canary Copy/Site Notice 7 3 DATE TIME V CITY OF ORONO CALLED IN a/e!)—2— INSPECTION INSPECTION N TICE SCHEDULED /0-3-66 PERMIT NO. ( i oa COMPLETED G ADDRESS IDDM d/� LL OWNER CON R.D' TELEPHONE NO. ( /Z' GI (g- DESCRIPTION Q-DESCRIPTION 6341.4.4D-1W � W 01 FOOTING 11 MECHANICAL RI 18 EXCAV/GRADING/FILLING cc cc 02 FRAMING 13 MECHANICAL FINAL 19 LAKESHORE/WETLANDS trl03 INSULATION 24/25 WOOD BURNER/FIREPLACE 34 TREE REMOVAL • 04 WALL BD. 12 WATER HOOK-UP 17 SITE INSPECTION Q 05 FINAL 14 SEWER HOOK-UP 06 PROGRESS • 07 DEMO-SITE 27 SEPTIC MAINT. 21 COMPLAINT v 07 DEMO-FINAL 15 SEPTIC INSTALL. 22 FOLLOW-UP LU 09 PLUMBING RI 23 SEPTIC FINAL 35 HARD COVER REMOVAL 10 PLUMBING FINAL 36 FOUNDATION/REMOVAL ▪ OWNER/CONTRACTOR TO MEET YOU:_YES_NO o COMMENTS: cc Lu Q.. cc Po Qr a ti W W Cc Lu ..WORK SATISFACTORY:PROCEED ❑ PROJECT COMPLETE W• ❑CORRECT WORK&PROCEED ❑ ISSUE CERTIFICATE OF OCCUPANCY C ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY U BEFORE COVERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. ❑ PHOTO TAKEN INSPECTOR WILL RETURN ❑STOP ORDER POSTED.CALL INSPECTOR ❑CITATION ISSUED ❑ INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for the next inspection 24 hours in advance. (952) 249-4600 Owner/Contractor on site: Inspector. White Copy/Inspector's File Canary Copy/Site Notice 0 w'""" ':" AT.(41;:ii_ TIME I/ CITY OF ORONO CALLED IN /i.)..1.3 INSPECTION NOTICE SCHEDULED 3100 PERMIT NO. PIOd COMPLETED L �, /► ADDRESS /000 Old Loc L Izc�y. OWNER CONTR. oU - � a 'lil-. Scca TELEPHONE NO. ro tom- to gS" -7069 - '81a' r1e- DESCRIPTION / - 4 LV 01 FOOTING 11 MECHANICAL RI 18 EXCAV/GRADING/FILLING cc 02 FRAMING 13 MECHANICAL FINAL 19 LAKESHOREETLANDS h /W Q 03 INSULATION 24/25 WOOD BURNER/FIREPLACE 34 TREE REMOVAL • 04 WALL BD. 12 WATER HOOK-UP 17 SITE INSPECTION Q 05 FINAL 14 SEWER HOOK-UP 06 PROGRESS • 07 DEMO-SITE 27 SEPTIC MAINT. 21 COMPLAINT v 07 DEMO-FINAL 15 SEPTIC INSTALL. 22 FOLLOW-UP 09 PLUMBING RI 23 SEPTIC FINAL 35 HARD COVER REMOVAL v 10 PLUMBING FINAL 36 FOUNDATION/REMOVAL 2 OWNERICONTRACTOR TO MEET YOU: YES_NO cc., COMMENTS: cc W a cc0 1 ) D fC TO Pcoreeri cc o �Q,-r 7" r Tr) 29 cc 4 si-A I l ed t- A W z W cz WORKSATISFACTORY:PROCEED ❑ PROJECT COMPLETE CORRECT WORK&PROCEED ❑ ISSUE CERTIFICATE OF OCCUPANCY • RRECT WORK,CALL FOR REINSPECTION TEMPORARY V BEFORE COVERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. ❑ PHOTO TAKEN INSPECTOR WILL RETURN ❑STOP ORDER POSTED.CALL INSPECTOR ❑CITATION ISSUED ❑ INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for the next inspection 24 hours in advance. (952) 249-4600 Owner/Contractor on 71,e,c:j 7,3 6.....s Inspector. o. White Copyllnspector's File Canary Copy/Site Notice � 5 C0/1/ DA 7 TIME 1,/CITY�F ORONO CALLED IN INSPECTION NOTI E SCHEDULED 'TWO (d: 3o PERMIT NO. I OS2 COMPLETED ADDRESS / QC° 0/ A OWNER ` 11\r(oh6)1 CONTR.__4C/21A-A—e.—)) (.. Orrt _ TELEPHONE NO. C_P 1 — a a- DESCRIPTION W 01 FOOTING 11 MECHANICAL RI 18 EXCAV/GRADING/FILLING W 02 FRAMING 13 MECHANICAL FINAL 19 LAKESHORE/WETLANDS h 03 INSULATION 24/25 WOOD BURNER/FIREPLACE 34 TREE REMOVAL • 04 WALL BD. 12 WATER HOOK-UP 17 SITE INSPECTION Q 05 FINAL 14 SEWER HOOK-UP 06 PROGRESS 07 DEMO-SITE 27 SEPTIC MAINT. 21 COMPLAINT 07 DEMO-FINAL 15 SEPTIC INSTALL. 22 FOLLOW-UP LU 09 PLUMBING RI 23 SEPTIC FINAL 35 HARD COVER REMOVAL 10 PLUMBING FINAL 36 FOUNDATION/REMOVAL Z OWNER/CONTRACTOR TO MEET YOU: YES_NO o COMMENTS: cc W CC 0 • d G� cc0 w CC CC WCC AWORKSATISFACTORY:PROCEED ❑ PROJECT COMPLETE ,,❑\\CORRECT WORK&PROCEED C ISSUE CERTIFICATE OF OCCUPANCY • ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY U BEFORE COVERING PERMANENT O CORRECT UNSAFE CONDITION WITHIN HOURS. ❑ PHOTO TAKEN INSPECTOR WILL RETURN ❑CITATION ISSUED ❑STOP ORDER POSTED.CALL INSPECTOR ❑ INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for the next inspection 24 hours in advance. (952) 249-4600 Owner/Contractor on site: Inspector. LA...f gC White Copy/Inspector's File Canary Copy/Site Notice al;// - DA TIME CITY OF ORONO CALLED IN INSPECTION , /CE SCHEDULED i —07 /.`d ( PERMIT NO. T% `/' I CO/M,PLEETED ,, /�,, �p ADDRESS /QUO D/J � jiq 4 ' /et- OWNER lle. j TELEPHONE NO. ila aad 76, 71 , DESCRIPTION r T W 01 FOOTING 11 MECHANICAL Re 18 EXCAV/GRADING/FILLING Q 02 FRAMING 13 MECHANICAL FINAL 19 LAKESHORE/WETLANDS fa) O 03 INSULATION 24/25 WOOD BURNER/FIREPLACE 34 TREE REMOVAL • 04 WALL BD. 12 WATER HOOK-UP 17 SITE INSPECTION Q 05 FINAL 14 SEWER HOOK-UP 06 PROGRESS 07 DEMO-SITE 27 SEPTIC MAINT. 21 COMPLAINT v 07 DEMO-FINAL 15 SEPTIC INSTALL. 22 FOLLOW-UP LLJ 09 PLUMBING RI 23 SEPTIC FINAL 35 HARD COVER REMOVAL v 10 PLUMBING FINAL 36 FOUNDATION/REMOVAL Z OWNER/CONTRACTOR TO MEET YOU:_YES NO o COMMS TS: W t b /04-3-7-0 P o-4iA , CC N. cc di h‘ i L 3L)12(600- 4S c I i3 C _. t O 4. rt 3 ie ,(JC( G 4SS C5 4176—e (1 W w iii, cc a W ❑WORK SATISFACTORY:PROCEED ❑ PROJECT COMPLETE CC kCORRECT WORK&PROCEED ❑ ISSUE CERTIFICATE OF OCCUPANCY W 0 El CORRECT WORK,CALL FOR REINSPECTION TEMPORARY C.1 BEFORE COVERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. ❑ PHOTO TAKEN INSPECTOR WILL RETURN ❑ CITATION ISSUED ❑STOP ORDER POSTED.CALL INSPECTOR ❑INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for the next inspection 24 hours in advance. (J52) 249-4600 Owner/Contractpr onsite: �� Inspector. `(�v White Copy/Inspector's File Canary Copy/Site Notice SD-5, TIME CITY OF ORONO CALLED IN �� INSPECTION NO IC 'ES 9SCHEDULED .5.1-/--D7 /O:00 PERMIT NO. // -Id COMPLETED ADDRESS /ewe) ,o/c1 [__u x Li OWNER CON7-' T e A4 ��` s 9/ �4 TELEPHONE NO. r)"2 6iY ©V T/ E FOO'1 .5— CL e c` - W 01 FOOTING 11 MECHANICAL RI 18 EXCAV/GRADING/FILLING 02 FRAMING 13 MECHANICAL FINAL 19 LAKESHORE/WETLANDS h Q 03 INSULATION 24/25 WOOD BURNER/FIREPLACE 34 TREE REMOVAL 04 WALL BD. 12 WATER HOOK-UP 17 SITE INSPECTION Q 05 FINAL 14 SEWER HOOK-UP 06 PROGRESS Z 07 DEMO-SITE 27 SEPTIC MAINT. 21 COMPLAINT ✓ 07 DEMO-FINAL 15 SEPTIC INSTALL. 