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2007-245bCb~ ~ H „~ Hr x--3 ~ ~• A ~ A ~ ~ : S G CD "f' ~ ~ '~ ~ ~ Win... C7 f: ~ n n ~~~~ a ~ ~ ~~ ~ lJ V~ rr. u R• y y ~ r-+ o~y~ ,~ o a W x ~ a~~~ a ~., o ~ ~ ~d ~ O C3 A: ~ ~ ~ ~ O+ ~ ~ N ~ O z r o fD o ~ ~ ~ n ~ ~ ~ ~ O ~ ~ ~ '~ G ~ A ~ O a' ~ ~ b C O `C O ~ ; oNo ~ ~ A ~ ~ ~ fD p.r~ CD ~ ~ N z ~ ~ ~ ~ ~ ~ a v ~' ~ y ~ ~ a ,~ .. .-. ~ o ,~ °~ (] o ~' ~.~. N C. 00 4 ~C uNi ~ ~ ~ N ~ °, ~ I~ td c1i C ~ ~~ G% O `~ ~ ~~ ~ l J ~ ~ pa ~ ~° O t~ O o z~ ~ ~ ~, ~C TOWN OF QUEENSBURY 742 Bay Road, Queensbury, NY 12804-5902 (518) 761-8201 Community Development -Building & Codes (518) 761-8256 BUILDING PERMIT Permit Number: P20070245 Tax Map No: 523400-296-016-0001-016-015-0000 Permission is herebygranted to: JOHN DREPS For property located at: 6 CORPORATE Cir in the Town of Queensbury, to construct or place at the above location in accordance with application together with plot plans and other information hereto filed and approved and in compliance with the NYS Uniform Building Codes and the Queensbury Zoning Ordinance. T_we of Construction Value Owner Address: JOHN DREPS Commercial /Industrial $2,500,000.00 NOEL CERGIGLIA Total value $2, 12 RIDGEVIEW Way soo,ooo.oo LAKE GEORGE, NY 12845-0000 Contractor or Builder's Name /Address Electrical Inspection Agency Application Number. A20070245 Plans & Specifications 2007-245 19,723 SQ FT BUSINESS OFFICE $2,958.45 PERMIT FEE PAID -THIS PERMIT EXPIRES: Wednesday, May 21, 2008 (If a longer period is required, an application for an extension must be made to the code Enforcement Officer of the Town of Queensbury before the expiration date.) Dated at the To ensb d ,May 21, 2007 ST(TNF.D BY ~ for the Town of Queensbury. Director of Building & Code Enforcement ............................ . ~, , ' OFFICE USE ONLY -" r ................ ;TAX MAP NO.~~ • /~- ~ _ ~~~ ~ ' ~ ' PERMIT NO. ~~~lr'° Ir; ,~ ; ~~ I / ' ' ~- , FEES: PERMIT RECREATION ' ' ENGINEERING (ff appfi~able) ; 4 , ~ ' , ~ ; PRINCIPAL STRUCTURE; BOIL°~~~~`~a~~~~~ APPLICATION FOR ZONING APPROVAL £~ BUILDING PERMIT A PERMIT MUST BE OBTAINED BEFORE BEGINNFNG CONSTRUCTION. APPLICATION IS SUBJECT TO REVIEW BEFORE ISSUANCE OF A VALID PERMIT FOR CONSTRUCTIO,~N.r APPLICANT/BUILDER: _ Co sy1e.1,~ ~w~aee,.~J1l1FNER: f{-d~~rah a~re~L.. ~..a~oK;a e.~~ ~. Ll..G ADDRESS: ?~~/._ asG-I,.,~to,~ ~ye ~ ~, ADCfRESS:~Z~ C~w`~'~~.~.~ G,~g~~~ ~~ ~ ~~4~ b ~l /ui2. PHONE NOS.__ 578 Y.S' - $ZC p PHONE NOS. CONTACT PERSON FOR BUILDING 8~ CODES COMPLIANCE: ~ ~ l~~t... -PHONE: ~~io ~ -' LOCATION OF PROPERTY: _ f'p ~~~'*{~o~-~.'~c ~~r~o..(.t. SUBDIVISION NAME: PLEASE INDICATE MEASUREMENTS AS REQUIRED BELOW: CHECK ALL THAT APPLY TO YOUR PROJECT w Z z ~ p ¢ Z O c~~ W ~ Q 4 JO ~ u' Dui ~ p -~ ~ LL ~i~ai C'J ~ w = O~i ~ -~ H ~~i ~ cs ~ w O = s O~Z a=off SINGLE FAMILY TWO-FAMILY MULTI-FAMILY (NO. of UNITS-) TOWNHOUSE BUSINESS OFFICE V ~~~Z3 ~~ ..._~ 19~7L3 ~ i'~ RETAIL- MERCANTILE FACTORY OR INDUSTRIAL ATTACHED GARAGE(1,2,8) OTHER IF COMMERCIAL OR INDUSTRIAL - ypME OF BUSINESS: d 1~ «~..~5 S~ ,~ ESTIMATED CONSTRUCTION COST: , b0~? d G~ pt~EL TYp~; ~~,g HEAT TYPE: a *HOW MANY FIREPIACE(sp D AND / OR WOODSTOVES(S):~_ ZONING CATEGORY: C 41/~c~ ARE THERE WETLANDS ON THIS SITE? NO IS THIS A HISTORIC SITE? PROPOSED USE OF BUILDING OR ~t~l~C1i«,{~pG *Please complete a separate Application for "Fuel Burning Appliances & Chimneys" available in our office B 3-~GL 11-05 Tozvn of Queensbury • Community Development Office. • 742 Bay Road, Queensbury, NY 12804 r m~st,4vri~~rmtcv~; ~K son r. uu1 / Ur41 C1N1.US.000t 14:9+ .7109~LLOld r,,.rt~/ ~~a~r~, Y~I+~'~707 "Ci(!{i~ . i~~ - --- -- Vw-_ -- • ~ T~tz s~.y itoss • Qom. r1Y' t2~s dR'~adaret FS 2}~fs ~,we4- ~+ C~soc Pkoirc: (5~a1 ?b-t.s2~~ Re~denoe (~8f meat r~+S~ ~~s- n~v~waY ~'r caaTE: ~ 5--3 -~d'7~ ~E No.: S~4 ~ ~ T Sao d e~' Y/3a ~avoi~ TU e~ m~ecr®: {~ ~o~~ C ~ . ~ruiu~•aoor~: 30~. t~9s~ ~•~c~wt.. *~-- ~ ~-~-- ~ipi;car;t mist s~-vw ~ to~ion anct v~idtb vF dnveNrayts) b4 ties~onnecbed ~ the hk,~'r~vay b~ ptac+~+s stakes at ttre stifled (ocatioFi. The S~perirr~.ruie[rE of KN~gweEys of the Town oii ' Que~>slxrtY taas revt®~red 'ti'sis 2~pli~On. The ljdk>rw~rg ac~ton h~ been talaen: s~ is ~ Pte~rinary appnavat rte: O swats {) ~~ . () l,e~ee! w~ the woad . ,pQ Leve! w~ the wing. 5'Ine cuMert ptPe ba be u~d Elf neoessarya Pretlmlrrary man oomp~ad t ~ ~ apR~ dY Htgt~ D~ubi ~vt; • . . ~Pe: Pt4as+s rasutvmit tiffs app~d 1~~~ ~ a gnat appe~arxai. . SEEP 2: ~ () f~nat Approval ~ ~ . C ~ ~ ' o~ate . . ~.. Ri~rd A.',Mi~, Highway sup~rrn~encht ~~ . MAY 820(17 F. Travis. Hi9hweY SuPdinteRdertt Effective Immediately -March 23, 2006 Septic System - As Built Plot Plan. The Building Departmen will no longer allow systems to be covered un#il such time as an As-Built ~ Prot Plan is received and approved by the Building Inspector. Thee installed system must ma ch the septic system layout on file. There will. be no exceptions. ~~ ~~ Director of Building and Codes Town of Queensbury 742 Bay Road Queensbury, NY 12804 (518) 761-8256 FIRE MARSHAL'S OFFICE Town of Queensbury 742 Bay Road, Queensbury, NY 12804 "Home of Natural Beauty... A Good Place to Live" PLAN REVIEW Adirondack Cardiologists 2007- 511 /2007 I have reviewed the current drawing submission for the Fire Alarm above, and offer the following comments: 1) Exit and emergency lighting plan E101 is acceptable 2) Fire alarm plan needs to be modified as follows: A) add pull station at exit 1001 B) heat detectors throughout to be smoke detectors per NYS fire Code Section 907.2 C) note to be added indicating that system is monitored by central station D) note to be added for duct detection and shutdown if required E) note to added for sprinkler flow and tamper monitoring if required. Fire arshal Michael 7 Palmer 742 Bey Road Queensbury NY 12804 318 761 8206 Sremarshal@queensbury.net Fire Marsha 1 ' s Office Phone: 518-761-8206 Fax: 518-745-4437 firemarshal®queensbury.net wzvzv.queensbury.net ********************* *** FAX TX REPORT *** ********************* TRANSMLSSION OK JOB NO. 1296 DESTINATION ADDRESS 94522898 PSWD/SUBADDRESS DESTINATION ID ST. TIME 05/01 16:01 USAGE T O1' 07 PGS. 2 RESULT OK TC7-~I~N C7.F ~7I,ZLENSBi~Y 742 l3ay Road, Quecnsbury, NY. 1280-5802 CpMM,U,TII.TY DE'V't;,LOPMENT pFFlG•E•,~ .. FAX ~'RQM THL t~-ES~ t~F: Blanche Alfier (761-8221) David Hahn (761-8253) Gary SfiAman (761.82(36) Cralg Brown (7bT-8218) John O'Brten (76T-8255} Micheal Paim®r (7b1-82Qb) Sfuart Baker (7b1-8222) Joel Ciugstone (761.8264) Eric euonviagglo (76i-ti202) Georgo Hilton (761-8217} Jennll`er Henderson (761-8266) Marla GagUardl (761-8219) Pam WhtFing (7b1-822p} Sue H®mingway (76T-8238) Bruce Frank(761-8226) Berk, Edmunds (761-8221) Susan Barden (7b1.8265) Charles dyer (761-8207) GATE; ~. ~, 47 # bF PAGES; (not inc. cover ~ ~~~ FAX # BP ~2oo~-ass H Y D R A U L I C C A L C U L A T I O N S C O V E R S H E E T ADIRONDACK CARDIOLOGY ATTIC AREA 07-4476 4/26/07 W A T E R S U P P L Y STATIC PRESSURE (psi) RESIDUAL PRESSURE (psi) RESIDUAL FLOW (gpm) NUMBER OF BOOSTER PUMPS 0 98 92 1345 B O O S T E R P U M P S S P R I N K L E R S MINIMUM FLOW PER SPRINKLER (gpm) 25 MINIMUM PRESSURE PER SPRINKLER (psi) 19.91 THIS SYSTEM OPERATES AT A FLOW OF 225.65 gpm AT A PRESSURE OF 54.04 psi AT THE BASE OF THE RISER (REF. PT. 50) PIPES USED FOR THIS SYSTEM 111 DUCTILE IRON (350) 002 SCHEDULE 10 001 SCHEDULE 40 ~'~~~ ADIRONDACK CARDIOLOGY ATTIC AREA 07-4476 4/26/07 PAGE 1 HYDRAULIC CALCULATIONS AT SPECIFIED FLOW THE FOLLOWING SPRINKLERS ARE OPERATING IN: [ ] TEST AREA 1 [ ] TEST AREA 2 [ ] TEST AREA 3 [ ] REMOTE AREA Elevation of sprinklers = Elevation above water test. REF. PT. K ELEV. FLOW PRESSURE ft gpm psi 70 5.60 24.50 25.19 20.22 71 5.60 24.50 25.09 20.06 72 5.60 24.50 25.04 19.99 73 5.60 24.50 24.99 19.91 74 5.60 24.50 25.00 19.93 75 5.60 24.50 25.02 19.96 76 5.60 24.50 25.03 19.98 77 5.60 24.50 25.09 20.07 78 5.60 24.50 25.21 20.26 THE SPRINKLER SYSTEM FLOW IS 225.65 gpm THE OUTSIDE HOSE FLOW AT REFERENCE POINT N0. 1 IS 100.00 gpm [ ] THE INSIDE HOSE [ ] RACK SPKLR'S. [ ] YARD HYDT. FLOW IS 100.00 qpm THE FOLLOWING PRESSURES & FLOWS OCCUR ---> AT REF. PT. 1 <--- STATIC PRESSURE 98.00 psi RESIDUAL PRESSURE 92.00 psi AT 1345.00 gpm TOTAL SYSTEM FLOW 425.65 gpm AVAILABLE PRESSURE 97.29 psi AT 425.65 gpm OPERATING PRESSURE 63.27 psi AT 425.65 gpm PRESSURE REMAINING 34.02 psi THE ABOVE RESULTS INCLUDE 5.00 psi FRICTION LOSS AT REF. pT. # 3 FOR A [ ] BACKFLOW PREVENTER [ ] METER [ J DETECTOR CHECK VALVE [ J OTHER DEVICE ADIRONDACK CARDIOLOGY ATTIC AREA 07-4476 4/26/07 PAGE 2 FITTING Equivalent Length per NFPA 13 1994, 6-4.3 '-' Indicates Equivalent Lengt h. 'T' Indicates Thr eaded Fitting 1=45 Elbow, 2=90 Elbow, 3='T'/Cross, 4=Butterfly Valve, 5=Ga te Valve, 6~Swing Check Valve FROM T O FLOW PIPE FITS EQV. H-W PIPE DIA. FRIC. ELEV. FROM TO DIFF (gpm) (ft) (ft) C TYPE (in) (psi) (psi) (psi) (psi) (psi) 1 2 325.65 40.00 35 57.03 140 111 6.400 0.003 -2.167 63.27 65 18 0 25 2 3 325.65 7.50 2 15.55 140 111 6.400 0.003 3.250 65.18 . 61 88 . 0 06 3 4 225.65 5.00 3 14.80 120 2 2.635 0.130 0.000 61.88 . 54 30 . 7 58 4 50 225.65 2.00 0 0.00 120 2 2.635 0.130 0.000 54.30 . 54 04 . 0 26 50 51 225.65 3.00 -29 29.00 120 2 2.635 0.130 1.300 54.04 . 48 58 . 4 16 51 52 225.65 8.50 0 0.00 100 2 2.635 0.182 3.683 48.58 . 43 34 . 1 55 52 53 225.65 14.00 2 4.20 100 2 2.635 0.182 0.000 43.34 . 40 02 . 3 32 53 54 225.65 17.00 3 10.56 100 2 2.635 0.182 0.000 40.02 . 35 00 . 5 03 54 55 114.13 34.00 3 10.56 100 2 2.635 0.052 0.000 35.00 . 32 70 . 2 30 55 56 114.13 109.00 3 10.56 100 2 2.635 0.052 0.000 32.70 . 26 53 . 