22 FOLLOW-UP ct IL 09 PLUMBING RI 23 SEPTIC FINAL 35 HARD COVER REMOVAL v 10 PLUMBING FINAL 36 FOUNDATION/REMOVAL Z OWNER/CONTRACTOR TO MEET YOU:_YES_NO t(., COMMENTS: cc W C (( cc J o -TO paw .6"-- ; q o '' S')AC.) 'Th f3 ec et 0 W cc ct 2 W z W IX 0 LU WORK SATISFACTORY:PROCEED ❑ PROJECT COMPLETE W CORRECT WORK&PROCEED ❑ ISSUE CERTIFICATE OF OCCUPANCY 0 ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY C.1 BEFORE COVERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. ❑ PHOTO TAKEN INSPECTOR WILL RETURN ❑CITATION ISSUED ❑STOP ORDER POSTED.CALL INSPECTOR ❑INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for the next inspection 24 hours in advance. (952) 249-4600 Owner/Contractor on si : Inspector. ' 7, S White Copyllnspector's File Canary CopylSite Notice 0 W L" q TIME V CITY OF ORONO CALLED I^1- INSPECTION N CE SCHEDULE_ l 'Cl v , ;e° cra) PERMIT NO. �/ oa f3 / COMPLETED ADDRESS /0690 6/d L-0>7La-Leif OWNER TR.(5-frig7CIA-Zird COY-44?`" TELEPHONE NO. &is as O 76 7 DESCRIPTION Ke&ficriee G6 W 01 FOOTING 11 MECHANICAL RI 18 EXCAV/GRADING/FILLING cc LL. 02 FRAMING 13 MECHANICAL FINAL 19 LAKESHORE/WETLANDS O 03 INSULATION 24/25 WOOD BURNER/FIREPLACE 34 TREE REMOVAL • 04 WALL BD. 12 WATER HOOK-UP 17 SITE INSPECTION Q 05 FINAL 14 SEWER HOOK-UP 06 PROGRESS • 07 DEMO-SITE 27 SEPTIC MAINT. 21 COMPLAINT J 07 DEMO-FINAL 15 SEPTIC INSTALL. 22 FOLLOW-UP I09 PLUMBING RI 23 SEPTIC FINAL 35 HARD COVER REMOVAL v 10 PLUMBING FINAL 36 FOUNDATION/REMOVAL Z OWNERICONTRACTOR TO MEET YOU:_YES_NO o COMMENTS: cc W Q. cc 9"—T-Chl to cAJAIcc A► ' Perms cn P 105g Neck, p 058.4 ee. j 1016711F-P / Piz Ge,-- , V 0 W ❑WORK SATISFACTORY:PROCEED PROJECT COMPLETE CCW ❑CORRECT WORK&PROCEED SUE CERTIFICATE OF OCCUPANCY O ❑CORRECT WORK,CALL FOR REINSPECTION V C.) BEFORE COVERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. ❑ PHOTO TAKEN INSPECTOR WILL RETURN ❑STOP ORDER POSTED.CALL INSPECTOR ❑CITATION ISSUED ❑ INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for the next inspection 24 hours in advance. (952) 249-4600 Owner/Contractor on site: Inspector. _ ) ; , White Copy/Inspector's File Canary Copy/Site Notice K-3 w 'y`�1 D E TIAe CITY OF ORONO CALLED I ` INSPECTION NOTICE SCHEDULE10 1 PERMIT NO. f i O ap 9 COMPLETED ADDRESS /oOD Dld L L / es__ OWNER C .TR.$5 C-dti1,1t TELEPHONE NO. biR dao 7679 DESCRIPTION PL/1 al - t 01 FOOTING 11 MECHANICAL RI 18 EXCAV/GRADING/FILLING Q 02 FRAMING 13 MECHANICAL FINAL 19 LAKESHORE/WETLANDS Cl) 03 INSULATION 24/25 WOOD BURNER/FIREPLACE 34 TREE REMOVAL Z 04 WALL BD. 12 WATER HOOK-UP 17 SITE INSPECTION Q 05 FINAL 14 SEWER HOOK-UP 06 PROGRESS 1, 07 DEMO-SITE 27 SEPTIC MAINT. 21 COMPLAINT v 07 DEMO-FINAL 15 SEPTIC INSTALL. 22 FOLLOW-UP cL LU 09 PLUMBING RI 23 SEPTIC FINAL 35 HARD COVER REMOVAL J 10 PLUMBING FINAL 36 FOUNDATION/REMOVAL Z OWNER/CONTRACTOR TO MEET YOU:_YES_NO o COMMENTS: cc W a cc 0�. ) L .0 . 61-4(�p O J c o N9_,e — 5-4-ree-4- 1 c`c� Sc. Lu cc ON tudA..1 'i,&, r So x . • �3 J�►� M12v- Ta 1 C &eco — Lu cc )- /iv C•2-f---S' . a W ❑WORK SATISFACTORY:PROCEED ❑ PROJECT COMPLETE CC )irW CORRECT WORK&PROCEED C ISSUE CERTIFICATE OF OCCUPANCY O ❑ RRECT WORK,CALL FOR REINSPECTION TEMPORARY U BEFORE COVERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. C PHOTO TAKEN INSPECTOR WILL RETURN ❑CITATION ISSUED ❑STOP ORDER POSTED.CALL INSPECTOR ❑ INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for the next inspection 24 hours in advance. (952) 249-4600 Owner/Contractor on site: � r COS Inspector. White Copyllnspector's File Canary Copy/Site Notice ST-Rio,t)& ( -ikl'-'- (-.6)4/ r. IT A- tilv e OOkoido DATE 9-07-06 REVISIONS: ABBREVIATIONS ft 9-19-06 �� #2 9-25-06 CODE REVIEW AP, ACCESS PANEL DR DOING 80011 Jr. JOST SIU. SIUINt ,� 110.91- .c. ACOUSTIC DEP. DOOR JST. LAMA S. S , R[. BD. ACOUSTIC BOARD OR DOOR LP. LAMINATED PLASTIC SB. SOIL BORIC 1CT- ACOUSTIC TTLE DN. DOWN(FOR STARS) LAV. IAVATOF.T sC SOLID GORE TOO. ADDENDUM DUG. DRATVNGS Ll. SPEC. SPECIICATINS COM REVIEW AW ADOMON DF.K NG FOUNTAIN Lw.C.3. LICxT wr.CONCRETE BLOCK seat SPLASH BLACK --- -,•011#'' -- Naos OLD LONG LAKE ROAD AU, ALRI-RNME W. LNEN CLOSET S0. S NN - _ --£�"�"' O1T1011D.ML A8. ANCHOR BOLT EL C ELEVATION LR 5 t Y STM/t VARNISH LR. MING RO011 ST.SI. STAINLESS STEEL 1 LoNG A ANGLE EN. ELflNEER M.O. M CRANI DPExRIG STD. STRNDNp100o LD tit1d006 0 APARIUENT E ENAUEL MC. WORN SNLAKE R D AT. ASPHALT TAF FIN(R. ENGINEER NECK. MECHANICAL SER. STRUCTURAL NEW CONITRLICTgEt IIICIE FAINLY RESIDENCE 0 AT EM. ENTRANCE LLC. 1EDICIE MKT SUSP, y�ppm Mir BASEMENT SOUP. EIXAPHEW NET. TETA • MNG B BATHBEAM UI DOST. EXPOSE MSTat MNJ•ILY TUB F zIR .--.lUE TEL Z.N.0 NO NDED TV HUMOR L M. 20 SIWt6Sr 7V c Q' NTS NOT TO SCNE TPJL MEET PAPER FIOMDER 5�s M.) �"" •� N RNISH INN. L'n C RAG ' /�fTTTT //�� ' LOT EE ��R ' ` , i. \ ' =OR \„\/\I •,^V�BOTTOM FA FROM MR FUR. OBS. OBSCUR T9.D TONGUE AM)TOWEL BAR GR00'1i SIDE Affil.TO 51KEE E_EO FEET < Q� O.1 OD. OViSIDE DUYEIER T. TROD REAR_�oF�TLDoc.RD FEET) N BIWTS. BRACKETS GE wpm=NON OIL 014READ 7W. MACK OR CARNET GEN GENERAL PAL PANEL 8R. 8FICK Gl CADGE PT. PUNT U. UP(EOR STARS)OR ORM/ H SCE H ~-1 TCTI CPE Ci SEW GL GLAZED-YPSUM A4 PR PM UR UNIT NEATER -..• 1.0.O0R_2,786 ,-. ¢ G.W. CASEWORK GYP. WROVI PN. PATCH A V.S.E. VILER PELF ELEVATION 2e FLOOR N CE GAST NON HDC. IMIBNARE PAR RASTER PATCH AS REGAINED V. vEM 0 R 0 N 0 , MN 55323 �- �: Cs. CATCH (SPELL our) HOWO. NNBIOOD p VENT. VENCATgN . VERTICAL TOTAL 0.272 '�t" CIX MARC AUL 1EADER P'Q. PNSIED VEST. EESDBUIE CEA CEDWL KIR HEATER O.T. CAMPY TILE VAT. NNW_ ASEESTOS TIE C- COL CDEM M. HOGR R RASPS OR PEER V.C.T. VIM.WNL GOADING BASEMENT�27I0 N C.T. CERAMIDEVOUT RE NW HOLLOW META R.C.FRAM CRETE ERAT Wvw C.ARS WASTE NOTE O In C.O. CLOSET H.M. HOLLOW PETAL RET. FEWER w. WASTE LINEAL FEET OF BASEMENT TOTAL. . C] O�OL, COLUMN x9. tlSE�� REG. IFLbIER w. WATER QOSET C-, COW. CONCRETE RW. HOT WATER REPAIRED W.C- WATER RE56TRM �pB'd OF FOUNDATION WALL V _ I w.R WINDOW COIL. CONDUCTIVE N0. NCllI0E0 RD. ROOF DAMN , NBA,CLASS PROPOSEDNMOCOV6i COIL mamma CO IA NSOE CNEIER R. IKKEREILIENT OS. ROUGH SAN ROOM pj p. IIMVUT WROUGHT Hamm 2,798 •�� ' 2Lo CONK CONTRACTOR NSU. MUTATION 0 ROUND W.I. YARDSlowast�¢ 100 CON- CPSIDO8 NT. NTERIOR RUR RIBBER GA (ORRICE JOINT NRR NIEAYEDMEE S.F. SCREE FEET ro. 4000 CB( COIORFRSER NV. MERE SECT SIMON Palo 485 DET DETAL JANITOR SIO. SHEETINtdcaps I DW MEMOS uUOSWn 000 18028 SF LCL NN 9181180 8F.10.91r 1111RDCONEIt ABBREVATIONS FRONT ELEVATION II TO REMAIN EXISTING ONSNSTRIYTION .I I-1'1'1 I. ACOUSTIC TILE + 100.0' EXISTING GRADE ELEVATION - E1lstwc CONSTRUCTION +1100.0.1 NEW GRADE ELEVATION (LOCATION MAP I. - - J TO BE REMOVED /�/, STEEL _ _ I /7/'7��j EXISTING GRADE CONTOUR .-7 - � L:, �-- f`` V// 3RICK P FINISHED WOOD NEW GRADE CONTOUR �`: '-'an 1' - 3 Z. A `,' 'I -'1 - a y 'r-- ELEVATIONROUGH WOOD OR x .,` z." 3 - ti.[' .• .l CONCRETE \ vI BLOCKNG � , ,SOIL BORING f f/ /j :IM:LRET: BLO;K --� di OCE!NG OR 91W )�—DETAIL N0. t t } +C. .ate F, . 1000 OLD LONG LAKE RD. --� G- 1 1100 jam-SHEET NO. I(E■ p `. N 1 METAL ST!.,D PARTITION F =-�=f-� �]r-SECTIO+OR ELEVATION ,r'1/1 r N I, N r _ - sc-i.. x v x� ."`< D t J PLOVOW AI INDICATION r rtTl`h hllrFl h.'1rITN :V '% x{,'L'VS' I �A.Q.Cr4 'N. t6" �• `"Y _. 1 0 INTERIOR PARIRION h r r!r h :1...4.:';'.4.''',4;1,."rrX . �k A w:oe SL'•D PART cuss(SECTION) /� WO t'r' T' r TTN l 4�r I `` � ��, } r i�j <4 .--EXTERIOR PNti TIOR , Eyre.,RTI, F -".._: .. •R-=� .� 1 \/ I ,4 N "' '•�. SI: WAG:,;r<E ARCA w:a ( TR_7..j 1=1— Imo, •�1 c WF--VAttI'N TYPE i iE _J_LL- EARTP L/', ,! 1 GLANS(ELEVATION) rte$, `� ,w.r.. JJ • /��o1p—DOOR NUMBER y R R A Y +'; I- (.<i , . : sAND - `� - _ SHEET INDEX - . OFFICE ROOM LABEL Nil ,/ tI I • `A{ _ NLW T5.1 IDLE SHEET nit W I''F-BE E: I 1 l N'H I a il Will' iii TS.2 SPECIFICATION`_ L''yyv5 B: 11004— NUMBER an 'III I n OW I I I ■N�E In.i uE Fr '�i LUV V�V V^11 1 1)11,::,!:',:..',:'::',..':'%"%." BATT UR.C',,,E FILL SOLATION RATED PARTITION-SEE LNNX lieu I E. p• ■WW■ I ■11=' RNI ria R:iULATiOP. �� PARFITION SCHEDULE .:::,.,,:;•::t!. .;.r t wXVE �I ILS sI ail fss-' ^"rI --N iNl • _ WF11 _ iii WALL TYPES Irrw�IP+•1 ler..t..wl r ..;,,tr.;.......------:-.-,----,DAN„Li r•IT Ip I Lint BOUNDARY h LIMITED TOPOGRAPHIC SURVEY /I p'II II n I \I I II II p II ■ I II p II II II _� ---- -- —__---- a MI MO u u E -I O,E II II ■ I p p 11■ II - II II II II II III I H �. I 'II U)�■ (�((( (KZ:, AR'YiTEnuRA( NC.':- • 1 I 1♦Y 1•• 1:W/•1 I 1 ,00._„4E \iY ••W"I. DV 1)AIIXf AC, Sr: LAN •W'1 W•W• A I N:I••1 /�,NrY• �1'9Y 1:I ' N�'j/Y i'r- Ai EISCIA:NT PLAN —� OTE_ SYMBOLS: •-••>�_•>� ,:'... , r'' A2 MAN PEST FLOOR PLAN -DIMENSIONS ARE FACE TO FACE UNLESS OTHERWISE NOTED. A3 SECOND FLOOR PLAN 4LL TITLE INTFRIOP, WALLS THIC.';NESS, UNLESS OF BLOCK A.4 FROM SOUTH ELEVATOR EXTERIOR WALTZ E” THICKNESS, UNLESS OF BLOCK . CONC. BLOCK WALLS THICKNESS AS REO. (SHOWN AT 8"). • - AS NOTH ELEVATION SHEET 0ORS. ALL INTERIOR PRE-HUNG DOORS TO BE OFFSET MIN. 4" A6 EAST ELEVATION POM INS. CORNER OF RM, UNLESS OTHERWISE NOTED BY DIM. A7 WEST FLOOR PLAN I . ALL INTERIOR PRE-HUNG DOORS TO HAVE TPP. R.O. HT. A.B ROOF PIMA 7'-1G-1/2", AND ADD 2" TO VODTH. PLUMBING: ALL INTERIOR CLOSET DOORS TO HAVE TYP. R.G. HT. OF A9 STAIR PLANS f 7'-1C", AND ADD 1-1/2" TO VADTH. 0 PLUMBING FLOOR DRAIN A1 SECTIONS 11 BUILDING DETAILSI SHEET NO. A.12 XXX A.13 XXX A A.14 XXX ...... _ •s§ • e V 1C' I1. 11'-6" . 1 o Ifro. 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'1 i ii 0., II i , " , PN l i I1 0 . 1 i liRta ! q`i 1 i o i # a ! P lip i z = E i t i i i6p iAii " s NItK # i ■ !tl l i 1dp1j ; '!14 1 0!1 1 ' 1 .) I I i ;! a AK I Ir i a 1 i 1 it � N INTERSPACE—WEST, INC. o § NEW RESIDENCE "' -1 0 _ Ti 0 1000 OLD LONG LAKE ROAD,ORONO, MN4 PO BOX 184,WAYZATA,MN 55391 m �o y N o v PH:952-249-1117 FX:952-249-1118 m -4 EMAIL interspace@gwest.net 1 i z (n // ( \-, 7 66'-O' �...�, , 79'-4• 14'-10' 4'-10 1/2' 5'-1 1/2' - 16'-0• 15'-10' _ g'_g' _ 10' B' 3'-4' 8'-8' I I 1 D \��- \ a o, 5'-01/2' 3'-7 1/2' D �; Q1 I - �� . 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EBCO CONTACT FILE NAME MECHANICAL, ADD(fIONAL TRUSSES REQUIRED WILL BE AT THE CUSTOMERS ANY gACKCHARGES WITHOUT STRONG ARM / AMBROISE �O H N 8 7 S 9 9 EXPENSE (NOT EBCO's). SHIPPING TIME FOR SAID TRUSSES WILL BE PRIOR WRITTEN AUTHORIZATION 146 WASHINGTON AVE. SO. HOPKINS, MN 55343 ' TICKET X67599 APPROXIMATELY 2-3 DAYS FOLLOWING APPROVAL FROM PURCHASING AGENT. BEFORE WORK TO CORRECT (952) 935-4902 (800) 245-7085 DATE: 10/10/2006 __ SEE REVERSE SIDE OF 11X17 ROOF LAYOUT FOR WARNING THE PROBLEM HAS BEGUN. ..........-..r-.,r nu muni uic sun aaerwr: DF TRUSSES. • I. rro ODD 0.Lp -u6 Customer Name S . 4 TS�.G 4 AdLA e40.44.-7— Salesperson Name F'c -i•d— 0� �,'",/1 • - Lk. Q Street Address 3 Date /tJ °l 0 c '(ice g-00 • . . .....7_,,,7. . . -.... - City,State,Zip p2 w Scale G p+a S O�o,� Phone (H) Style&Color • • • (W) Approx. 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I - �� ..1. ..r-1- 3 -i-i +— �_ t — — — Ph�n ; -439-8518 _ '- E l t E M, I 3 I } , � f a 5 3,9= -� �- E ';� [-E , } _ . • o D • r 1 . 