6 17 54 57 111.53 18.00 0 0.00 100 2 2.635 0.049 0.000 35.00 . 34 09 . 0 90 57 58 111.53 34.00 3 10.56 100 2 2.635 0.049 0.000 34.09 . 31 89 . 2 20 58 59 111.53 91.00 3 10.56 100 2 2.635 0.049 0.000 31.89 . 26 87 . 5 02 59 60 111.53 17.00 2 4.20 100 2 2.635 0.049 0.000 26.87 . 25 82 . 1 05 60 61 61 6 86.34 6.00 0 0.00 100 2 2.635 0.031 0.000 25.82 . 25.65 . 0.17 62 2 63 61.26 36 6.00 0 0.00 100 2 2.635 0.016 0.000 25.65 25.57 0.08 63 64 .22 6.00 0 0.00 100 2 2.635 0.006 0.000 25.57 25.50 0.08 64 65 11.23 6.00 0 0.00 100 2 2.635 0.001 0.000 25.50 25.51 -0.01 65 66 -13.77 6.00 0 0.00 100 2 2.635 0.001 0.000 25.51 25.55 -0.04 66 67 -38.80 -63 83 6.00 6 00 0 0.00 100 2 2.635 0.007 0.000 25.55 25.57 -0.02 67 68 . -88.92 . 6 00 0 0 0.00 0 00 100 100 2 2.635 0.018 0.000 25.57 25.66 -0.09 56 68 114.13 . 2.50 3 . 10.56 100 2 2 2.635 2 635 0.033 0.000 25.66 25.86 -0.20 60 70 25.19 10.50 3 3.78 100 1 . 1.380 0.052 0.073 0.000 4 550 26.53 25 82 25.86 20 22 0.67 61 62 71 7 25.09 10.50 3 3.78 100 1 1.380 0.073 . 4.550 . 25.65 . 20.06 1.05 1 04 63 2 73 25.04 24 99 10.50 10 50 3 3 3.78 100 1 1.380 0.073 4.550 25.57 19.99 . 1.04 64 74 . 25.00 . 10.50 3 3.78 3 78 100 100 1 1.380 0.072 4.550 25.50 19.91 1.03 65 75 25.02 10.50 3 . 3 78 100 1 1 1.380 0.072 4.550 25.51 19.93 1.03 66 76 25.03 10.50 3 . 3.78 100 1 1.380 1 380 0.072 0 073 4.550 4 25.55 19.96 1.03 67 77 25.09 10.50 3 3.78 100 1 . 1.380 . 0.073 .550 4.550 25.57 25 66 19.98 20 07 1.04 68 78 25.21 10.50 3 3.78 100 1 1.380 0.073 4.550 . 25.86 . 20.26 1.04 1.05 A MAX. VELOCITY OF 13.27 ft./sec. OCCURS BETWEEN REF. PT. 53 AND 54 Sprinkler-CALC Release 7.2 Win By Walsh Engineering Inc. North Kingstown R.I. U.S.A. ' 4~IATER SUPPLYIDEMAND GRAPH ADIRONDACK CARDIOLOGYATTICAREA a7-4476 41261x7 ~ 5a.ao y 4a.oa ~ 3a.oo ~ 2a.oo P ~~a.oo R ~ aa.oa E 9x.00 S 80.aa S 7a.a0 ~ 6o.aa R 5a.aa E 4a.aa 3a.aa 2a.oa 1 a.ao o.aa o Boa ~ o0o y Boa 2a~ Suppl}~: 92.aa psi 7345.aa gpm Demand: 63.27 psi 425 65 gpm . FLO~,f ~rir~kler-ALA ?.~ ~irw H Y D R A U L I C C A L C U L A T I O N S C O V E R S H E E T ADIRONDACK CARDIOLOGY ATTIC AREA 07-4476A 4/26/07 W A T E R S U P P L Y STATIC PRESSURE (psi) 98 RESIDUAL PRESSURE (psi) 92 RESIDUAL FLOW (gpm) 1345 B O O S T E R P U M P S NUMBER OF BOOSTER PUMPS 0 S P R I N K L E R S MINIMUM FLOW PER SPRINKLER (gpm) 38 MINIMUM PRESSURE PER SPRINKLER (psi) 23.72 THIS SYSTEM OPERATES AT A FLOW OF 270.60 gpm AT A PRESSURE OF 68.53 psi AT THE BASE OF THE RISER (REF. PT. 50) PIPES USED FOR THIS SYSTEM 111 DUCTILE IRON (350) 002 SCHEDULE 10 001 SCHEDULE 40 ADIRONDACK CARDIOLOGY ATTIC AREA 07-4476A 4/26/07 HYDRAULIC CALCULATIONS AT SPECIFIED FLOW THE FOLLOWING SPRINKLERS ARE OPERATING IN: [ ] TEST AREA 1 [ ] TEST AREA 2 [ ] TEST AREA 3 [ ] REMOTE AREA Elevation of sprinklers = Elevation above water test. REF. PT. K ELEV. FLOW PRESSURE ft gpm psi 90 7.80 24.50 40.14 26.48 91 7.80 24.50 39.32 25.41 92 7.80 24.50 38.73 24.65 93 7.80 24.50 38.33 24.15 94 7.80 24.50 38.10 23.85 95 7.80 24.50 37.99 23.72 96 7.80 24.50 38.00 23.73 THE SPRINKLER SYSTEM FLOW IS 270.60 gpm THE OUTSIDE HOSE FLOW AT REFERENCE POINT N0. 1 IS 100.00 gpm [ ] THE INSIDE HOSE [ ] RACK SPKLR' S. [ ] YARD HYDT. FLOW IS 100.00 gpm THE FOLLOWING PRESSURE S & FLOWS OCCUR ---> AT REF. PT. 1 <--- STATIC PRESSURE 98.00 psi RESIDUAL PRESSURE 92.00 psi AT 1345.00 gpm TOTAL SYSTEM FLOW 470.60 gpm AVAILABLE PRESSURE 97.14 psi AT 470.60 gpm OPERATING PRESSURE 78.97 psi AT 470.60 gpm PRESSURE REMAINING 18.17 psi THE ABOVE RESULTS INCLUDE 5.00 psi FRICTION LOSS AT REF. PT. # 3 FOR A [ ] BACKFLOW PREVENTER [ ] METER [ ] DETECTOR CHECK VALVE [ ] OTHER DEVICE PAGE 1 ADIRONDACK CARDIOLOGY ATTIC AREA 07-4476A 4/26/07 PAGE 2 FITTING Equivalent Leng th per NFPA 13 1994, 6-4.3 '-' Indicates Equivalent Lengt h. 'T' Indicates Thr eaded Fitting 1=45 Elbow, 2=90 Elbow, 3=' T'/Cross, 4=Butterf ly Valve, 5=Ga te Valve, 6=Swing Check Valve FROM TO FLOW PIPE FITS EQV. H-W PIPE DIA. FRIC. ELEV. FROM TO - DIFF- (gpm) (ft) (ft) C TYPE (in) (psi) (psi) (psi) (psi) (psi) 1 2 370.60 40.00 35 57.03 140 111 6.400 0.003 -2.167 78.97 80.82 0.32 2 3 370.60 7.50 2 15.55 140 111 6.400 0.003 3.250 80.82 77.50 0.08 3 4 270.60 5.00 3 14.80 120 2 2.635 0.182 0.000 77.50 68.89 8.61 4 50 270.60 2.00 0 0.00 120 2 2.635 0.182 0.000 68.89 68.53 0.36 50 51 270.60 3.00 -29 29.00 120 2 2.635 0.182 1.300 68.53 61.40 5.83 51 52 270.60 8.50 0 0.00 100 2 2.635 0.255 3.683 61.40 55.56 2.16 52 53 270.60 14.00 2 4.20 100 2 2.635 0.255 0.000 55.56 50.91 4.65 53 54 270.60 17.00 3 10.56 100 2 2.635 0.255 0.000 50.91 43.88 7.04 54 55 204.86 34.00 3 10.56 100 2 2.635 0.152 0.000 43.88 37.08 6.79 55 56 -65.74 109.00 3 10.56 100 2 2.635 0.019 0.000 37.08 39.31 -2.22 54 57 65.74 18.00 0 0.00 100 2 2.635 0.019 0.000 43.88 43.54 0.33 57 58 65.74 34.00 3 10.56 100 2 2.635 0.019 0.000 43.54 42.72 0.83 58 59 65.74 91.00 3 10.56 100 2 2.635 0.019 0.000 42.72 40.83 1.89 59 60 65.74 17.00 2 4.20 100 2 2.635 0.019 0.000 40.83 40.44 0.39 60 61 65.74 6.00 0 0.00 100 2 2.635 0.019 0.000 40.44 40.32 0.11 61 62 65.74 6.00 0 0.00 100 2 2.635 0.019 0.000 40.32 40.21 0.11 62 63 65.74 6.00 0 0.00 100 2 2.635 0.019 0.000 40.21 40.11 0.11 63 64 65.74 6.00 0 0.00 100 2 2.635 0.019 0.000 40.11 39.99 0.11 64 65 65.74 6.00 0 0.00 100 2 2.635 0.019 0.000 39.99 39.88 0.11 65 66 65.74 6.00 0 0.00 100 2 2.635 0.019 0.000 39.88 39.77 0.11 66 67 65.74 6.00 0 0.00 100 2 2.635 0.019 0.000 39.77 39.66 0.11 67 68 65.74 6.00 0 0.00 100 2 2.635 0.019 0.000 39.66 39.55 0.11 56 68 -65.74 2.50 3 10.56 100 2 2.635 0.019 0.000 39.31 39.55 -0.24 55 80 270.60 14.00 0 0.00 100 2 2.635 0.255 0.000 37.08 33.51 3.57 80 81 230.46 6.00 0 0.00 100 2 2.635 0.190 0.000 33.51 32.35 1.16 81 82 191.14 6.00 0 0.00 100 2 2.635 0.134 0.000 32.35 31.52 0.83 82 83 152.41 6.00 0 0.00 100 2 2.635 0.088 0.000 31.52 30.98 0.55 83 84 114.08 6.00 0 0.00 100 2 2.635 0.052 0.000 30.98 30.66 0.32 84 85 75.99 6.00 0 0.00 100 2 2.635 0.024 0.000 30.66 30.51 0.15 85 86 38.00 6.00 0 0.00 100 2 2.635 0.007 0.000 30.51 30.52 -0.02 80 90 40.14 10.50 3 3.78 100 1 1.380 0.174 4.550 33.51 26.48 2.48 81 91 39.32 10.50 3 3.78 100 1 1.380 0.167 4.550 32.35 25.41 2.39 82 92 38.73 10.50 3 3.78 100 1 1.380 0.163 4.550 31.52 24.65 2.32 83 93 38.33 10.50 3 3.78 100 1 1.380 0.160 4.550 30.98 24.15 2.28 84 94 38.10 10.50 3 3.78 100 1 1.380 0.158 4.550 30.66 23.85 2.25 65 95 37.99 10.50 3 3.78 100 1 1.380 0.157 4.550 30.51 23.72 2.24 86 96 38.00 10.50 3 3.78 100 1 1.380 0.157 4.550 30.52 23.73 2.24 A MAX. VELOCITY OF 15.91 ft./sec. OCCURS BETWEEN REF. PT. 51 AND 52 ADIRONDACK CARDIOLOGY ATTIC AREA 07-4476A 4/26/07 PAGE 3 FITTING Equivalent Length per NFPA 13 1994, 6-4.3 '-' Indicates Equivalent Length. 'T' Indicates Threaded Fitting 1=45 Elbow, 2=90 Elbow, 3='T'/Cross, 4=Butterfly Valve, 5=Gate Valve, 6=Swing Check Valve ----------------------------------- ------------------- - FROM TO FLOW PIPE FITS EQV. H-W PIPE DIA. FRIG. ELEV. FROM TO DIFF (gpm) (ft) (ft) C TYPE (in) (psi) (psi) (psi) (psi) (psi} Sprinkler-CALC Release 7.2 Win By Walsh Engineering Inc. North Kingstown R.I. U.S.A. WATER SUPPLYIDEMAND GRAPH ADIROMIDACK CARDIOLOGYATTICAREA 07-4476A 41261d? P R E S s u R E 150.00 140.00 130.00 120.00 110.00 100.00 90.00 sa.oa ~o.ao so.ao 50.00 4o.a0 3a.oo 20.oa 1 a.oo o.ao 0 500 1 a00 1500 2ao0 Supply: 92.00 psi 1345.00 gpm FLOlr4f Demand: 70.9 psi 470.60 gpm ~rir~l~l~r-TALC ~.' 1I~+Fin H Y D R A U L I C C A L C U L A T I O N S C O V E R S H E E T ADIRONDACK CARDIOLOGY 1ST FLOOR 07-4476B 4/26/07 STATIC PRESSURE (psi) RESIDUAL PRESSURE (psi) RESIDUAL FLOW (gpm) NUMBER OF BOOSTER PUMPS 0 W A T E R S U P P L Y 98 92 1345 B O O S T E R P U M P S S P R I N K L E R S MAXIMUM SPACING OF SPRINKLERS (ft) 12 MAXIMUM SPACING OF SPRINKLER LINES (ft) 12.5 SPECIFIED DISCHARGE DENSITY (gpm/sq. ft.) .1 THIS SPRINKLER SYSTEM WILL DELIVER A DENSITY OF .l gpm/sq. ft. FOR A DESIGN AREA OF 900 SQ. FT. OF FLOOR AREA THIS SYSTEM OPERATES AT A FLOW OF 142.57 gpm AT A PRESSURE OF 27.74 psi AT THE BASE OF THE RISER (REF. PT. 4) PIPES USED FOR THIS SYSTEM 111 DUCTILE IRON (350) 002 SCHEDULE 10 001 SCHEDULE 40 ADIRONDACK CARDIOLOGY 1ST FLOOR 07-4476B 4/26/07 HYDRAULIC CALCULATIONS AT SPECIFIED DENSITY THE FOLLOWING SPRINKLERS ARE OPERATING IN: [ ] TEST AREA 1 [ ] TEST AREA 2 [ ] TEST AREA 3 [ ] REMOTE AREA Elevation of sprinklers = Elevation above water test. REF. PT. K ELEV. FLOW PRESSURE ft gpm psi 41 5.60 10.00 15.77 7.93 42 5.60 10.00 15.34 7.51 43 5.60 10.00 15.32 7.49 44 5.60 10.00 15.05 7.22 45 5.60 10.00 15.00 7.17 46 5.60 10.00 16.84 9.04 47 5.60 10.00 16.62 8.80 48 5.60 10.00 16.20 8.37 49 5.60 10.00 16.42 8.59 THE SPRINKLER SYSTEM FLOW IS 142.57 gpm THE OUTSIDE HOSE FLOW AT REFERENCE POINT N0. 1 IS 100.00 gpm [ ] THE INSIDE HOSE [ ] RACK SPKLR'S. [ ] YARD HYDT. FLOW IS 100.00 gpm THE MINIMUM DENSITY PROVIDED BY THIS SYSTEM IS 0.100 gpm/sq. ft. THE FOLLOWING PRESSURES & FLOWS OCCUR ---> AT REF. PT. 1 <--- STATIC PRESSURE 98.00 psi RESIDUAL PRESSURE 92.00 psi AT 1345.00 gpm TOTAL SYSTEM FLOW 342.57 gpm AVAILABLE PRESSURE 97.52 psi AT 342.57 gpm OPERATING PRESSURE 35.11 psi AT 342.57 gpm PRESSURE REMAINING 62.42 psi THE ABOVE RESULTS INCLUDE 5.00 psi FRICTION LOSS AT REF. PT. # 3 FOR A [ ] BACKFLOW PREVENTER [ ] METER [ ] DETECTOR CHECK VALVE [ ] OTHER DEVICE PAGE 1 ADIRONDACK CARDIOLOGY 1ST FLOOR 07-4476B 4/26/07 PAGE 2 FITT ING Equivalen t Length per NFPA 13 1994, 6-4.3 '-' Indicat es Equivalent Length. 'T ' Indicates Threaded Fitting 1 =45 Elbow, 2=90 Elbow, 3= 'T'/Cross, 4=Butterfly Valve, 5=Ga te Valve, 6=Swing Check Valve FROM T O FLOW PIPE FITS EQV. H-W PIPE DIA. FRIC. ELEV. FROM TO DIFF (gpm) (ft) (ft) C TYPE (in) (psi) (psi) (psi) (psi) (psi) 1 2 242.57 40.00 35 57.03 140 111 6.400 0.001 -2.167 35.11 37.13 0 14 2 3 242.57 7.50 2 15.55 140 111 6.400 0.001 3.250 37.13 33.84 . 