0 I 0 tiP Ste-+) Srul �e- ^ uA. ,- 1.5 t'40 k+;sr L.r it>) B C5 -) Lem os, - (,...is L r,<, Multi-Loaded Beam(AISC 9th Ed ASD 1 Ver:6.00.81 Multi-Loaded Beam(AISC 9th Ed ASD 1 Ver:6.00.81 • By: . ,Arrow Building Center on:02-27-2007:3:55:26 PM By: . ,Arrow Building Center on:02-27-2007:3:53:35 PM Project: STRONG ARM CONST-1000-Location: BEAM UNDER BREAKFAST RM Project: STRONG ARM CONST-1000-Location: CENTER BEAM UNDER KITCHEN Summary: Summary: A992-50 W12x30 x 12.5 FT A992-50 W12x45 x 20.0 FT Section Adequate By: 150.9% Controlling Factor: Moment Section Adequate By:298.3% Controlling Factor: Moment Center Span Deflections: • Center Span Deflections: DLD Center= 0.08 IN Dead Load: DLD-Center= 0.05 IN Dead Load: Live Load: LLD-Center= 0.10 IN= L/1448 Live Load: LLD-Center= 0.13 IN = U1798 Total Load: TLD-Center- 0.15 IN=L/992 Total Load: TLD-Center= 0.21 IN= L11121 Center Span Left End Reactions(Support A): Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 5826 LB Live Load: LL-Rxn-A= 6462 LB Dead Load: DL-Rxn-A= 2493 LB Dead Load: DL-Rxn-A= 3588 LB TV�oI l nrl• TL o n_ �.,,,,,,, L- i oidi Luau: T L-Rail-i,= O320 Lo Bearing Length Required (Beam only,support capacity not checked): BL-A= 0.74 IN Bearing Length Required (Beam only,support capacity not checked): BL-A= 1.08 IN Center Span Right End Reactions(Support B): Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 7636 LB Live Load: LL-Rxn-B= 1615 LB Dead Load: DL-Rxn-B= 3470 LB Dead Load: DL-Rxn-B= 1235 LB Total Load: TL-Rxn-B= 11106 LB Total Load: TL-Rxn-B= 2850 LB Bearing Length Required (Beam only,support capacity not checked): BL-B= 0.74 IN Bearing Length Required (Beam only, support capacity not checked): BL-B= 1.08 IN Beam Data: Beam Data: Center Span Length: L2= 12.5 FT Center Span Length: L2= 20.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 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 Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom=s 360 FT Live Load Deflect. Criteria: L/ 360 Live Load Deflect. Criteria: Total Load Deflect.Criteria: L/ 240 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Center Span Loading: Uniform Load: Uniform Load: Live Load: wL-2= 560 PLF Live Load: wL-2= 0 PLF Dead Load: wD-2= 168 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 30 PLF TotalBeaLoelf lf Weight: BS 2= 45 PLF = 45 PLF Total Load: wT-2= 758 PLF Point Load 1 Point Load 1 PL1-2= 8077 LB Live Load: PL1-2= 6462 LB Live Load: PD1-2= 3923 LB Dead Load: PD1-2= 3488 LB Dead Load: Location(From left end of span): X1-2= 8.0 FT Location(From left end of span): X1-2= 4.0 FT Properties for:W12x30/A992-50 Properties for:W12x45/A992-50 Yield Stress: Fy= 50 KSI Yield Stress: Fy= 50 KSI Modulus of Elasticity: E= 29000 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 12.34 IN Devil. d= 12.06 l : Web Thickness: tw= 0.26 IN Web Thickness: tw= 0.34 !N Flange Width: bf= 6.52 IN Flange Width: bf= 8.04 IN Flange Thickness: tf= 0.44 IN Flange Thickness: tf= 0.58 IN Distance to Web Toe of Fillet: k= 0.74 IN Distance to Web Toe of Fillet: k= 1 JO/ I^! Moment of Inertia About X-X Axis: Ix= 238.00 IN4 Moment of Inertia About X-X Axis: !x= 348.00 :' 4 Section Modulus About X-X Axis: Sx= 38.60 1N3 Section Modulus About X-X Axis: Sx= 57.70 'N3 Radius of Gyration of Compression Flange+1/3 of Web: rt= 1.73 IN Redius of Gyration of Compression Flange+ 1/3 of Web: rt= 2.1 . !N Design Properties per AISC Steel Construction Manual: Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 7.41 Flange Buckling Ratio. FBR= 7.30 Allowable Flange Buckling Ratio: AFBR= 9.19 Allowable Flange Buckling Ratio: .AFBF:= c'••1.9 Web Buckling Ratio. WBR= 47.46 Web Buckling Ratio: WBR= 36.OG • Allowable Web Buckling Ratio: AWBR= 90.51 Allowable Web Buckling Ratio: AWBR- 90 51 Controlling Unbraced Length: Lb= 0.0 FT Controlling Unbraced Length: L`'= 0.t' FT Limiting Unbraced Length for Fb=.66*Fy. Lc= 5.84 FT Limiting Unbraced Length for Fb=.66*Fy: Lc= 7.21 -T Allowable Bending Stress: Fb= 33.0 KSI Allowable Bending Stress: Re= 33.0 ..Sl Web Height to Thickness Ratio: h/tw= 44.08 Web Height to Thickness Ratio: h/trv= 32.57 Limiting Web Height to Thickness Ratio for Fv=.4*F : h/tw-Limit= 53.74 Limiting Web Height to Thickness Ratio for Fv=.4*Fy: h/tw-Limit= 5:=,74 Allowable Shear Stress: y Fv= 20.0 KSI Allowable Shear Stress: Fv= 20.0 K.Si Design Requirements Comparison: Design Raouirements Comparison: Controlling Moment: M= 42300 FT-LB Controlling Moment: M= 39840 FT-LE 8.0 Ft from left support of span 2(Center Span) 4.0 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Critical moment created by combining all dead loads and live loads on spans)2 Nominal Moment Strength: Mr= 106150 FT-LB Nominal Moment Strength: Mr= 158675 F I-LEE Controlling Shear: V= 11106 LB Controlling Shear: v v V= 10050 L3 At right support of span Y Renter pan At ~~ J~u vim~ Critical shear created by combining all dead loads and live loads on span(s)2 Critical shear created by combining all dead loads and live loads on span(s)2 NVr= 64168 LB Nominal Shear Strength: Vr= 80802 Lb MomentominaShear Strength:ekeg= 59.19 1N4 Moment of Inertia(Deflection): Ire 74.51 ,N4 of Inertia(Deflection): ARROW '= 348.00 'N.1 1= 238.00 IN4 G U,wING DENTE x 2000 West Tower pr, t;t!Water� t N 55082 _. U)J B�. LD NG GEN E r 2000 West Tower Dr. Stillwater MN 55082 .. i 061 1��- _ ( Lv.v,) f ly i (ytcL - Multi-Loaded Page:2 BeamAM' AISC 9th Ed ASD 1 Ver:6.00.81 Multi-Loaded Beam(AISC Ed ASD 1 Ver:6.00.81 By: . ,Arrow Building Center on: 10-09-2006 : 1:41:26 PM By: . ,Multi-Loaded Building Center 9th Ed A 2006 : :6 0 . PM Project:STRONG ARM-Location: Project:STRONG ARM-Location: Summary: Load Start: A-2-2= 7.0 FT A992-50 W12x30 x 26.0 FT(10+ 16) Load Sta d: B-2-2= 16.0 FT Section Adequate By:26.8% Controlling Factor: Moment Load EeC-2-2= 9.0 FT Left Span Deflections: Properties for:W12x30/A992-50 Dead Load: DLD-Left= 0.02 IN Yield Stress: Fy= 50 KSI Live Load: LLD-Left= 0.04 IN= U2870 d Stress: s Elasticity: E= 29000 KSI Total Load: TLD-Left= 0.06 IN= L/2090 ModulusMoud= 00 K IN - Center span Load:ons: DepthWeb Thickness: tw= 0.26 IN Dead DLD-Center- 0.03 IN Flange Width: bf= 6.52 IN Live Load: LLD-Center- 0.12 IN = L/1618 6 • I• Flange Thickness: t- 3.44 :N fotai Load: '"'"`' '""- "'''' I��= LI':324 Distance to Web Toe of Fillet: k= 0.74 IN LiLeft End Reactions(Support A): LL-Rxn-A= 5064 LB Moment of Inertia About X-X Axis: Ix= 238.00 IN4 Dead ea Load: Section Modulus About X-X Axis: Sx= 38.60 IN3 TotalLoad: DL-Rxn-A= 21452LB Total Load: TL-Rxn-A= 7209 LB Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.73 IN Design For Uplift Loads(Includes Uplift Factor of Safety) Rxn-A-min= -224 LB Design Properties per AISC Steel