0 03 3 4 142.57 5.00 3 14.80 120 2 2.635 0.056 0.000 33.84 27.74 . 6 10 4 5 142.57 7.50 34 17.83 120 2 2.157 0.147 3.250 27.74 20.76 . 3 73 5 6 142.57 17.00 22 8.62 120 2 2.157 0.147 0.000 20.76 16.99 . 3 77 6 7 47.69 4.00 3 10.45 120 2 2.157 0.019 0.000 16.99 16.71 . 0 28 7 8 36.95 9.00 0 0.00 120 2 2.157 0.012 0.000 16.71 16.60 . 0 11 8 9 27.12 10.00 0 0.00 120 2 2.157 0.007 0.000 16.60 16.53 . 0 07 9 10 17.88 9.00 0 0.00 120 2 2.157 0.003 0.000 16.53 16.50 . 0 03 10 11 8.90 10.00 0 0.00 120 2 2.157 0.001 0.000 16.50 16 49 . 0 01 6 12 94.88 4.00 3 10.45 120 2 2.157 0.069 0.000 16.99 . 15 97 . 1 02 12 13 86.60 10.00 0 0.00 120 2 2.157 0.059 0.000 15.97 . 15 39 . 0 59 13 14 80.09 14.00 0 0.00 120 2 2.157 0.051 0.000 15.39 . 14.68 . 0 71 14 15 75.34 10.00 0 0.00 120 2 2.157 0.045 0.000 14.68 14 22 . 0 45 15 16 71.33 10.00 0 0.00 120 2 2.157 0.041 0.000 14.22 . 13.82 . 0 41 16 17 35.41 9.00 0 0.00 120 2 2.157 0.011 0.000 13.82 13 71 . 0 11 17 18 3.73 9.00 0 0.00 120 2 2.157 0.000 0.000 13.71 . 13.71 . 0 00 21 22 8.90 10.00 0 0.00 120 2 2.157 0.001 0.000 15.46 15 45 . 0 01 22 23 17.88 9.00 0 0.00 120 2 2.157 0.003 0.000 15.45 . 15 42 . 0 03 23 24 27.12 10.00 0 0.00 120 2 2.157 0.007 0.000 15.42 . 15 35 . 0 07 24 25 36.95 9.00 0 0.00 120 2 2.157 0.012 0.000 15.35 . 15 24 . 0 11 25 26 47.69 8.00 0 0.00 120 2 2.157 0.019 0.000 15.24 . 15 07 . 0 18 26 27 55.97 10.00 0 0.00 120 2 2.157 0.026 0.000 15.07 . 14 81 . 0 26 27 28 62.47 14.00 0 0.00 120 2 2.157 0.032 0.000 14.81 . 14 35 . 0 46 28 29 67.23 10.00 0 0.00 120 2 2.157 0.037 0.000 14.35 . 13 99 . 0 36 29 30 30 3 71.23 10.00 0 0.00 120 2 2.157 0.041 0.000 13.99 . 13.58 . 0.41 31 1 30.66 9.00 0 0.00 120 2 2.157 0.009 0.000 13.58 13.51 0.06 7 32 -3.73 9.00 0 0.00 120 2 2.157 0.000 0.000 13.51 13.50 0.01 25 10.73 125.00 33 10.60 120 1 1.380 0.011 0.000 16.71 15 24 1 46 8 9 24 9.84 125.00 33 10.60 120 1 1.380 0.009 0.000 16.60 . 15.35 . 1 24 10 23 9.24 125.00 33 10.60 120 1 1.380 0.008 0.000 16.53 15.42 . 1.11 11 22 21 8.98 8 125.00 33 10.60 120 1 1.380 0.008 0.000 16.50 15.45 1.05 12 .90 125.00 33 10.60 120 1 1.380 0.008 0.000 16.49 15.46 1.03 13 26 8.28 125.00 33 10.60 120 1 1.380 0.007 0.000 15.97 15.07 0 90 14 27 28 6.50 125.00 33 10.60 120 1 1.380 0.004 0.000 15.39 14.81 . 0.58 15 4.76 125.00 33 10.60 120 1 1.380 0.002 0.000 14.68 14.35 0.32 16 29 4.00 125.00 33 10.60 120 1 1.380 0.002 0.000 14.22 13.99 0 24 41 41 35.92 53.00 3 5.30 120 1 1.360 0.101 0.000 13.82 7.93 . 5 89 42 20.15 12.00 0 0.00 120 1 1.380 0.035 0.000 7.93 7 51 . 0 42 42 43 43 35 4.80 8.00 0 0.00 120 1 1.380 0.002 0.000 7.51 . 7.49 . 0.02 -10.52 10.00 0 0.00 120 1 1.380 0.010 0.000 7.49 7.59 -0.10 ADIRONDACK CARDIOLOGY 1ST FLOOR 07-4476B 4/26/07 PAGE 3 FITTING Equivalent Length per NFPA 13 1994, 6-4.3 '-' Indicates Equivalent Length. 'T' Indicates Threaded Fitting 1=45 Elbow, 2=90 Elbow, 3=' T'/Cros s, 4=Butterfly Valve, 5=Ga te Valve, 6=Swing Check Valve FROM T O FLOW PIPE F ITS EQV. S-W PIPE DIA. FRIC. ELEV. FROM TO DIFF (gpm) (ft) (ft) C TYPE (in) (psi) (psi) (psi) (psi) (psi} 35 44 15.05 0.50 3 4.20 120 1 1.049 0.077 0.000 7.59 7 22 0 37 35 45 15.00 1.50 3 4.20 120 1 1.049 0.076 0.000 7.59 . 7 17 . 0 42 35 30 -40.57 42.00 3 5.30 120 1 1.380 0.127 0.000 7.59 . 13 58 . -5 98 17 46 46 47 31.68 53.00 3 5.30 120 1 1.380 0.080 0.000 13.71 . 9.04 . 4.67 14.84 12.00 0 0.00 120 1 1.380 0.020 0.000 9.04 8 80 0 24 47 36 36 -1.77 8.00 0 0.00 120 1 1.380 0.000 0.000 8.80 . 8.81 . -0 00 36 48 37 16.20 7 1.00 3 4.20 120 1 1.049 0.088 0.000 8.81 8.37 . 0.43 37 49 -1 .98 16 42 10.00 1 50 0 0.00 120 1 1.380 0.028 0.000 8.81 9.11 -0.30 37 31 . -34.40 . 42.00 3 3 4.20 5 30 120 120 1 1.049 0.090 0.000 9.11 8.59 0.51 18 32 3.73 125.00 33 . 10.60 120 1 1 1.380 1 380 0.093 0 002 0.000 0 9.11 13.51 -4.41 . . .000 13.71 13.50 0.21 A MAX. VELOCITY OF 12.51 ft./sec. OCCURS BETWEEN REF. PT. 5 AND 6 Sprinkler-CALC Release 7.2 Win By Walsh Engineering Inc. North Kingstown R.I. U.S.A. 150.00 14a.0o 130.ao 120.on P 110.00 R 100.00 E 90.00 s so.o0 s 70.00 ~ so.oo R 50.00 E 40.00 30.00 20.00 10.00 0.00 0 500 1000 Supply: 92.00 psi ~ 1345.00 gpm FLO1~! 1500 2000 Demand: 35.11 psi +~ 342.57 gpm I~fATER SUPPLYIDEMAND GRAPH ADIROI~DACK CARDIOLOGY 1ST FLOOR 07-4476B 4126107 ~rir~lcl~r-L~ 7.~ min ~~ Cl~trc~r`p ~y ~~--~~ ALBANY AREA 594 [iroadway bVatervliet, MV 12189 Voice 518-266-11310 Fax 518-266-9238 ENGINEERING iway a, 2007 Mr. Dan Wilson BBL Construction Services Box 12789 Albany, New York 12212 Re: Special Inspection Services Adirondack Cardiology Queensbury, New York. Our Proposal No. FDE-07-88 bear Mr. Wilson: BUFFAIO AREA PD Bax as2 Orchard Park. NY 13127 Voice 71fi-849-9474 Fax 716-645-3521 Pursuant to our discussion, we will provide thenecessary geotechnical and structural concrete field observation, special inspections and laboratory testing services at your referenced project. Please schedule aQ inspections with our Greg Blackburn 24 haute in advance. If questions arise or I may be of any assistance, please contact me at our Watervliet location. Y ra-t uly, ~ ~~ Fred A. Dente, PE President www.de+tte-eng ineering.c om r~r-o~-zoar oz:~s~ Fes- t- P.oovooz Faze ~'~ En inesrin . P.C. 1389 Vfeohers Fvny Rad. Cgfmn Pork tWw York 1 Q085 • Phone (5181338818 Fext5181373~88g1 F.A-~ ~ Osn R-Ssop - BSL Ptoje~t 's~~ia'-118~5~ ~'~ May 9, 200T ~ A~diraod~d~ i ~ ~ D~a J-nedred iatba ~eta~yo~ s#~cd abr. . 1~ustn~, ~~~~ M~Ola~4, Hi~penpiiler, P.B. Pray Cc: ~a Y11X-00-200T 01:98PM Flt01i- ~D~~ T-T06 P.0011001 f-011 iKsy 9, 2007 Tows ot~ lira! 'Lbwan ~ ~~ !!tq tad ~~enabsey,N.Y. iZiAi ABn: nave Hein Director OPt3uitdi~4 aad Cock 8a6Orc~nent StZBJtrC~': AdtrendeaHc Miadiad 9tr+acrotrrai 5peci~l Totiaa Dat Der~e, Itaxta (518) 3738818 Fex (518 3738821 i bare l~ee+ mead by $~i. Cogear~+ica to yrovide speciN invgeetiots in at+e~ tothe st~aCtntad stsel parrtinns oftlae Adirdtrdedc Mabcai ptojaCt aoa Say tioad. i aiti bt pe'p~iodic iat+p~tlvra as it releata-wttKgvavieo+aa t;stet! Snt1~NeW York Sate t3ttitdingCode. i tratat dat move iaSaaaddon w11t yrovide you with t#ie adbrametia- you requesad in this re8etrd, ff you shaa~d uved saydring dsee, Tease eaalact rtue, Ytra~-'wty, ~. 14Lahad ii. #l~ataeap~7tet, P.fi. >Pit~eident Cc: life architects May 09, 2007 Mr. Dave Hatin Town of Queensbury Building Department 742 Bay Road Queensbury, New York 12804 Re: Adirondack Cardiology 6 Corporate Circle Queensbury NY Dear Mr. Hatin, aoo~ ads' I have been engaged to perform inspections of the Exterior Insulation Finish System (EIFS) at the above referenced project. These inspections will be performed in conformance with the requirements of Section 17, Special Inspections, of the New York State Building Code. Should you have any questions, please contact me at your convenience. Sincerely, J es P Coleman RA. cc. Mr. Ben Nassivera HCP Architects LLP Mr. Dan Wilson BBL Construction Services LLC HCP Architects, LLP Robert Hakh AEA James P. Coleman, AIA Daniel Patane, AIA 302 Washington Avenue Extension • Albany, New York 12203 • p: 518.218.Ob14 • f: 518.218.0612 • www.hcpoesign.com Page 1 of 1 Dave Hahn From: Dan Wilson [dwi~on~bblinc.com] Sent: Wednesday, May 09, 2007 5:48 PM To: Dave Haan Subject: Dave Haiin[Spam scare; 16°x6] Dave I will be off tomorrow but will have my blackberry on. If you need me call my cell or email. When the Town approves our building permit could you notify me by email? Thanks in advance Daniel P Vifilson Project Manager BBL Medical Facilities 302 Washington Avenue P.O. Box 12789 Albany N.Y. 12212 51$-452-8200 office 518-452-2898 fax 518-461-2704 cell dwilson~bblinc.com 5/14/200'7 architects May 09, 2007 Mr. Dave Hatin Town of Queensbury Building Department 742 Bay Road Queensbury, New York 12804 Re: Adirondack Cardiology 6 Corporate Circle Queensbury NY Dear Mr. Hatin, I have been engaged to perform inspections of the Exterior Insulation Finish System (EIFS) at the above referenced project. These inspections will be performed in conformance with the requirements of Section 17, Special Inspections, of the New York State Building Code. Should you have any questions, please contact me at your convenience. Sincerely, J mes P Coleman RA. cc. Mr. Ben Nassivera HCP Architects LLP Mr. Dan Wilson BBL Construction Services LLC HCP Architects, LLP Robert Hatch AIA James P. Coleman, AIA Daniel Patane, AIA 302 Washington Avenue Extension • Albany, New York 1 2203 • p: 51 8.21 8.0614 • f: 51 8.21 8.061 2 • www.hcpdesign.com 1°1HT.Ud,LUUI 14:41 71C47LGG7tl 742 Bay Koad • q~eeasE;ury,1VY 12804 1SCLl,V1V J'1~JYlv4 9f410tl Y. Uul / UUl T II f ~ ~ ^f+7~ ~ '~ Cis li,~ Ricltasad A.1f~issi~ Highway Superrsiende ResEderrce (5183 795.51 ~fTzce PJAOrr¢: (S~sJ ?64-5.21 {S~sl ?45-~k4~~ DR~VE1-VAY P~Et~FT ~I'iclsac3 E 2~iavis ~PuEy Eiighway 5eperinte Residence (51vj 7~q.04 DATE: ~j --~ -2pd'7 APP~tc~rvr r~,v~i~: 3bL Co~c~c~,.~-.,~~.~s ADDtZESS TO BE IMSPLCiFD: ~{ ~ ~~„Q..Q~ ~ ~~z Applicarrt must show ®aac# toc~vn and wic}tfi of driveway(s) bo ire. wnnected to tfie ~9~Y by P~a~+9 Smokes at the sp~afied (ocatioii. The Superir~ten of Higgw@ys of the Town of Queens'buty bias revieHred this appNcatiion. The fdtowirig action has been taken: . .STEP is ~ t>reiiminar~ Approval N®: () Slight swate () [)Eep swaie ( ieve! w~ tt~e road' Level with the wing 5tze culvert pope fv be used (if necessary) ~ )IZ~ ~ )~5" ~ )t8~ ~ )24" ,x)36" Preliminary inspection completed Approval r'3y Highway ,Q Supt; Upon cornpietion; Pleas resrbmif this aPprav~ol pertnet 1;or~a final approval, STEP 2; () Final Approval C ) i~,ejec~d 'Date: i?ichard A.' Missita, Highway Superintendent ~ MAY 8 2007 t~ithael F. Travis, Deputy Highway Superint~tdent MAY-09-100T 01:36PM FROM- 0 iVlay 9, 2if47 P.G. T-T06 P.001/OOZ F-911 1399 Vischers Feryy Road, Clifton Psrk New York 12065 • Phone X518) 3738818 Fox (518) 3738821 Tvw~n o'f Qao~usbnry Building Department 3'owu ~ 742 Bay ~taad Qaeensbory, N.Y. 128Oi Attn: Dave ~iistin Director OfBuildings and Code Enforcement SUBi~C3'' AdirondAtic Madic~d Strucwr~l Speci~t inspections near Dave, i nave been retainad by B$L Constractron to provide special inspections in regards m the stractnral steel poreioas oftlu AdiroAdaclc Medticai project on Bay Road. I will ba performing periodic ~pxcdvns as it ,raiates to tfie provisions ti9te21 in t11Z Novs York State Building Code. 1: trust the above information will provide you with the in#brmation you requested in this regard. Tf you siiouid need anything else, please contact me. Yoar3'truiy, ~~~~~ Michael R. Hutseapiiier, P.fi. Ptesidart Cc: file 169 Haviland Road, Queensbury, NY 12804 Phone - 5 3 8-745-4400 Fax - S 18-792-8511 Mr. Craig Brown Zoning Administrator, Code Compliance Officer Town of Queensbury 745 Bay Road Queensbury, NY 12804 Re: Site Plan No. ~10-2007; Area Variance No. 6-2007 Cardiac Realty Office Building Dear Mr. Brown: May 14, 2007 Project # 47437 Enclosed are 4 copies of the final site plans for the Cardiac Realty Office Building. On these drawings we have addressed the approval conditions as follows: 1. Zoning Administrator's, approval block completed 2, The building footprint has been revised to reflect the Planning Board's choice of Alternate Two for the west elevation of the building. Please call me if you have any questions regarding this matter. Sinc ely, _...,.,. Thomas W. Nace, P.E. Cew/encl.: Dan Wilson -BBL Medical Facilities FIRE MARSHAL'S OFFICE Toum of Queensbury 742 Bay Road, Queensbury, NY 12804 "Home of Natural Beauty... A Good Place to Live" PLAN REVIEW Adirondack Cardiologists 2007- 5/16/2007 I have reviewed the revised drawing submission for the above, and offer the following comments: 1) All Fire Marshal concerns from 5/1/2007 review have been satisfied Fire Marshal Michael J Palmer 742 Bay Road Queensbury NY 12804 518 761 8206 firemarshal@queensbury.net Fire Marsha 1 ' s Office Phone: 518-761-8206 Fax: 518-745-4437 .firemarshal~gueensbur~.net wunv.c~ueensburu.net CE)MGheclk 5aftware Vereian 3,4,1 Lighting and Power Compliance Certificate Mew York State En~lrgy Conservation Construction Code R9PO-t t~ate:1IS11AlOT Refs tllenerrte: ~C:~ FIMes14:h ~ ~ ~ ~IR1r'1~OY.cclt Sectiolry 1: Project Mniformialtion Project Title. Car~structlan Site: thvrver/A~ent rertCor-tr~tor: SeCtlOl12: Genetra~ii iMsc>rmation taut use Desar~otlom br: it Type: New Catstructkrn ~ildi~ ~ Fto~tc,Stea tx~oe ttt'~zs t3ection 3: Requirements Checklist Irrberiar t,i{~rtinp: 1. Total actual ws~ka nxrst ba r~ than ar equal bQ ~rotai eMowsd v+~pt. AiloMad tMarh 11~ga1 Watts t:ampNsa 2S5+t0 2'Sd61 YES 2, Exit aipns 6 Watts ar lass per skle. rst 8. Eftt~y greeter than AS lumst»NV. 7'~ ~irce~~Uams: Sps~tNirad 9 hlghiphtlnB >eaturas of historic ~: sip~p: seledy ar 5y NpAUrq; lama trrWscape Cotttrols~ ~ng- acrd (Airing: ~q1 +t. kadapendatrt ~onrtrots tar each spsoa {si,Yicupancy aetripr~ 7` ltxoanttans.. Areas deatpnatad as securityy ar ema~ency ans~ ttrat rrxaat tie aa~ tNumhwted. LigMtrg in rgalrways ar aorAdars that era elsrrrents d rile means of egress. 5. AAaaru awriCh at entry to hr~rnotet guest rnotn. © tk krdivldud dwaiMnp uruYS seperaiely metered. 7. F.ech space pravtded wltM a rrssrwsi aorrirol b pravtda ur-Ikxro Nptrt reduCdon cepet>lWly. ExasptJons: Onfy aae lurranalre in sp~aoe; An 'ng dsvios ocr~4rols Ihs area; yw. c _„~ .. Ths area Is a corrlda, a4oreroam, reatroom, putsabc tabby or gureyt roam; Areas greater ri+an 750 sq,tk. 8. Automatlc +9 shutoff aorrtrd in spews greater ri~art 350 sq.tt in larger gfan 5,000 aq.tl F.xospNar+s.• Arep vuiit- anty ana gminaka, +dOra, storeraarrra, at pubec toWMs~a. page 1 d 3 ~, ~, PhoeooeNr'eebonom~l tlme swtteh on extartior . t,iptrtlnp inter,sed tar 2a hour uae, 1b.Tondere vrirrd and threwdamp im~~ad iwnineM~nt ~ ~Q~-i~r~ b~al+aetsl- Etaci-onic hipf-firequerx„y bapaata; lunntrxair~ra not cn erxrwe swig. 11.TransRonrbra meet mir~imurn Ilapsd ~, T~s 8ti5.f3.1 or80~.t3.2. Corr 4: CompUance Staterner~t Qomyallavros Sftaternan~ 7tw proposed ifphtirp, deMpn reprgwatled in this avwment is aanaisfant wNh the buidGtn aipne, ~s and c9fNr' ~t submNhd aMh tt4a pemNt ~, The prppoeed MphWrq 1~pm faun been desia»d 1o mast tiw New York 5't~e Enexgy Coneervstlon ConsUUdlon Cade req~rsmeni6 h COAAdMeak Verela~n 9:4.1 arld to aKnpiy ~ mm~dabrY in the Rsqufrernslna Chsddfet. Pe f)afe ~,. v _p+~ 2.o f _3 .._..., CC~i~c~eck Software Version 3.4.1 Lighting and Power Compliance Certificate New York Sta#e Energy Conservation Construction Code Report Date: 05/18!07 Data filename: C:\Program Fies\ChedclCOMet~kli4DiRONDACK CARDIOLOGY Qll£EN56URY'NY.cdc Section 1: Projec# Information Project Title: Cons#ruciion Site: Owner/Agent Designer/Contractor: Section 2: General Information Building Use Descxiption by: elect TYPe~ New Construction ~pildln9-TYP.s FJgwRr.a ~~ 19723 Section 3: Requirements Checklist Interior Lighting: f . Total actual watts must be less than or actual to total afbwed watts. Allowed Watts Actual Watts Complies 256,40 25591 YES 2. Exit signs 5 Watts or less per side. Exterior Lighting: riaf 3. Efficacy greater than 45 lumerrsl4l+. 7'+ Exceptions: Specialized lighting highlighfing features of historic buildings; signage; safety or security lighting; luau-voltage landscape lighting. Controls, Switching, and Wiring: `~ 4. Independent controls for each space (switch/occupancy sensor), T' Exceptians~ Areas designated as security w emergency areas that must be contirwousiy illuminated. lghting in stairvvays or corridors that are elements of the means of egress. © 5. Master switc#r at entry to hoteUmotei guest room. ~ 6. Individual dwelling untts separately metered. T. Each space provided with a manual control to provide uniform light reduction aapabilily. Excepticns~ Onty one tuminaire in space; _, , An occupant-sensing device controls the area; '°~~ ~~~~ c" .. The area is a corridor, storeroom, restroom, public tubby or guest room; ~" _ ~ ~ Areas greater than 254 sq.ft. 8. Automatic lighting shutoff control in spaces greater than 254 sq.ft in buildings larger than 5,000 sq.ft. t=xceptions~ Areas with only one tuminaire, corridors, storerooms, restrooms, or public lobbies. Page 1 of 3 9. PhotocelUastronomicai lima switch on exterior fights. ExcspUons: ligfiting intended for 24 hour use. 10.Tandem wired one-lamp and three-lamp ballasted tuminaines (Na single-tamp ballasts). Exceptiwrs: Electronic high-frequency ballasts; Luminaires not on same swfich. 11.Transformers meet minimum effiaencies listed in Table 805.6.1 or 805,6,2. Section 4: Compliance Statement Compliance Statement: The propc~rsd tighUng design represented in this document is amsistent with the building plans, SpedficaNons and other calculations submitted with flue permit appikation. The proposed lighting system has been designed to meet the New York State Energy Conservatbn ConsVuction Code requirements in COMchsck Version 3.4.4 and to comply with the mandatory euquiremerts in the Requirements Checklist. Name -Title ~----~_ "-_ _ _._ ~~~'~%"~~f`. i~~z '~"" Date_ ~ /~ ~ ~~ ~t_`~C '"~ Signature - f __._,._____ u,~-,.~ Page 2 of 3 CtJ~liche~ck Software Version 3.4.1 Lighting Application Worksheet New York State Energy Conservation Construction Code Report Da#e: Data filename: C:iPnxyram FNesiChedciCOMchedclADIRONDACK CARDIOLOGY QUEENSBURY NY.cdc Section 1: Allowed Lighting Rower Calculation A B C p Floor Area Allowed Allowed Watts Watts ! ft2 Off~e 19723 1.3 25640 Tool Allowed Watts = 25640 Section 2: Actual Lighting Power Calculation A B C 0 E Fixture it) : t)ascription !Lamp /Wattage Per tamp / Ballast Lamps! ~ of Fixture {C X D) ---- Fhcture Fixtures Watt, OfElce {19723sq.ft.) Linear Fluorescent 1: "A": 2X4 ACYRLIC / 48" T8 32N/ 1 Electronic linear Fluorescent 2: "Ai":2X2 ACYRLIC / 24" TSU 32W !Electronic linear Fluorescent 3: °B"; 2X4 PARABOLIC i 48" T8 32W ! Electronic Linear Fluorescent 4: "B1":2X2 PARABOLIC 124" T8U 32W I Electronic Incandescent 1: "J": Incandescent 40W Compact Fworescent 1: "J1": Twin Tube 8/9W J Electronic 3 2 3 2 1 1 197 2 80 9 35 4 85 54 85 54 40 13 18745 108 6800 486 1400 52 Tote! Actual Watts = 25591 Section 3: Compliance Calculation if the Toil Allowed Wafts minus the Tota! Actual Watts is greater than or equal to zero, the building complies. Total Allowed Watts = 25840 Total Actual Watts = 25591 Project Compliance = 48.9 ,...~;~~ ~s ~~~ Page 3 of 3 COMcheck Software Version 3.4.1 Envelope Compliance Certificate New York State Energy Conservation Construction Code Report Date: 05/18/07 Data filename: G:\Projects\ADIRON-214EAE2-1.OTE\32DC7-1.6C0\ADK CA-1.CCK Section 1: Project Information Project Title: Adironack Cardiology Associates Construction Site: 6 Corporate Circle Queensbury, NY 12804 Owner/Agent: Adirondack Cardiac Realty 90 South Street Glens Falls, NY 12801 Designer/Contractor: HCP Architects 302 Washington Ave. Ext. Albany, NY 12203 518-218-0614 Section 2: General Information Building Location (for weather data): Warren, New York Climate Zone: 15 Heating Degree Days (base 65 degrees F): 7635 Cooling Degree Days (base 65 degrees F): 366 Project Type: New Construction Vertical Glazing /Wall Area Pct.: 14% Building Tvpe Floor Area Office 19723 Section 3: Requirements Checklist • •.