Construction Manual: Bearing Length Required (Beam only, support capacity not checked): BL-A= 0.74 IN Flange Buckling Ratio: FBR= 7.41 Center span Left End Reactions(Support B): Allowable Flange Buckling Ratio: AFBR= 9.19 Live Load: LL-Rxn-B= 18317 LB Web Buckling Ratio: WBR= 47.46 Dead Load: DL-Rxn-B= 9408 LBAllowable Web Buckling Ratio: AWBR= 90.51 Total Load: TL-Rxn-B= 27725 LB Controlling Unbraced Length: Lb= 16.0 FT support Capacity not checked): 0.74 IN Limiting Unbraced Length for Fb=.66*Fy: Lc= 5.84 FT Bearing Length Required (Beam only, p YBL-B= Limiting Unbraced Length for Fb=.6*Fy w/Cb: Lu= 7.75 FT LiCenter span Load:oad End Reactions(Support C): LL-Rxn-C= 6347 LB Moment Gradient Bending Coefficient: Cb= 1.0 Dead ea Allowable fb per ASD Eqn F1-6: F1-6= 13.21 KSI TotalLoad: DL-Rxn-C= 21284LB Allowable fb per ASD Eqn F1-7: F1-7= 13.8 KSI Total Load: TL-Rxn-C= 8475 LB Bearing Length Required (Beam only, support capacity not checked): BL-C= 0.74 IN Allowable fb per ASD Eqn F1-8: F1-8= 14.53 KSI Dead Load Uplift F.S.: FS= 1.5 Elastic Limit of ASD Eqn F1-6: EL1-6= 14.56 FT Allowable Bending Stress: Fb= 14.53 KSI Left Data:eft Span Length: L1=' 10.0 FT Web Height to Thickness Ratio: h/tw= 44.08 Left Span Unbraced Length-Top of Beam: Lu1-Top= 0.0 FT Limiting Web Height to Thickness Ratio for Fv=.4*Fy: h/tw-Limit= 53.74 Lu1-Bottom= 10.0 FT Allowable Shear Stress: Fv= 20.0 KSI Centeerr span Length: Left Span Unbraced Length Bottom of Beam: L2= 16.0 FT Design Requirements Comparison: Controlling Moment: M= -36854 FT-LB Center span Unbraced Length-Top of Beam: ' Lu2-Top= 0.0 FT Over left support of span 2(Center Span) Center span Unbraced Length Bottom of Beam: Lu2-Sotto L/ 480 16.0 FT Critical moment created by combining all dead loads and live loads on span(s) 1,2 Totale Load Deflect.eecCriteria:teiL/ 360 Nominal Moment Strength: Mr- 46738 FT-LB Lefingd Deflect.Criteria: Controlling Shear: V= 16706 LB Uniform Span Loading: At right support of span 1 (Left Span) Load: wL-1= 280 PLF Critical shear created by combining all dead loads and live loads on span(s) 1,2 Dead Load: wD-1= 136 PLF Live Load: Nominal Shear Strength: Vr= 64168 LB Beam Self Weight: BSW= 30 PLF Moment of Inertia(Deflection): Iraq= 70.59 IN4 Total Load: wT-1= 446 PLF 1= 238.00 IN4 Point Load 1 Live Load: PL1-1= 7166 LB Dead Load: • PD1-1= 5435 LB Location(From left end of span): X1-1= 6.5 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-1= 400 PLF Left Dead Load: TRD-Left-1-1= 120 PLF Right Live Load: TRL-Right-1-1= 400 PLF Right Dead Load: TRD-Right-1-1= 120 PLF Load Start: A-1-1= 0.0 FT Load End: B-1-1= 10.0 FT Load Length: C-1-1= 10.0 FT Center span Loading: Uniform Load: Live Load: • wL-2= 280 PLF Dead Load: wD-2= 136 PLF Beam Self Weight: BSW= 30 PLF Total Load: wT-2= 446 PLF • I rapezoicial Load 1 Left Live Load: TRL-Left-1-2= 400 PLF Left Dead Load: TRD-Left-1-2= 120 PLF Right Live Load: TRL-Right-1-2= 400 PLF Right Dead Load: TRD-Right-1-2= 120 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 7.0 FT Load Length: C-1-2= 7.0 FT Trapezoidal Load 2 • Left Live Load: TRL-Left-2-2= 700 PLF Left Dead Load: - TRD-Left-2-2= 210 PLF Right Live Load: TRL-Right-2-2= 700 PLF • Right Dead Load: TRD-Right-2-2= 210 PLF („-p--\,..)) av*- Co Icl iv-t„t, 0....„ RkG tt.)/(2- 0 Col vfrt...".... (..i yvi-- cs12_ mks-) Column(2000 International Building Code(97 NDS)1 Ver:6.00.81 Column(2000 International Building Code(97 NDS))Ver:6.00.81 By: . ,Arrow Building Center on:02-27-2007: 3:59:47 PM By: . ,Arrow Building Center on: 02-27-2007 :3:58:45 PM Project: STRONG ARM CONST-1000-Location:BSMT COL SUPT'G STL BEAM AT BRG WALL Project: STRONG ARM CONST-1000-Location: BSMT COL SUPT'G STL BEAM UNDER LIV RM Summa Summa 5.25 x 5.5 x 9.0 FT/Combination Symbol#48-Visually Graded Southern Pine-Dry Use 5.25 x 5.5 x 9.0 FT/Combination Symbol#48-Visually Graded Southern Pine-Dry Use Section Adequate By:79.2% Section Adequate By:32.2% Vertical Reactions: Vertical Reactions: Live: Vert-LL-Rxn= 6347 LB Live: Vert-LL-Rxn= 18317 LB Dead: Vert-DL-Rxn= 2200 LB Dead: Vert-DL-Rxn= 9480 LB Total: Vert-TL-Rxn= 8547 LB Total: Vert-TL-Rxn= 27797 LB Axial Loads: Axial Loads: Live Loads: PL= 6347 LB Live Loads: PL= 18317 LB Dead Loads: PD= 2128 LB Dead Loads: PD= 9408 LB 1 r nh imp Golf U_ lofnht !`CUM= 72 I B ECIC cels 101/..tn1-.4.• .'`.CI.°a= 72 `o Total Loads: v PT= 8547 LB Total Loads: PT= 27797 LB Eccentricity(X-X Axis): ex= 0.00 IN Eccentricity(X-X Axis): ex= 0.00 IN Eccentricity(Y-Y Axis): ev= 0.00 IN Eccentricity(Y-Y Axis): ey= 0.00 IN Axial Duration Factor: Cd-Axial= 1.00 Axial Duration Factor: Cd-Axial= 1.00 Column Data: Column Data: Lend: L= 9.0 FT Length: L= 9.0 FT Maximum Unbraced Length(X-X Axis): Lx= 9.0 FT Maximum Unbraced Length(X-X Axis): Lx= 9.0 FT Maximum Unbraced Length (Y-Y Axis): Ly= 9.0 FT Maximum Unbraced Length(Y-Y Axis): Lv= 9.0 FT Column End Condition: Ke= 1.0 Column End Condition: Ke= 1.0 Calculated Properties: Calculated Properties: Column Section (X-X Axis): dx= 5.50 IN Column Section(X-X Axis): dx= 5.50 IN Column Section(Y-Y Axis): dy= 5.25 IN Column Section(Y-Y Axis): dv= 5.25 IN Area: A= 28.88 lN2 Area: A= 28.88 IN2 Section Modulus(X-X Axis): Sx= 26.47 IN3 Section Modulus(X-X Axis): Sx= 26.47 IN3 Section Modulus(Y-Y Axis): Sy= 25.27 IN3 Section Modulus(Y-Y Axis): Sv= 25.27 IN3 Slenderness Ratio: Lex/dx= 19.64 Slenderness Ratio: Lex/dx= 19.64 Ley/dy= 20.6 Ley/dy= 20.6 Properties For: Combination Symbol#48-Visually Graded Southern Pine Properties For:Combination Symbol#48-Visually Graded Southern Pine Compressive Stress: Fc= 2200 PSI Compressive Stress: Fc= 2200 PSI Modulus of Elasticity: E= 1700000 PSI Modulus of Elasticity: E= 1700000 PSI Bending Stress(X-X Axis): Fbx= 1600 PSI Bending Stress(X-X Axis): Fbx= 1600 PSI Bending Stress(Y-Y Axis): Fby= 2000 PSI Bending Stress(Y-Y Axis): Fby= 2000 PSI Adjusted Properties: Adjusted Properties: Fc': Fc'= 1420 PSI Fc': Fc'= 1420 PSI Adjustment Factors:Cd=1.00 Cp=0.65 Adjustment Factors: Cd=1.00 Cp=0.65 Column Calculations(Controlling Case Only): Column Calculations(Controlling Case Only): Controlling Load Case:Axial Total Load Only(L+ D) Controlling Load Case:Axial Total Load Only(L+ D) Compressive Stress: fc= 296 PSI Compressive Stress: fc= 963 PSI Allowable Compressive Stress: Fc'= 1420 PSI Allowable Compressive Stress: Fc'= 1420 PSI ARROW BUILDING CENTER 2000 West Tower Dr. Stillwater, MN 55082 ARROW BUILDING CENTER 2000 West Tower Dr. Stillwater, MN 55082 LoAgE, C*AU./10-Vt.'' t... t4 6 ) 2f. yit Multi-Loaded Beam(2000 International Building Code (97 NDS)1 Ver: 6.00.8114 1., (9) ei...,. _ 61.6_ vA.1.v..._ 11 -5 e4.i..