• r- ~~..- .- Climate-Specific Requirements: Component Name/Description Gross Area Cavity Cont. Proposed Budget or Perimeter R-Value R-Value U-Factor U-Factor Roof 1: All-Wood Joist/Rafter/Truss 13370 38.0 0.0 0.028 0.051 Roof 2: Non-Wood JoisURafter/Truss 6291 0.0 21.0 0.046 0.051 Exterior Wall 1: Metal Frame, 16" o.c. 6982 12.0 0.0 0.137 0.074 Window 1: Vinyl Frame:Double Pane, Clear, SHGC 0.52 846 --- --- 0.480 0.520 Door 1: Glass, Clear, SHGC 0.48 114 -- -- 0.540 0.520 Floor 1: Slab-On-Grade:Unheated, Vertical 4 ft. 614 -- 10.0 - --- (a) Budget U-factors are used for software baseline calculations ONLY, and are not code requirements Air Leakage, Component Certification, and Vapor Retarder Requirements: ~ 1. All joints and penetrations are caulked, gasketed, weather-stripped, or otherwise sealed. ~ 2. Windows, doors, and skylights certified as meeting leakage requirements. ~ 3. Component R-values & U-factors labeled as certified. ~ 4. Insulation installed according to manufacturer's instructions, in substantial contact with the surface being insulated, and in a manner that achieves the rated R-value without compressing the insulation. ~ 5. Fireplaces installed with tight fitting non-combustible fireplace doors. ~ 6. Stair, elevator shaft vents, and other dampers integral to the building envelope are equipped with motorized dampers. ~ 7. Cargo doors and loading dock doors are weather sealed. ~ 8. Recessed lighting fixtures are: (i) Type IC rated and sealed or gasketed; or (ii) installed inside an appropriate air-tight assembly with a 0.5 inch clearance from combustible materials and with 3 inches clearance from insulation material. Adironack Cardiology Associates Page 1 of 2 ~ 9. Vapor retarder installed. Section 4: Compliance Statement Compliance Statement: The proposed envelope design represented in this document is consistent with the building plans, specifications and other calculations submitted with this permit application. The proposed envelope system has been designed to meet the New York State Energy Conservation Construction Code requirements in COMcheck Version 3.4.1 and to comply with the mandatory requirements in the Requirements Checklist. When a Registered Design Professional has stamped and signed this belief, and professional judgment, such plans or specifications are in c Name- they are attesting that to the best of his/her knowledge, mce with this Code./ S~l 2 va 7 Da e Adironack Cardiology Associates Page 2 of 2 Particle Size Distribution Report 100 80 80 70 W 80 Z LL 2 `~ W U a ~ zc 1c GRAIN SIZE - mm % COBBLES ~ % GRAVEL ~ 94 3AND___ _ _ ~ % SILT I % CLAY f SIEVE SIZE PERCENT FINER SPEC." PERCENT PASS? (X^NO) 2 in. 100.0 1 in. 99.1 .75 in. 98.5 .375 in. 97.6 .25 in. 97.0 #4 96.9. #10 96.1 {W'0 .92.9 #100 36.3 #200 12.5 iNaterial Description med to fine SAND, little Silt, trace coarse to fine Gravel Atterbera Limits PL= NP LL= NP PI= NP Coefficients D85= 0.373 Dgp= 0.242 D50= 0.201 DgO= 0.128 D15= 0.0814 Dip= C~= C~= USCS= SM AASHTO= A-2-4(0) Tested By: JM Chocked By: FD Per ASTM D422 Washed (no specification provided) Sample No.: 803 Source of Sample: Import Date: 5-29-07 Location: Elev.lDepth: EVERGREEN _ client: BBL Construction TESTING rNC. Project: Adirondack Cardiology ~ Queensbury, NY Watervliet NY Pro ect No: FDE-07-103 FI ure 803 .c c .d e h ~ ~ ~" ~~ i w ~ ~ 8 3 8 :! . .. . - --- I - ii 5 00 100 1 0 1 0. 1 0. 01 0.001 COMPACTION TEST REPORT 112 110 ~ I 1oa .~ - --- - m -~ z 0 106 104 ZAV for _... ... ...... Sp.G. = 102 _.... . 2.5 1 6 11 16 21 28 31 Water content, °lo Test speciftcation: ASTM D 698-OOa Method A Standard Elev/ ClassMlcaUon Nat G S LL PI % ~ o~ ~ Depth USCS AASHTO Moist . . p NoA No.200 SM A-2-4(0) 2.4 NP NP I Z.5 TEST RESULTS MATERIAL DESCRIPTION Maximum d densi 108.4 cf ry tY - P Optimum moisture = 13.8 med to fine SAND, little Silt, trace coarse to fine Gravel Project No. FllB-07-103 Client: BBL Construction Project: Adirondack Cardiology Queensbury, NY Date: 5-29-07 • Source: Im rt Sam le No.: 803 Remarks: Tested By: JM Checked By: FD EVERGREEN TESTING, INC. Watervliet, NY FI ure 803 Particie Size Distribution Report .~ ~ .~ ~ e .F ~ n e o Q s 4 101 91 ~t x ,o 0 IVV IV ~'T x GRAVEL SIEVE 81ZE PERCENT FINER SPEC." PERCENT PASST (X~NO} 2 in. 100.0 100 - 100 i in. 84.8 .75 in. 77.3 .375 in. 63.0 .25 in. 56.7 30 - b5 #4 47..8 #10 35.0 #40 19.0 5 - 40 #100 8.2 #200 4.0 0.10 " NYSbC)T 304-2.02 Type 4 3ampfe No.: 804 Location: EVERGREEN TESTING, INC. Client: BBL Construction Project: Adirondack Cardiology Queenslwry, NY Date: 5-29-07 EIevJDepth: - . . . . \ . ~ . j I . ~ . I . .. . ~ ~~ . ~ I ~ ~ _.- I Y` ~~ ~ ~~ t I I ~ i ~ >~ ~ ~ ~ , . . . ~\ ~; i - --- -~ ~ ~ . 7 U.7 U.U1 U.UU1 GRAIN SIZE - mm °/. SAND x SILT x CLAY Material Descriution coarse to fine GRAVEL and, coarse to fine Sand, trace Silt Atterbero Limits PL= NP LL= NP PI= NP D85= 25.6 D80= 7.54 D50= 5.10 D30= 1.16 D~5= 0.300 DSO= 0.185 Cu= 40.72 Cc= 0.96 Classification USCS= GP AASHTO= A-1-a Tested By: EG Checked By: FU Per ASTM D422 Washed Source of Sample: Import COMPACTION TEST REPORT 142 140 138 ~ ' - _._ . '' - _ _ ,~ ~ - 0 136 134 ~ ~ ZAV for Sp.G. -- - 132 0 2 4 6 8 Water content, % Test specification: ASTM D 1557-00 Method C Modified Oven;lae correction a sled t4.each oint 10 12 2.6 Elev/ Classification Nat G Sp ~ ~ °~' °~ < Depth USCS AASHTO Moist.. . . 314 in. No.200 Gp A-1-a 2.5 NP NP 22.7 4.0 ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION Maximum dry density =138.8 pcf Optimum moisture = 2.9 % 134.4 pcf 3.8 coarse to fine GRAVEL and, coarse to fine Sand, trace Sitt Protect No. FDE-07-103 Client: BBL Construction Protect: Adirondack Cardiology Queensbury, ~(Y Date: 5-29-07 • Source: Im rt Sam le No.: 804 Remarks: Tested By: CP Checked By: FD EVERGREEN TESTING, INC. Watervliet, NY F ure so4 DENTE ENGINEERING, P.C. ^ 594 Broadway Watervliet, New York 12189 ^ P.O. Box 482 Orchard Park, New York 14127 Phone:518-266-0310 Fax:518-266-9238 Phone: 716-649-9474 Fax: 716-648-3521 SITE OBSERVATION REPORT PROJECT: Adirondack Cardiology -Special Inspections REPORT NO: F-07-103-6-11-07 CLIENT: BBL Construction DATE: 6-11-07 CONTRACTOR: Sullivan JOB NO. FDE-07-103 A representative of Dente Engineering was present at the above referenced project for the purpose of observation and testing during fill placement for building and roadslparking areas. Observation indicated that lift thickness and compaction efforts were in compliance with project requirements. In-place Density Testing indicated that compaction is within project requirements. The project manager reported that no measurable settlement has been observed during daily settlement checks. BY: John Schutt DENTE ENG 1 N EER1 NG, P.C. ^ 594 Broadway Watervliet, New York 12189 Phone: 518-266-0310 Fax: 518-266-9238 ^ PO Box 482 Orchard Park, New York 14127 Phone: 716-649-9474 Fax: 716-648-3521 REINFORCING STEEL INSPECTION REPORT PROJECT: Adirondack Cardiolody -Special Inspections JOB NO. FDE-07-103 CLIENT: BBL Construction REPORT N0. F-07-103-6-21-07 CONTRACTOR: BBL Construction DATE: 6-21-07 ^ SPREAD FOUNDATION ^ GRADE BEAM ^ FOUNDATION WALL ^ STRUCTURAL SLAB ^ CLASSIFICATION ^ OTHER Piers REFERENCE DRAWINGS : Type D on F2 (piers). Walls: A/1, C/F1,F2 LOCATION :Piers at M/2, M14, N2 and N4. Footings at A/12 to D/12, D112 to D/13, D13 to J13 ^ PROPER BAR SIZE ^ PROPER GRADE STEEL ^ PROPER BAR SPACING ^ PROPER BAR CLEARANCE ^ PROPER SPLICES ^ CONFORMS TO DRAWING ^ DOES NOT CONFORM ^ REMARKS ^ FINDINGS REPORTED TO Joe of BBL ASTM STANDARD REINFORCING BARS #3-SI9 #6-SI19 #9-SI28 #14-SI43 #4-SI13 #7-SI22 #10-SI32 #18-SI57 #5-SI15 #8-SI25 #11-SI36 Inspector: Jon Schutt DENTE ENGINEERING, P.C. ^ 594 Broadway Watervliet, New York 12189 Phone: 518-266-0310 Fax: 518-266-9238 ^ PO Box 482 Orchard Park, New York 14127 Phone: 716-649-9474 Fax: 716-648-3521 REINFORCING STEEL INSPECTION REPORT PROJECT: Adirondack Cardiolody -Special Inspections JOB NO. FDE-07-103 CLIENT: BBL Construction REPORT NO. F-07-103-6-25-07 CONTRACTOR:. BBL Construction DATE: 6-25-07 ^ SPREAD FOUNDATION ^ GRADE BEAM ^ FOUNDATION WALL ^ .STRUCTURAL SLAB ^ CLASSIFICATION ^ OTHER Pier REFERENCE DRAWINGS : F2R1 and F1 R1 LOCATION :Wall footings at 1/13 - M/13. Piers at D.9/14 and H/14. ^ PROPER BAR SIZE ^ PROPER GRADE STEEL ^ PROPER BAR SPACING ^ PROPER BAR CLEARANCE ^ PROPER SPLICES ^ CONFORMS TO DRAWING ^ DOES NOT CONFORM ^ REMARKS ^ FINDINGS REPORTED TO Joe of BBL ASTM STANDARD REINFORCING BARS. #3-SI9 #6-SI19 #9-SI28 #14-SI43 #4-SI13 #7-SI22 #10-SI32 #18-SI57 #5-SI15 #8-SI25 #11-SI36 Inspector: Jon Schutt DENTE ENG 1 NEERI NG, P.C. ^ 594 Broadway Watervliet, New York 12189 Phone: 518-266-0310 Fax: 518-266-9238 ^ PO Box 482 Orchard Park, New York 14127 Phone: 716-649-9474 Fax: 716-648-3521 REINFORCING STEEL INSPECTION REPORT PROJECT: Adirondack Cardiolody -Special inspections JOB NO. FDE-07-103 CLIENT: BBL Construction REPORT NO. F-07-103-6-19-07 CONTRACTOR: BBL Construction DATE: 6-19-07 ^ SPREAD FOUNDATION ^ GRADE BEAM ^ FOUNDATION WALL ^ STRUCTURAL SLAB ^ CLASSIFICATION ^ OTHER REFERENCE DRAWINGS : A/1, F1, F2 LOCATION :Footings: Wall line 1 from D to L and 1/L to 5/L. Pier footings 21M and 4/M ^ PROPER BAR SIZE ^ PROPER GRADE STEEL ^ PROPER BAR SPACING ^ PROPER BAR CLEARANCE ^ PROPER SPLICES ^ CONFORMS TO DRAWING ^ DOES NOT CONFORM ^ REMARKS ^ FINDINGS REPORTED TO Joe of BBL ASTM STANDAKD KtiNrvK~mv ~s~-rc~ #3-SI9 #6-SI19 #9-SI28 #14-SI43 #4-SI13 #7-SI22 #10-SI32 #18-SI57 #5-SI15 #8-SI25 #11-SI36 tnspecior:.ron acnun DENTE ENGINEERING, P.C. ~ 594 Broadway Watervliet, New York 12189 Phone: 518-266-0310 Fax: 518-266-9238 ~ PO Box 482 Orchard Park, New York 14127 Phone: 716-649-9474 Fax: 716-648-3521 REINFORCING STEEL INSPECTION REPORT PROJECT: Adirondack Cardiolody -Special Inspections JOB NO. FDE-07-103 CLIENT: BBL Construction REPORT NO. F-07-103-6-20-07 CONTRACTOR: BBL Construction DATE: 6-20-07 ^ SPREAD FOUNDATION ^ GRADE BEAM ^ FOUNDATION WALL ^ STRUCTURAL SLAB ^ CLASSIFICATION ^ OTHER REFERENCE DRAWINGS : A11, C/F1, F2 LOCATION :Wall footings: L14.5, 8.5, N/2-4, M/2-4, M!2-Nl2, M/4-N/4 ^ PROPER BAR SIZE ^ PROPER GRADE STEEL ^ PROPER BAR SPACING ^ PROPER BAR CLEARANCE ^ PROPER SPLICES ^ CONFORMS TO DRAWING ^ DOES NOT CONFORM O'REMARK.S ^ FINDINGS REPORTED TO Joe of BBL ASTM STONDR-RD REINFORCING BARS #3-SI9 #6-SI19 #9-SI28 #14-SI43 #4-SI13 #7-SI22 #10-SI32 #18-SI57 #5-SI15 #8-SI25 #11-SI36 lnspector: Jon Schutt w M N f0 N 00 to X U~ O M O Cfl N 00 N C O L a U Z W U W Q Z O Z W etS Z W H M H O a z O H N W ~ W z ~ m Q ~A ~W ~W ~ W ~° H o W m` a! ~U ~ Z O U Y d ~ O . Z ~ > `j' ryj ~ o m N Z O x $ M t7 O. C UH ~ e ~ ~a O a ad ~. a_ ~c ~= n ~,- C ~ O N a ~ (7 ~ w aa+ 3 C~ O! 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N ~o N ~ a U o 0 ~ ~ U o Z m m c z c m ~ O L ~ ~ ~ 0 U > Q O w ~ V ~ Z O z ° o ~ 0 ~ a U ~ N d c Z `-' l6 ~ qj ~ o H Z o X p M U ~ H e~ ~a _a aF ~ d ~- _ o _ ~, -- Os ~ O ~ ~ O N a o ~ W '° ' ° 'um'_ Q 4~-+ 3 rn Q a ~ w w ~ ~ N ~ F d t ~ ~ ~ A m a ~° u' U >' ~ Y V ~Z N M V Z F n ~° .- J Z O O +~+ N 'O ~ C °' d 7 ~ in ~ ( m ui Yf ~ > m d m C U! O y ~ N ` L •• ~ ~ c e 6 E ~ ea d a,m '~° d d ~. w ~ ° t ~ ~ W N N O~ V~ ~ ~ N N 2.2 o O w ~-~W 0000 00 ao co ai ao ao ~ ' ' ' ' LL ~ d ~ ~ d d d ~ ~ ~ ~ ~ ~ ~ N a o ~~~~ ~~ o000 ~~ ~ O W ~ ~ N N ~ ~ n ~ I o w n o a w o> N 0 W ~ O ~ co ti ao rn o o 0 0 0 0 0 0 m cacommcocD g ~ Z `~ y W W a 0 U w as c N t6 m d d s a~ c L N N d Q O O O M N O N R c V d a N DENTE ENGINEERING, P.C. ^ 594 Broadway Watervliet, New York 12189 Phone: 518-266-0310 Fax: 518-266-9238 ^ PO Box 482 Orchard Park, New York 14127 Phone: 716-649-9474 Fax: 716-648-3521 REINFORCING STEEL INSPECTION REPORT PROJECT: Adirondack Cardiolody -Special Inspections JOB NO. FDE-O7-103 CLIENT: BBL Construction REPORT NO. F-07-103-6-18-07 CONTRACTOR: BBL Construction DATE: 6-18-07 ^ SPREAD FOUNDATION ^ GRADE BEAM ^ FOUNDATION WALL ^ STRUCTURAL SLAB ^ CLASSIFICATION ^ OTHER REfERENCE DRAWINGS :Dimension Dwg. A DFI # 5673 A/1, F1 LOCATION : Line A footing, 11 to 1, and line 1, A to D ^ PROPER BAR SIZE ^ PROPER GRADE STEEL ^ PROPER BAR SPACING ^ PROPER BAR CLEARANCE ^ PROPER SPLICES ^ CONFORMS TO DRAWING ^ DOES NOT CONFORM ^ REMARKS ^ FINDINGS REPORTED TO Joe of BBL ASTM STANDARD REINFORCING BARS #3-SI9 #6-SI19 #9-SI28 #14-SI43 #4-SI13 #7-SI22 #10-SI32 #18-SI57 #5-SI15 #8-SI25 #11-SI36 Inspector: Jon Schutt M N N CO t[) X ro O M O N ao i C O L a a z 0 MCI H _N 1- W Z ~ N 0 zA ~a ~ W -••~ N 3 W v H ~o 0 m ~V ~z 0 U V z W V W Q I-- Z W Z O Z W Z w O r N (O M O O LL. O Z 0 a W c 0 U y c O U J m 00 Z W J U c 0 N Q ~U d a ~, O O co U Y U f0 'D C O Q U W 0 a M O T r, o 0 0 (V LL W Z 0 0 N f6 a w C. a N W N V Z V C O U y C 0 U J m O U Z V N O Y d ~ Z ~ $' ~ ~ o N O Z p X_ M c ° ° ~ U F. h e ~' Q ~ t0 a QF ti a C ~ N .. (M Of o ~ O N O ,~ J ~ v W 'O ~ 4 . a °' Off a a ~ w ~ W ~ ~ N N F d = u O ~ m t1 ~ R N U o Y t7 O Z p t0 ~ d N to V Z F- M ~ Z 0 O .$ ~ v ~ ~ a c ~ ~ m l0 ~ ~ Y3 ~ m m ~ ai ~ N U d d 1- d m LL m L H d ~ d a az ~~~ ~W MM~td' of U y r'r`NN=_ 40 O I~O~NtnN ~ ~ ~ ti ~ ~ Z0~ rr~~--r~~ ~ N Q ww o000 ~~rnrn CF NN~~ ~~~~ o W ~ o C V N ~ O G' Q Z U l~ ll~ lf~ t~ ~ ~ m co ca co co co co g ~ N Z a Q I- W W W a O V t L R i ~ N d I ~I Cf >, Q 0 ti C1 C V N ~' O N m ~. 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N Foundation Inspection Office No. (518) 761-8256 Date Ins tion reque Queensbury Building & Code Enforcement Arrive: r 742 Bay Rd., Queensbury, NY 12804 Inspector's Initials: ~ L~ NAME: ~ RNIlT #: _ ~~~ LOCATION: INSPECT ON: / C~~ TYPE OF STRUCTURE: ` Co ..,~ Y A Footin iers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this on site. Foundation / Wallpour Reinforcement in Place Footing Dowels or Keyway in place Foundation Dampproofing Foundation Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil 1 for wet areas under slab Baclcfill Approval Plumbing Under Slab PVC /Cast /Copper Foundation Insulation Interior /Exterior R- Rough Grade 6 inch drop within 10 ft. ~l~ ~~~~~ L:\Building & Codes Fvrrrts\Buiiding 8~ Codes\I Forms\Fouridatlon Inspection RepOrt.doc Last prir~bed 12/20/2005 9:24:00 AM Foundation Inspection Report Office No. (518) 761-8256 Date Inspection Queensbury Building & Gode Enforcement Arrive: ,~~ 742 Bay Rd., Queensbury, NY 12804 Inspector's Initi~ NAME: , LOCATION: TYPE OF STRUC Y NA Footings iers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this se an site. Foundation / Wallpour Reinforcement in Place Fhntmg Dowels or Keyway in place Foundation Dampproofing Foundation Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil for wet areas under slab Baclcfill Approval Plumbing Under Slab PVC /Cast /Copper Foundation Insulation Interior /Exterior R- Rough Grade 6 inch drop within 10 ft. D 'SIT #: v - ~~ CT ON: Commenb gR•~~r~- b~ ~p~~ ~°~ ~~ ~ ~~~ F~~~ t ~~~ ~~ ~. `M l.1 ~~ ~_ ~~ L:~Building & Codes Forms\Building & Codes~Innspectlon FormslFounda~don Inspection Reportdoc Last printed 12/20J2005 9:24:00 AM /o~~ ~ ~~~/ ~ ~ ~~ Foundation Inspection Report Office No. (518) 761-8256 Date Inspa Queensbury Building & Code Enforcement Arrive: 742 Bay Rd., Queensbury, NY 12804 Inspector's NAME: LOCATION: TYPE OF STRUC ON: Co_ °~menta Y N Footings iers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this se on site. Foundation / Wailpour Reinforcement in Place Footing Dowels or Keyway in place Foundation Dampproofing Foundation Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil for wet areas under slab Backfill Approval Plumbing Under Slab PVC /Cast /Copper Foundation Insulation Interior /Exterior R- Rough Grade 6 inch drop within 10 8. ~3+P~~--fly c.~ EjF- ~,~~~~~ ~~~ ~~ ~~~ ~ vJ ~~~~-- ~~~~ L:\Building & Codes Forms\Building I~ Codes\Ir~don Forms\Foundation Inspec~lon Report.doc Last prMted 12/20/2005 9:24:00 AM Found tion Inspection Report Office No. (518) 761-8256 Date Ins do e v _ Queensbury Building 8c Code Enforcement Arrive: '~ m/ wpm{;-~~ P 742 Bay Rd., Queensbury, NY 12804 Inspector's Ini al • ~' NAME: LOCATION: ~, TYPE OF STRUCTURE: #: _ ' ON: Co_ mmenb Y Footings iers ~ Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this se on site. Foundation / Wallpour Reinforcement in Place Footing Dowels or Keyway in place Foundation Dampproofing Foundation Waterproofmg Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil 1 for wet areas under slab Backfill Approval Plumbing Under Slab PVC /Cast /Copper Foundation Insulation Interior /Exterior R- Rough Grade 6 inch drop within 10 tt. ~~v ~ rt ~~~~~a~ ~~ ~-)- -~-~,~F L:~Building & Codes Forms\8uilding ~ Codesunsp~on Forms~FourKJalion Inspec~fon Report.cbc Last prirr6ed 12/20/2005 9:24:00 AM y wss' W M w w W m g A v N J O~ (T~ ~ ~ (ST~ rZT~ N L rn b ~~ v V V O1 Q1 ~ ~ N N ~~~~ ~~ ~ ~i ..1 ~ J .~- ...1 AAAAAA O ~' ~~~ CD V V V ~ V NCJ~N(r0 V 0 i S ~ ~ ~ 'v ~ ''t v V 71• I ~ ~ Q ~ C.7 C1 V 0 j f!i UU~f! a WT ' a ' n a ~ N a ~~ ~~ N G. g ri +~a ~~ ~ 1 F O r ~~ w ..~ V A ~ m a~ ~ ~~ O to~i S_ m ~' '~~' 0 m ~ O ~ O i Z ~ ~• O ~ © G C ~l W ~ a '~ rn °" a ~ ?' ~ m ~ y a ~ ~ ~ n ~, ~ 3 O n ~ ~ W ~' ~ N ~ C y ~ ~ ~C p ~ .. ~ ~ 5g oY N ~ ~ 3. 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O `~ ~ O a -Zi D a ~ 0 w ~ o Z ~ Z -1 W DO v ~_ C rr^^ V, Z i o` ' a 53 ~ z N N ~ ~ ~,, "~' N Z O m „~ p -~i -n p v ~ = O o b b i W i ~ J N J v b i ~ N N rt s ~11~ n~ A V A M~ W v .y- 3 m w =~ O~ wcaoc°ccon~Po J .~ ~i ...- ~ j ~OOOV~C7tA V b >° ~~ cjo co .i ti ~ -+ N N ~b~b ~~ ~~v~ v ~i J J ..- ~i ~i s ~ c .~ NWWW~~ f'ft) COOO~W-~~ Inj~~' ~ 8 i 22~~VV ~m ~ y I ~~ l~~lsW N~ ~ ~ tO 0000 ~ = ~~ ~ ~ W is 3 ~ r ~ ~ eir~ .. m ~ o~ ~ ~ ~ ~ c ~ ~ 2' S 0 0 0 ~i v ~ ~~ ~ O x ...1 ~ ~ CT i. m i I W i i I I n ~ I i I i ~~ ~ ~o o ~ ~ ~~ v ~~ bl 2 ~c ~ ~ v ~ ~s ~~ N J D /s V o m ~ O m ~' 3 o~ r. a rn Z_~ G7 C sZ~ m~ L '~ N C7 m W L~7 m ~ ~ r„ m d ~ ~~ N M~ Q z O H~ w~_M t _w O u, j ~' N Foundation Inspection Report Office No. (518) 761-8256 Date In tion Queensbury Building & Code Enforcement Amve: r f7~D 742 Bay Rd., Queensbury, NY 12804 Inspector s Initz, NAME: 1~ ~ 1 ~i ~1~ ~~1L11~`-~~, LOCATION: _ (Q ~p,~pp, ~ C~~1~1F TYPE OF STRUCTURE: Y N N/A t' onolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. se on site. undation / ~7 uiforcement in Place Footing Dowels or Keyway in place Foundation Dampproofmg Foundation Waterproofmg Footing Drain Daylight or Sump Footing Drain Stone: 2 inch width 6 ting 6 mil 1 for wet under slab Bac Plumbing Under Slab PVC /Cast / Co oundation Insulatio Exterior R. a Rough Grade 6 inch drop within 10 $. c~ ~~~~ ~~ ~ F~ N ~~...~-~ ~ °m'-- me°-b Depart: a~;~~i'' . #: O`? - z~1.S ~ Ll ~~ ~F ~~~ wow a» ~~~ ~~~~ / ' 1~~~ ,~F- v~~A~.lr ~a i~ Vj} GP~xJ~ L:\Building & Codes Forms\Building 8~ Codes\Inspecgon Forms\Foundation Inspec~on Report.doc Last printed 12/20/2005 9:24:00 AM Foundation Inspection Report Office No. (518) 761-8256 Date Ins tio~rt'~' s c ive . Queensbury Building & Code Enforcement Arrive: ~ ~ Depart-~rU,~~~ 742 Bay Rd., Queensbury, NY 12804 Inspector's Ini NAME: f'~~\ ~.o-.~~c.