-- Pa,y,,c CColumn(2000 International Building Code(97 NDS))Ver: 6.00.81 By: . ,Arrow Building Center on:02-27-2007: 3:35:10 PM By: . ,Arrow Building Center on: 02-27-2007:3:56:53 PM Prosect: STRONG ARM CONST-1000-Location: BSMT COLUMN SUPT'G STL BEAM@THEATRE Prosect: STRONG ARM CONST-1000-Location:BSMT BEAM UNDER PORCH Summary: Summary: Combination Symbol#48-Visually Graded Southern Pine-Dry Use / ' (2) 1.75 IN x 11.875 IN x 20.0 FT(10+ 10)/1.9E Microllam-Trus Joist-MacMillan Section Adequate 5.25 x 5.5 x 10.0 FT TB / Section Adequate By: 77.4% Controlling Factor:Section Modulus/Depth Required 8.92 In 8.0% Vertical Reactions: *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Live: Vert-LL-Rxn= 7636 LB Dead Load: DLD-Center= 0.03 IN Dead: Vert-DL-Rxn= 3550 LB Live Load: LLD-Center- 0.09 IN =L/1355 Total: Vert-TL-Rxn= 11186 LB Total Load: TLD-Center- 0.11 IN=L/1059 Axial Loads: Right Span Deflections: Live Loads: PL= 7636 LB Dead Load: DLD-Right= 0.03 IN Dead Loads: PD= 3470 LB Live Loao: LLD-Ri.i lt= 11.1 - 1 IA7LL r.,-.1.,,,,r.,-.1.,,,,r.,-.1.,,,, vn1f1111..i.-4.:. n 3.0 v = u I w..I 1 - • -,y„ . %......,V v- vu Lo Total Load: TLD-Right= 0.11 IN =L/1059 Total Loads: PT= 11186 LB Center Span Left End Reactions(Support A): Eccentricity(X-X Axis): ex= 0.00 IN Live Load: LL-Rxn-A= 2275 LB Eccentricity(Y-Y Axis): ey= 0.00 IN I Dead Load: DL-Rxn-A= 934 LB Axial Duration Factor: Cd-Axial= 1.00 Total Load: TL-Rxn-A= 3209 LB Column Data: Bearing Length Required (Beam only, support capacity not checked): BL-A= 1.22 IN Length: L= 10.0 FT Maximum Unbraced Length(X-X Axis): Lx= 10.0 FT Center SpanRight End Reactions(Support B): Maximum Unbraced LengthAxis Ly= 10.0 FT Live Load: LL-Rxn-B= 6500 LB (Y-Y )� Dead Load: DL-Rxn-B= 3112 LB Column End Condition: Ke= 1.0 Total Load: TL-Rxn-B= 9612 LB Calculated Properties: Bearing Length Required (Beam only, support capacity not checked): BL-B= 3.66 IN Column Section(X-X Axis): dx= 5.50 IN Right End Reactions (Support C): Column Section(Y-Y Axis): dy= 5.25 IN Live Load: LL-Rxn-C= 2275 LB Area: A= 28.88 IN2 Dead Load: DL-Rxn-C= 934 LB Section Modulus(X-X Axis): Sx= 26.47 IN3 Total Load: TL-Rxn-C= 3209 LB Section Modulus(Y-Y Axis): Sy= 25.27 IN3 Bearing Length Required (Beam only, support capacity not checked): BL-C= 1.22 IN Slenderness Ratio: Lex/dx= 21.82 1.5 Ley/dy= 22.9 Dead Load Uplift F.S.: FS= Properties For:Combination Symbol#48-Visually Graded Southern Pine Beam Data: Center Span Length: L2= 10.0 FT Compressive Stress: Fc= 2200 PSI Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Modulus of Elasticity: E= 1700000 PSI Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 10.0 FT Bending Stress(X-X Axis): Fbx= 1600 PSI Right Span Length: L3= 10.0 FT Bending Stress(Y-Y Axis): Fby= 2000 PSI Right Span Unbraced Length-Top of Beam: Lu3-Top= 0.0 FT Adjusted Properties: Right Span Unbraced Length-Bottom of Beam: Lu3-Bottom= 10.0 FT Fc': Fc'= 1212 PSI Cd= 1.00 Adjustment Factors: Cd=1.00 Cp=0.55 LLive Load Durationflet. Factor: L/ 480 Column Calculations(Controlling Case Only): Totale Load Deflect. Criteria:LeiL/ 360 Controlling Load Case:Axial Total Load Only(L+ D) nLoad Deflect. Criteria: Compressive Stress: fc= 387 PSI Center Span Loading: Allowable Compressive Stress: Fc'= 1212 PSI Uniform Load: Live Load: wL-2= 520 PLF Dead Load: wD-2= 156 PLF Beam Self Weight: BSW= 13 PLF Total Load: wT-2= 689 PLF Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 0 PLF Left Dead Load: TRD-Left-1-2= 80 PLF Right Live Load: TRL-Right-1-2= 0 PLF Right Dead Load: TRD-Right-1-2= 80 PLF . Load Start: A-1-2= 0.0 FT Load End: B-1-2= 10.0 FT Load Length: C-1-2= 10.0 FT Right Span Loading: Uniform Load: Live Load: wL-3= 520 PLF Dead Load: wD-3= 156 PLF Beam Self Weight: BSW= 13 PLF Total Load: wT-3= 689 PLF Trapezoidal Load 1 Left Live Load: TRL-Left-1-3= 0 PLF i eft ne,,,4 i ,,,,a. TRD-Left-1-3= 80 PLF Right Live Load: TRL-Right-1-3= 0 PLF BUILDING Right Dead Load: TRD Right 1-3= 80 PLF ARROWCENTER Load Start: A-1-3= 0.0 FT 20n� Load End: B-1-3= 10.0 FT l0� V.1.-:„31. '?- Load Length: C-1-3= 10.0 FT �t11� �" ' - 1/ '1" Dr. Properties For: 1.9E Microllam-Trus Joist-MacMillan water. i' ;�: , Bending Stress: Fb= 2600 PSI of 55082 • Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Compression Face in Tension): Fb'= 2488 PSI Adjustment Factors: Cd=1.00 CI=0.96 Cf=1.00 r- 1.-3 K i *tt\- [-- 14k4k, 7-3----- (- . ut- 0_,(91u,k.t_A) 0 e.� Column(2000 International Building Code(97 NDS)1 Ver:6.00.81 Multi-Loaded Beam(2000 International Building Code(97 NDS)1 Ver: 6.00.81 By: . ,Arrow Building Center on:02-27-2007: 3:18:23 PM By: . ,Arrow Building Center on:02-27-2007 : 3:14:54 PM - Project: STRONG ARM CONST-1000-Location: KITCHEN FLUSH BEAM COLUMN Proiect: STRONG ARM CONST-1000-Location: FLUSH KITCHEN BEAM Summa 5.25 x 5.5 x 10.0 FT/Combination Symbol#50-Visually Graded Southern Pine-Dry Use Summary:(3 )1.75 IN x 16.0 IN x 16.0 FT / 1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 66.4% Vertical Reactions: Ar-Section Adequate By:27.0% Controlling Factor:Section Modulus/Depth Required 14.2 In Live: Vert-LL-Rxn= 8108 LB *Laminations are to be fully connected to provide uniform transfer of loads to all members Dead: Vert-DL-Rxn= 4866 LB Center Span DLoections: Total: Vert-TL-Rxn= 12974 LB Dead odLD-Center= 0.19IN Axial Loads: Live Load:: LLD-Center= 0.3311 IN=L/628 Live Loads: PL= 8108 LB Total Load: TLD-Center= 0.50 IN= U384 Dead Load P L= 47861LB Center Span Left End Reactions(Support A): ('..i,,r,,r coif'.". ' ,-'1• on I r) L_ive Load: LL Rxn A= 8108 LB --._..... .._.. .._,�.... ........