~_~,e~~ ~~1 c~6`~ I~t~ctvitT #: _ ®~ - Zt-~c~i LOCATION: (9 Gog~?a1ZZZ.d~ \ ~E ~~_ INSPECT ON: (o -~ ( -n" TYPE OF STRUCTURE: ~ - '-f 1 rJ ~~~o~ v Y N N/A tings .. Piers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from fi~eezing for 48 hours following the placement f the c aterials for this se on site. F undation / Wallpour Reinforcement in Place Footing Dowels or Keyway in place Foundation Dampproofmg Foundation Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width es Doting 6 mil 1 for we under slab Ba lcf al Plumbing Under Slab C /Cast /Copper undation Insulatio teri xterior R- Rough Grade 6 inch drop within 10 ft. Comment Lal._ ~ t IJ~ Z~ ~ ~ ~-} ~ d~~N~ b \?j ~~ l:\Building & Codes Forms\Building $c Codes\Inspection Forms\Foundation Inspection Report.doc last printed 12/20/2005 9:24:00 AM 1'- 3oP~ Foundation Inspection Report Office No. (518) 761-8256 Date Inspection Queensbury Building & Code Enforcement Arrive: o 742 Bay Rd., Queensbury, NY 12804 Inspector's Initi~ NAME: LOCATION: TYPE OF STRUCTURE: i~ d/ -/ Depart: - ~ ' ON: ~Q ~1~~ 1 ~\~~_~ G~`~~ Comment ~-~i t d c ly i C Y N N/A Footin Piers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. on site. Foundation /Wall Reinforcement in Place Footing Dowels or Keyway in place Foundation Dampproofmg Foundation Waterproofmg Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing or as under slab Backfill Approval lambing Under Slab PVC /Cast /Copper Fou tion Insulation Interior Exterior Rough Grade 6 inch drop within 10 ft. ~~ ~ a ~ ~ M~R~ ~rJ~E~10~ ~~;~ ~~ ~--1~ ~ C~ off' ~0 3+ L:\Building & Codes Forms\Building & Codes\Inspection Forms\Foundatiion Inspection Report.doc Last printed 12/20/2005 9:24:00 AM i FPM Foundation Inspection Report Office No. (518) 761.-8256 Date Inspectio eques d: Queensbury Building ~ Gode Enforcement Arrive: ~ epart:-~~ pm 742 Bay Rd., Queensbury, NY 12804 Inspector's Initials: ~- NAME: AO ~ P~ iJ O AG-~ CA 7 «:~~,~ 1~RMIT #: _ p'j - Z~S LOCATION: ~_ ~pp~P$-~ ~p~ ~p ~ iNSpECT ON: [Q -Zg.-hZ TYPE OF STRUCTURE: Commenb Y N N/A Footings .- Piers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete, Materials for this on site. Foundation / Wallpour Reinforcement in Place Footing Dowels or Keyway in place Foundation Dampproofing Foundation Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil 1 for wet areas under slab Backfill Approval Plumbing Under Slab PVC /Cast /Copper Foundation Insulation Interior /Exterior R- Rough Grade 6 inch drop within 10 ft. ~~- F=o~~~~ ~~~ ~~ "~"6~~ ~~~~1~ L:\Building & Codes Forms\Building >~ Codes\Inspecrion forms\Foundatlon Inspection Report.doc Last printed 12/20/2005 9:24:00 AM Foundation Inspection Report Office No. (518) 761-8256 Date Ins Queensbury Building & Gode Enforcement Arrive: 742 Bay Rd., Queensbury, NY 12804 Inspector's NAME' LOCATION: TYPE OF STRUCTURE: epart: -}=-{~ pm #: ~ Lr~•~ ' ON: Co- mments Y Footings Piers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this se on site. Foundation / Wallpour Reinfom~ement in Place Footing Dowels or Keyway in place Foundation Dampproofing Foundation Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil for wet areas under slab Baclcfill Approval Plumbing Under Slab PVC / Cast J Copper Foundation Insulation Interior /Exterior R- Rough Grade 6 inch drop within 10 It. ~~~~ ~~ ~"~-p~\\.J~O ~~ L:\Bulldfng & Gales Forms\Building 8- Cocles\Inspe~ion FormslFoundaiion Inspec~fon Report.doc Last printed 12/20/2005 9:24:00 AM C ~ ~ ~~~~ Foundation Inspection Report Office No. (518) 761-8256 Queensbury Building & Code Enforcement 742 Bay Rd., Queensbury, NY 12804 NAME: ~ -~= LOCATION: TYPE OF STRUCTURE: v,.,d~~ Date Ins do req Arrive: ail Inspector s Initials: Y N N/A Footings Piers Monolithic Slab Reinforcement in Place The contractor is responsible for p viding protection from freezing or 48 hours following the placement of the concrete. 'als for se on site. Foundation /Wall ur Reinforcement in Place Footing Dowels or Keyway in place Foundation Dampproofmg Foundation Waterproofing Footing Drain Daylight or Sump F ting Drain Stone: 12 inch width 6 inches above footing 6 mil areas under slab ill Approval P ing Under Slab C /Cast /Copper Insulatio riot Rough Grade 6 inch drop within 10 ft. ~~i~~~ ~~f+~ ECT ON: ~ ~,t~~ Commen-b (3o~Q Ca~i~~ 6~LP~IJC~ o~- 2~~et ~~ vJ +f ~l~ ~'[~flL'AIJC.~ 0~ F~S,~~ t~'Rll~ L:\Building & Codes Forms\Bullding 8c Codes\Inspection Forms\Foundatlon Infection Report.doc Last printed 12/20/2005 9:24:00 AM ~IO.Oo~ ~-// ~1o~~i ~/9/D~, ll~ Foundation Inspection Report Office No. (518) 761-8256 Queensbury Building ~ Code Enforcement 742 Bay Rd., Queensbury, NY 12804 Date Inspection request received: Arrive: ru~irr am/pm Depart: Inspector's Initials: ~~ NAME: ~ ~1'U LOCATION: ~ TYPE OF STRUCTURE: am/pm PERMIT #: ~~ Z r INSPECT ON: Comment C Y N N/A Footings Piers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this se on site. Foundation / Wallpour Reinforcement in Place Footing Dowels or Keyway in place Foundation Dampproofmg Foundation Waterproofing Footing Drain. Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil 1 for wet areas under slab Backfill Plumbm .Under Slab per Foundation Insulation Interior /Exterior R- Rough Grade 6 inch drop within 10 ft. L:\Building & Codes Forms\Building & Codes\Inspecdon Forms\Foundation Inspection iteport.doc Last printed 12/20/2005 9:24:00 AM GINEERING P.C. C~ENTE EN , ^ 594 Broadway Watervliet, New York 12189 Phone: 518-266-0310 Fax: 518-266-9238 ^ PO Box 482 Orchard Park, New York 14127 Phone: 716-849-9474 Fax: 716-648-3521 LETTER OF TRANSMITTAL ~~ -- ~~ DATE• July 9, 2007 Project No. FDE-07-103 • Adirondack Cardiology - Special Inspections TO: Mr. Dan Wilson .BBL Construction Services 302 Washington Avenue Extension w ~ T/-!~ _ CONCRETE: 6-18-07, 6-19-07 DENSITY: 6-25-07 SITE OBSERVATION: MORTAR (C109): REINFORCING STEEL: SIEVE AND PROCTOR: DISTRIBUTION: . ~U! 3 ~7 w w w v S m m ~s ®®® -~ z~ o ^~ ~~~~~~ ~o -ZC g ~~ " ' V O ~~~~ r_ - N N ~ c~ qq ~~ C obo 5 ~~ c ~~-~a~+,s_s t'pO t~O~ ~~ ~ C ~Z ~ . . GTW W WGJW ~ ~ . O 25~~~1~1 'gym ~~ ~Npp N O~ Z ~~ '~ ~ °~ o~ v A ~ ~ 02 ~ m c ~~ ~ m ~ N ~ a a ~ ~ A 1 -~ ~ ~ 3 w ~ ~~ - ~ ~ ~a w o '-~ ~ -~ ~~ 3~ Sd, a a ~ Z ~' O N m v W ~ ra c1 ~~ ~ ~ ~ ~ ~ n + ~ a <'" ~. z try m Ib- ~ii 5 ~ ~ Z n A~ m -, CrJ V 0 ~ ~ ~ 1~ N ~ `° O x b H~ ~+ N 0 w 4° W 0~ ri ZNm••, .O "'1 ~~~~~~ ~p eJpC~DyOJf t~7+VP ODD -C N ~j b ~~ ~~~~ ~~N y q~N b b b o ~ ~ f N ~ i ~i J. .~ J ~i ..i ~^ ~^ ~. O ~I N C1f IV ~i ~ ~ ~ ~ o ~ yzo cNO~.~ e~,m yn 0 ~ N~N~ 00 m ~~ 0 n w n n t A A ~ _1 W ~ ~ ~ ~Q . pp ~ (A ,~ N O ~. ~ -„ i v N w z~ 0 g 0 .( A ~~ ii +~a a ~~ -~ `~ ' ~ ,~ -~ ~A ~~ ~~A ~°i '3a ~~ ~ ~, m 3~ °' z ~° rn ~_ ^Z^ Y' rn c ~'z m G m !/~ 2 C7 z~ W k*J ~~ r~ O F~ j N rC~ O z O H S 0 r 00 N W O U N evergreen TESTING & ENVIRONMENTAL SERVICES, INC. D 594 Broadway Watervliet, NY 12189 Phone: 618-266-0310 Fax: 518-266-9238 O PO Box 482 Orchard Parts, NY 14127 Phone: 718-649-9474 Fax: 716-648-3521 FIELD IN-PLACE DENSITY TEST REPORT PROJECT: Adirondack Cardiol - S cial Ins actions REPORT NO: F-07-103-6-25-07 CLIENT: BBL Construction DATE: 8-25-07 CONTRACTOR: BBL Construction JOB NO: FDE-07-103 est No, Depth of Prof nchsa Test pepth! Elevation In-Place Density (pct InPlace Moisture (%) % Compaction % Req'd Proctor Code Location and Remarks Along foundation walls 1 10 SG 108.7 7.2 100+ 95 803 A/3 -Inside 2 10 SG 106.7 7.0 98.4 95 803 A/5 -Inside 3 10 3G 107.4 7.1 99.1 95 843 Cl1 -Inside Proctor Maximum Optimum Material Type and Source Code Density Moisture ('~) 803 108:4 13.8 M-F sand little silt trace C-F ravel Remarks: Results re rtt3d to Joe of BBL s-6ubbau ssG-Siabsubgrade G - 8ubgrade TO Fm Top of Footing Technlcian• JS -Grade TOw-Toporwan G-Baring Grade FF - Flabhed Floor -Footing Bouow TroXler S.N.: 23225 Foundation Inspection Report 3 rcv Office No. (518) 761-8256 Queensbury Building & Code Enforcement 742 Bay Rd., Queensbury, NY 12804 Date Inspection request received: Arrive: ~l'am/pm Depart: Inspector's Initials: am/pm NAME: ~`~f PERMIT #: ~ 7` Z 56~ LOCATION: r INSPECT ON: d , TYPE OF STRUCTURE: Comments N N Footings Piers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from fi~aezing for 48 hours following the placement of the concrete. Materials for this on site. Foundation / Wallpour Reinforcement in Place Footing Dowels or Keyway in place Foundation Dampproofing Foundation Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil for wet areas under slab Backfill Approval Plumbing Under Slab PVC /Cast /Copper Foundation Insulation Interior /Exterior R- Rough Grade 6 inch drop within 10 8. ~~ L:\Buftding & Codes Forms\8uilding 8t Codesunspectlon Fcxms\Found~+tfon Inspection ReporLdoc tract prirrtaed 12/20/2005 9:24:00 AM /D 2 ~ %~~ SD,e-y Foundation Inspection Report Office No. (518) 761-8256 Queensbury Building & Code Enforcement 742 Bay Rd., Queensbury, NY 12804 Date Insp 'on request received: Arrive: ~ am/pm Depart: Inspector's Initials: ~~ am/pm NAME: PERMIT #: D LOCATION: p INSPECT ON: ~ ~ TYPE OF STRUCTURE: Commenb Y N N/A Footings Piers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this se on site. Foundation / Wallpour Reinforcement in Place Footing Dowels or Keyway in place Foundation Dampproofmg Foundation Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 or we as under slab Appro Plumbing Under Slab VC / per Foundation Insulation Interior /Exterior R- Rough Grade 6 inch drop within 10 ft. ~/'6Sac. -~es~ Olc.. ~~d/o~ L:\Building & Codes Forms\Building & Codes\Inspection Forms\Foundation Inspection R~eport.doc Last printed 12/20/2005 9:24:00 AM / / Foundation Inspection Report Office No. (518) 761-8256 Queensbury Building & Code Enforcement 742 Bay Rd., Queensbury, NY 12804 Date Inspection request received: Arrive: -~- am/p Depart: am/pm Inspector's Initials: j / ~-- NAME: PERMIT #: '" G LOCATION: B INSPECT ON: 3 r TYPE OF STRUCTURE: Comments Y N N/A Footings Piers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. or se on site. io / Wallpour Rem o Footing Dowels or Keyway in place Foundation Dampproofmg Foundation Waterproofmg Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil 1 for wet areas under slab Backfill Approval Plumbing Under Slab PVC /Cast /Copper Foundation Insulation Interior /Exterior R- Rough Grade 6 inch drop within 10 ft. r~,p /yl~.