•.- ..v 6.1.., Dead Load: 'CL-RA.-,A= ..,Olt Lu Total Loads: PT= 12974 LB Total Load: TL-Rxn-A= 12894 LB Eccentricity(X-X Axis): ex= 0.00 IN Bearing Length Required (Beam only,support capacity not checked): BL-A= 3.27 IN Eccentricity(Y-Y Axis): ey= 0.00 IN Center Span Right End Reactions(Support B): Axial Duration Factor: Cd-Axial= 1.00 Live Load: LL-Rxn-B= 5526 LB Column Data: Length: L= 10.0 FT _ Dead Load: DL-Rxn-B= 3532 LB LB Maximum Unbraced Length (X-X Axis): Lx= 10.0 FT Total Load: TL RxL-B= 2,30 IN Maximum Unbraced Length (Y-Y Axis): Ly= 10.0 FT Beam Data:Bearing Length Required (Beam only,support capacity not checked): BL B= 2.30 IN Column End Condition: Ke= 1.0 Center Span Length: L2= 16.0 FT Calculated Properties: Column Section(X-X Axis): dx= 5.50 IN Center Span Unbraced Length-Top of Beam: Lug-Top= 0.0 FT Axis): d = 5.25 IN Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 16.0 FT Column Section (Y-Y ) Live Load Duration Factor: Cd= 1.00 Area: A= 28.88 IN2 Live Load Deflect. Criteria: U 360 Section Modulus(X-X Axis): Sx= 26.47 IN3 Total Load Deflect. Criteria: U 240iii Section Modulus(Y-Y Axis): Sy= 25.27 IN3 Center Span Loading: Slenderness Ratio: Lex/dx= 21.82 Uniform Load: Ley/dy= 22.9 Live Load: wL-2= 680 PLF Properties For: Combination Symbol#50-Visually Graded Southern Pine Dead Load: wD-2= 410 PLF Compressive Stress: Fc= 2300 PSI Beam Self Weight: BSW= 26 PLF Modulus of Elasticity: E= 1900000 PSI Total Load: wT-2= 1116 PLF Bending Stress(X-X Axis): Fbx= 2100 PSI Point Load 1 Bending Stress(Y-Y Axis): Fby= 2300 PSI Live Load: PL1-2= 2754 LB Adjusted Properties: Dead Load: PD1-2= 1338 LB Fc': Fc'= 1335 PSI Location(From left end of span): X1-2= 0.5 FT Adjustment Factors: Cd=1.00 Cp=0.58 Properties For: 1.9E Microllam-Trus Joist-MacMillan Column Calculations(Controlling Case Only): Bending Stress: Fb= 2600 PSI Controlling Load Case:Axial Total Load Only(L+ D) Shear Stress: Fv= 285 PSI Compressive Stress: fc= 449 PSI Modulus of Elasticity: E= 1900000 PSI Allowable Compressive Stress: Fc'= 1335 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2500 PSI Adjustment Factors: Cd=1.00 Cf=0.96 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 36749 FT-LB 7.84 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= 7629 LB At a distance d from 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= 176.38 IN3 S= 224.00 IN3 Area(Shear): Areq= 40.15 IN2 A= 84.00 IN2 Moment of Inertia (Deflection): Ireq= 1119.87 IN4 1= 1792.00 IN4 mifiOW BUIl PING CENTER 2000 Was t -rower Dr. Stillwater, MN 5 082 IIIP C:( u-sh- G Ni"-i- (. .".-..- -[' i asA, IlliiP CO( t) "t4"4- ,.. I ot,14:4S i-4.4461/eAl0, 44 Uniformly Loaded Floor Beam(2000 International Building Code(97 NDS))Ver:6.00.81 Column(2000 International Building Code(97 NDS)1 Ver:6.00.81 By: . ,Arrow Building Center on:02-27-2007 :3:21:14 PM By: . ,Arrow Building Center on:02-27-2007 :3:29:50 PM Project: STRONG ARM CONST-1000-Location:GREAT ROOM FLUSH BEAM Project: STRONG ARM CONST-1000-Location:COLUMN UNDER DROPPED DINING BEAM Summary:(2 ) 1.75 IN x 16.0 IN x 14.5 FT / 1.9E Microllam-Trus Joist-MacMillan Summary:.25 x 6.875 x 10.0 FT/Combination Symbol#48-Visually Graded Southern Pine-Dry Use Section Adequate By: 6.1% Controlling Factor: Moment of Inertia/Depth Required 15.69 In Section Adequate By: 67.0% *Laminations are to be fully connected to provide uniform transfer of loads to all members Vertical Reactions: Vert LL Rxn= 2713 LB Deflections: Live: Dead Load: DLD= 0.11 IN Dead: Vert-DL-Rxn= 1015 LB Live Load: LLD= 0.34 IN =U509 Total: Vert-TL-Rxn= 3728 LB Total Load: TLD= 0.45 IN =L/385 Axial Loads: PL= 2713 LB Reactions(Each End): Live Loads: LB Live Load: LL-Rxn= 5655 LB Dead Loads: ••.PD= 95^3 3 Lo vcad Luau: �--��- onn Coiumn J81T Weight:Weight: vc L Total Load: TL-Rxn= 7478 LB Total Loads: PT= 3728 LB Bearing Length Required (Beam only, support capacity not checked): BL= 2.85 IN Eccentricity(X-X Axis): ex= ,0.00 IN Beam Data: Eccentricity(Y-Y Axis): ey= 0.00 IN Span: L= 14.5 FT Axial Duration Factor: Cd-Axial= 1.00 Unbraced Length-Top of Beam: Lu= 0.0 FT Column Data: Live Load Deflect. Criteria: L/ 480 Length: L= 10.0 FT LL= 10.0 FT Total Load Deflect.Criteria: U 240 Maximum Unbraced Length(X-X Axis): Floor Loading: Maximum Unbraced Length(Y-Y Axis): Lv= 10.0 FT Floor Live Load-Side One: LL1= 40.0 PSF Column End Condition: Ke 1.0 Floor Dead Load-Side One: DL1= 12.0 PSF Calculated Properties: Tributary Width-Side One: TW1= 10.0 FT Column Section(X-X Axis): dx= 6.88 IN Floor Live Load-Side Two: LL2= 40.0 PSF Column Section(Y-Y Axis): dy= 3.25 IN Floor Dead Load-Side Two: DL2= 12.0 PSF Area: A= 22.34 IN2 Tributary Width-Side Two: TW2= 9.5 FT Section Modulus (X-X Axis): Sx= 25.60 IN3 Live Load Duration Factor: Cd= 1.00 Section Modulus(Y-Y Axis): Sy= 12.10 IN3 Wall Load: WALL= 0 PLF Slenderness Ratio: Lex/dx= 17. 5 Beam Loading: Ley/dy= Beam Total Live Load: wL= 780 PLF Properties For: Combination Symbol#48-Visually Graded Southern Pine Beam Self Weight: BSW= 18 PLF Compressive Stress: Fc= 2200 PSI Bepm Total Dead Load: wD= 252 PLF Modulus of Elasticity: E= 1700000 PSI Total Maximum Load: wT= 1032 PLF Bending Stress(X-X Axis): Fbx= 1600 PSI Properties For: 1.9E Microllam-Trus Joist-MacMillan Bending Stress (Y-Y Axis): Fby= 2000 PSI Bending Stress: Fb= 2600 PSI Adjusted Properties: Fc'= 506 PSI Shear Stress: Fv= 285 PSI Fc': Modulus of Elasticity: E= 1900000 PSI Adjustment Factors: Cd=1.00 Cp=0.23 Stress Perpendicular to Grain: Fc_perp= 750 PSI Column Calculations(Controlling Case Only): Adjusted Properties Controlling Load Case:Axial Total Load Only(L+ D) Fb'(Tension): Fb'= 2500 PSI Compressive Stress: fc= 167 PSI Adjustment Factors: Cd=1.00 Cf=0.96 Allowable Compressive Stress: Fc'= 506 PSI Fv': Fv'= 285 PSI Adjustment Factors:Cd=1.00 Design Requirements: Controlling Moment: M= 27109 FT-LB 7.25 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 6132 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 130.11 N3 S= 149.33 N3 Area(Shear): Areq= 32.28 N2 A= 56.00 N2 Moment of Inertia(Deflection): Ireq= 1126.21 N4 I= 1194.67 N4 ;.'kllt'IOVVf BUILDING CENTEi; 2000 West T;�wer Dr. 'd -y J' ir_ `' `` 55082 D r,z,p DLA ; �- r-N_JA.., �3.� (rL.��) 0Multi-Loaded Beam(2000 International Building Code(97 NDS))Ver:6.00.81 Multi Loaded Beam(2000 International Building Code(97 NDS))Ver: 6.00.81 By: . ,Arrow Building Center on: 02-27-2007 : 3:27:46 PM By: . ,Arrow Building Center on:02-27-2007 :3:32:58 PM Project:STRONG ARM CONST-1000-Location: DROPPED DINING BEAM Project: STRONG ARM CONST-1000-Location:OPEN FOYER BEAM Summary: Summary: (3 ) 1.75 IN x 11.875 IN x 14.25 FT / 1.9E Microllam-Trus Joist-MacMillan (2 ) 1.75 IN x 11.875 IN x 14.0 FT /1.9E Microllam-Trus Joist-MacMillan Section Adequate By:50.2% Controlling Factor: Moment of Inertia/Depth Required 10.37 In Section Adequate By: 234.1% Controlling Factor: Moment of Inertia/Depth Required 7.94 In *Laminations are to be fully connected to provide uniform transfer of loads to all members *Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Center Span Deflections: Dead Load: DLD-Center= 0.08 IN Dead Load: DLD-Center= 0.06 IN Live Load: LLD-Center= 0.23 IN= L/733 Live Load: LLD-Center= 0.08 IN=L12004 Total Load: TLD-Center= 0.32 IN =U541 Total Load: TLD-Center= 0.14 IN=L/1203 Live Load: LL-Rxn-A= 2415 LB Center Span Left End Reactions(Support A): Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 630 LB nod a ic +• CL o;^ ^,- o-°. Lo uL rcxn h= ticu �o Total Load: TL-Rxn-A= 3278 LB Dead Load: TL-Rxn-A= 1050 LB Bearing Length Required(Beam only, support capacity not checked): BL-A= 0.83 IN Total Load:Bearing Length Required(Beam only,support capacity not checked): BL-A= 0.40 IN Live Load: LL-Rxn-B= 2713 LB Center Span Right End Reactions(Support B): Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 630 LB Dead Load: DL-Rxn-B= 953 LB Dead Load: DL-Rxn-B= 420 LB Total Load: TL-Rxn-B= 3666 LB Total Load: TL-Rxn B= 1050 LB Bearing Length Required (Beam only, support capacity not checked): BL 6= 0.93 IN Bearing Length Required(Beam only,support capacity not checked): BL-B= 0.40 IN Beam Data: Beam Data: Center Span Length: L2= 14.25 FT Center Span Length: L2= 14.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length Top of Beam: Lug Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 14.25 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 14.0 FT Live Load Duration Factor: Cd= 1.00Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 480 Live Load Deflect. Criteria: U 480 Total Load Deflect.Criteria: U 360 Total Load Deflect.Criteria: L/ 360 Center Span Loading: Center Span Loading: Uniform Load: Live Load: wL-2= 0 PLF Uniform Load:Live Load: wL-2= 90 PLF Dead Load: wD-2= 0 PLF Dead Load: wD-2= 27 PLF Beam Self Weight: BSW= 19 PLF Beam Self Weight: BSW= 130 PLF = 13 PLF Left Live Load: TRL-Left-1-2= 330 PLF Total Load: wT 2= 19 PLF Total Load: Trapezoidal Load 1 Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 0 PLF Left Dead Load: TRD-Left-1-2= 99 PLF Left Dead Load: TRD-Left-1-2= 20 PLF Right Live Load: TRL-Right-1-2= 330 PLF Right Live Load: TRL-Right-1-2= 0 PLF Right Dead Load: TRD Right-1-2= 99 PLF Load Start: A-1-2= 0.0 FT Right Dead Load: TRD-Right-1-2= 20 PLF Load Start: A-1-2= 0.0 FT Load End: B-1 2= 10.0 FT Load End: B-1 2= 14.0 FT Load Length: C-1-2= 10.0 FT Load Length: C-1-2= 14.0 FT Left Live Load: TRL-Left-2-2= 430 PLF Trapezoidal Load 2 Properties For: 1.9E Microllam-Trus Joist-MacMillan Left Dead Load: TRD-Left-2-2= 129 PLF Bending Stress: Fb= 2600 PSIShear Stress: Fv= 285 PSI Right Live Load: TRL Right 2 2= 430 PLF Modulus of Elasticity: E= 1900000 PSI Right Dead Load: TRD-Right-2-2= 129 PLF Stress Perpendicular to Grain: Fc_perp= 750 PSI Load Start: A-2-2= 10.0 FT Adjusted Properties Fb'= 2604 PSI Load End: B-2-2= 14.25 FT Fb'(Tension): Load Length: C-2-2= 4.25 FT Adjustment Factors: Cd=1.00 Cf=1.00 Properties For: 1.9E Microllam-Trus Joist-MacMillan Fv': Fv'= 285 PSI Bending Stress: Fb= 2600 PSI Adjustment Factors: Cd=1.00 gn q Shear Stress: Fv= 285 PSI DesiAdjustment Modulus of Elasticity: E= 1900000 PSI Controlling Moment: M= 3675 FT LB Stress Perpendicular to Grain: Fc_perp= 750 PSI 7.0 Ft from left support of span 2(Center Span) Adjusted Properties Critical moment created by combining all dead loads and live loads on span(s)2 Fb'(Tension): Fb'= 2604 PSIControlling Shear: V= 903 LB Adjustment Factors:Cd=1.00 Cf=1.00 At a distance d from right support of span 2(Center Span) Fv': Fv'= 285 PSI Critical shear created by combining all dead loads and live loads on span(s)2 Adjustment Factors:Cd=1.00 Comparisons With Required Sections: eq= 16.94 N3 Design Requirements: Section Modulus (Moment): SrS= 16.94 N3 Controlling Moment: M= 11978 FT-LB 7.268 Ft from left support of span 2(Center Span) Area(Shear): Areq= 4.75 N2 Critical moment created by combining all dead loads and live loads on span(s)2 A= 41.56 N2 Controlling Shear: V= 3171 LB Moment of Inertia (Deflection): Ireq= 146.19 N4 At a distance d from right support of span 2(Center Span) l= 488.41 N4 Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 55.20 N3 S= 123.39 N3 Area(Shear): 16.69 N2 _'' A� � I a � ;`r i Areq= 62.34 N2 )�� - Moment of Inertia(Deflection): r_5 t'` °''"t' / t�j�'�3a' j 3 h Ireq= 487.78 N4 2000 �:�+�r'ty�, " • 1= 732.62 N4 er Dr 200 /est To °er- � � �.. � F i-.Ngfer. 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