•r/ ~u~~,~~~ /~~ L:\Building & Codes Forms\Building & Codes\Inspection Forms\Foundation Inspection iteport.doc Last printed 12/20/2005 9:24:00 AM DENTE ENGINEERING, P.C. ^ 594 Broadway Watervliet, New York 12189 Phone: 518-266-0310 Fax: 518-266-9238 ^ PO Box 482 Orchard Park, New York 14127 Phone: 716-649-9474 Faz: 716-648-3521 LETTER OF TRANSMITTAL DATE: July 31, 2007 Project No. FDE-07-103 Adirondack Cardiology -Special Inspections TO: Mr. Dan Wilson BBL Construction Services 302 Washin ton Avenue Extension Alban , NY 12203 REPORT ENCLOSED: DA TES: CONCRETE: 6-25-07, 6-26-07, 6-27-07, 6-28-07, 7-16-07-1, 7-16-07-2 DENSITY: SITE OBSERVATION: MORTAR (C109~: REINFORCING STEEL: SIEVE AND PROCTOR: 6 2001 M N 00 i X t6 LL O_ M O N 00 N C L Q. ~/ a z 0 H O ~_ N z ~ a, Q ~A ~ W T 3 W v [~ m 0 m ~' ~ `1. 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O N R O d a V1 DENTE ENGINEERING, P.C. ^. 594 Broadway Watervliet, New York 12189 Phone: 518-266-0310 Fax: 518-266-9238 ^ PO Box 482 Orchard Park, New York 14127 Phone: 716-649-9474 Fax: 716-648-3521 LETTER OF TRANSMITTAL DATE: August 3, 2007 Project No. FDE-07-103 Adirondack Cardiology -Special Inspections TO: Mr. Dan Wilson BBL Construction Services - 302 Washin ton Avenue Extension Alban , NY 12203 n~ REPORT ENCL05ED: DATES: ~, CONCRETE: ~. 7-17-07-1, 7-17-07-2, .-- DENSITY: SITE OBSERVATION: MORTAR (C109): REINFORCING STEEL: SIEVE AND PROCTOR: DISTRIBUTION: M N M N 00 W M O CO N OO N N C ~ H ~- a a 0 NI F ~_ N_ W } ~ Z N Q zA W ~-+ ~ H ~a 0 m ~U ~z 0 U Z N W U W J i. z W O Z W ~U Z W F- v O L jc~ Z~ U N ~ cp 0 N e c'M Z ~ X N M ci C. O ~ y U -- e ~a N ~Q Q~ n E~ uumi N~ v~" i== ~~ o,- . 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Phone: 518-266-0310 Fax: 518-266-9238 D PO Box 482 Orchard Park, New York 14127 Phone: 716-649-9474 Fax: 716-648-3521 LETTER OF TRANSMITTAL DATE: August 8, 2007 Project No. FDE-07-103 Adirondack Cardiology -Special Inspections REPORT ENCLOSED: DA TES: CONCRETE: 6-29-07 DENSITY: SITE OBSERVATION: MORTAR (C109): REINFORCING STEEL: SIEVE AND PROCTOR: DISTRIBUTION: N 01 fV O tP) N W O M N ci a a a ~, H y N T ~ l ^/l~ ,/1 w ~a~1 ~~ W W m .~ ~z 0 U Z f/1 U Z Z W Z ~~ ~ m ~ ~ Z d M ~€ ,. ~< a °a a ~ ~~ n ~ ... v ~~ ... F ~~~ (M <+ 3 L N W °O ~ `' F 0 ti U } ~Z F- Mpp Y C Z M H n @ = r J 0 8 0 c "'~ ~ 'g C7 ~ m C W ~ m ~ ~ ~ ~ ~ 9 ~ {~L. m 1- ~ ~ ~~ O`pOM 0. ~ O~ ~ M M M Uy ~~ ~r'NN== Q .... ~ ~~W O ~ N I`~ N O ~~~~~~ ~ a ~ O tir.titi OQq i ~ W ~ ~Q CV tV ~~-ti~ G W CV t n t M ~ 0 ~ N Z _pp pp ~~ pp ~~ _pp~ _pp~ pp ~ t0 CD ~D ~O CC <G g W Z T H z ({~ ~~r/ Y1 LL u d Q C H A 0 a M N a N Q O M 0 N O - BBL Construction Services, LLC TRANSNIITTAL ` No. 00115 i 302 Washington Avenue Ext. Phone: 518-452-8200 Project No: 061041 Albany, NY 12203 BBL Job No: 061041 PROJECT: Adirondack Cardio MOB TO: Town of Queensbury 742 Bay Road Queensbury, NY 12804 ATTN: David Hahn Phone: 518-761-8253 DATE: 8/16/2007 REF; Concrete Cylinder Break test dated 6129/07 Expedition Fax:518-745-4437 WE ARE SENDING: NT FOR ACTION TAKEN: ^ submittals ^ Approval ^ Appravod a. Submitted ^ Lattar Yaur Use ^ Approved as Noted Prints As tad Returned ARer loan ^ Change Order ^ Review and Comment ^ Resubmit ^ Plane ^ Submit ^ Samples ,SENT VIA: ^ Returned ^ S ifioations Attsehed ^ Rodnned for Corrections ^ Other: ^ Separate Cover Vis: ^ Due Date: Item Copies Dtkte Type Description Sub~ittai Rev Ststas' Ol EFIle Evergreen Testing -Concrete Filed Observation Report dated NEW 6/29/07 (Cylinder Break test) < < < Distribution > > > BBL Carlton Joe Thefts - Hotne 39 Weaver Waterford NY 12188 Signed: ~,_ Jacek Wozniak ® Ng.1 of 1 Expedition BBL Construction Services, LLC TRANSMITTAL No. 00130 302 Washington Avenue Ext. Phone: 518-452-8200 Project No: 061041 Albany, NY 12203 BBL Job No: 061041 PROJECT: Adirondack Cardio MOB DATE: 8129/2007 TO: Town of Queensbury REF; Concrete Cylinder Break test dated ?42 Bay Road 7116/07 Queensbtny, NY 12804 Expedition ATTN: David Hatin Phone: 518-761-8253 Fax: S 18-745-4437 WE ARE SENDING: SENT FO ACTION TAKEN: ^ submittals ^ l,~ ^ Approval Yaa Use ~ Approved as submitted Approved as Noted Prints As Rationed ARtr loan ^ p~ ^ Review aml Camnieat ^ Resubmit ~ P1ans ^ SENT VIA: ~ Submit ^ °ed ^ S ifications Attached ^ Retutaed for Corrections ^ other: ^ Separate Cover via: ^ Due Date: Item Copies Date Type Tfeecrlptloo O1 EFIle Evergreen Testing -Concrete Filed Observation Report dated 7116/07 (Cylinder Break test) Snbralttat Rev. Stahnt NEW < < < D[strlbutfee > > > BBL Carlton Jce Diotte 6 Corporate Circle, Queensbury NY 12801 Phone:518-745-0580 FAX:518-745-0581 Sigaed:_~_ Jacek Wozniak ® Mort DENTE ENGINEERING, P.C. p 594 Broadway Watervliet, New York 12189 Phone: 518-266-0310 Fax: 518-266-9238 p PO Box 482 Orchard Park, New York 14127 Phone: 716-649-9474 Fax: 716-648-3521 LETTER OF TRANSMITTAL DATE: August 16, 2007 Project No. FDE-07-103 Adirondack Cardiology -Special inspections TO: Mr. Dan Wilaon BBL Construction Services 302 Washin ton Avenue Extension Alban NY 12203 DCDAQT CAI~`_f nc~r1• r10TFS` i ~p6 ' CONCRETE: ~ ~~~ ~, 0 7-16-07-1, 7-16-07-2 DENSITY: ~, . ;L- ~ ~. ~~ r ; ,• ~'~ ~ ~~ SITE OBSERVATION: MORTAR (C109): REINFORCING STEEL: SIEVE AND PROCTOR: . ,~ .~ ~,, DISTRIBUTION: 'a n O e~rt N W n+ S a v S A ~I eP ~' d m IV ~ -1 m ~ ~ ~ ~ t t ~ VI CJI N ~ 1J ~p ~A GJ G~ Z ~ ~ ~ ~ ~ ~ O 1 ~°in+cODi~gn°~°i~°n ~ cn o m oo - . m~ 3m ~ ~'j ~~~~ O -+ -+ N N bba~ o~ ~ J ~- .~i ..1 .i J ~ '~~ '~ ~ww N c i . . :ta _a ~ .a W Oo p ~ 71 ~ n C J ~i ~- .A ..- J r N N W W W~ ~ ~.- ~i J (~ S2~~vv "' a ~ ~ m v 0 ~~ 000 ~ ~ N v N ~ooo y ~ '~ I , 6 A ~ ~ 3 ~ ~ 3 N ~ ~ C ~ O -w ~ L ~ m '~ W m o d ~ 0 ~ ~' ~ a g 3, .. ~' L ~ ~~ J 2 C OJI N '~ P( r1 ~1 O ~' o ti~ ~ ~ ~ s ~ ~ ~' 1 ~ i j +~y ~ s ~' ~ ~ ~ •~ i r ~ ~~ r 7 A ~, -~ ~, ^ ~ _ ~ - ~ ,~ .~ N N ~ D 'O N o ~~ ~ ~ ~~ P ~ ro so z p ~ w ~ ~ ~' O Z Ao Z 5 C m ran 5 z n O z~ H~ ~ ~ ~55 oT ~d ~ Z N °z 0 H~ 0 cn N O .n w N W n ~i oNo w w S OND a s ~i w ~~ O ,vv MW ~ v v b ~~ '`' o o~~~~ ~ = N N ~- tt- ~~+ c c~~ t b c'~ b b ~1~i rtl rr~ ~~~~ c i i ~ r ~ J ~.i J N W W ~ ~ N y I C ~ ~ ~ ~ Q~ w ~ a~ bo bo j m ~ ==O~oo~~ '~m Hn O ~ ~ WW.pp.. ~ V '~j _" OD o000 ~~ ~ ~~ ~ ,'p ~ ~ -i °~ ~ ~i ° ~ i ~ ~ - ~ ~ ~ ~i 0 ~~ ~ a ~ O S '~ ~ ~ . ~ ~ ~ o ~€ J o A Z 0 x _ 8 ~ ~~ $o' m o ~' i ' I t Da 1 ~ -~ p ~ ~ zz fA ~~ v C ~ > ~ ~ N ~3 ~ s -~ ~> >~ `~ -~ g ~ Q ~ 3 o~ 2 ~ ~o m n n A~ W H ~. ~~ ~~ d ~ Z Y~ N C~ 0 H~ 0 m w m N w 0 T N Framing / Firestopping Inspection Report Office No. (518) 761-8256 Date Inspe Queensbury Building & Code Enforcement Arrive:' 742 Bay Road, Queensbury, NY 12804 Inspector's NAME: !/J G LOCATION: C..~ TYPE OF STRUCTURE: 2-y~,.. ~7 PERMIT #: ~ ~ ~ ~- I INSPECT ON: Y N N/A Framing Attic Access 22" x 30" minimum Jack Studs /Headers Bracing /Bridging Joist hangers Jack Posts /Main Beams Exterior sheeting nailed properly 12" O.C. Headroom 6 ft. S in. Stairwells 36 in. or more Headroom 6 ft. 8 in. Notches /Holes /Bearing Walls Metal Strapping for Notches Top Plate 1 `/z w 16 au a 8) 16D nails each side Draft stopping 1,000 sq. ft. floor trusses Anchor Bolts 6 ft. or less on center e and water shield 24 inches from wall Fire separation 1, 2, 3 hour Fire wall 2, 3, 4 hour Firestopping Penetration sealed 16 inch insulation in cavi min. Garage Fire Separation House side '/z inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceilin wall Windows Habitable Space /Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above /below grade 5.0 sf ade COMMENTS ~j~ ~nP~\ q~~ ~,~~. i Framing /Firestopping Inspection Report Office No. (S18) 761-8256 Date Inspection Queensbury Building & Code Enforcement Arrive: f~- 742 Bay Road, Queensbury, NY 12804 Inspector's Imti~ NAME: ~1 LOCATION: TYPE OF STRUCTURE: Y N N/A Framing Attic Access 22" x 30" minimum Jack Studs /Headers Bracing /Bridging Joist hangers Jack Posts I Main Beams Exterior sheeting nailed properly 12" O.C. Headroom 6 ft. 8 in. Stairwells 36 in. or more _ Headroom 6 ft. 8 in. Notches /Holes /Bearing Walls Metal Strapping for Notches Top Plate 1 %z w 16 au e 8 16D nails each side Draft stopping 1,000 sq. ft. floor trusses Anchor Bolts 6 ft. or less on center Ice and water shield 24 inches from wall _. Fire separation 1, 2, 3 hour Fire wa112, 3, 4 hour Firestopping Penetration sealed ~ 16 inch insulation in cavi min. Garage Fire Separation House side '/z inch or S/8 inch Type X Garage side S/8 inch Type X Ceilin wall Windows Habitable Space /Bedrooms 24 in. (H) 20 in. (W) S.7 sf above /below grade S.0 sf ade PERMIT #: C/ INSPECT ON: ro~ COMMENTS ~ ~ ./~_ Framing / Firestoppin,g Inspection Report ' Office No. (518) 761-8256 Queensbury Building & Code Enforcement 742 Bay Road, Queensbury, NY 12804 NAME: LOCATION: TYPE OF S'i Date Ins e Arriv:,: Inspector's Y N N/A Framing Attic Access 22" x 30" minimum Jack Studs /Headers Bracing /Bridging Joist hangers Jack Posts /Main Beams Exterior sheeting nailed properly 12" O.C. Headroom 6 ft. 8 in. Stairwells 36 in. or more Headroom 6 ft. 8 in. Notches /Holes /Bearing Walls Metal Strapping for Notches Top Plate 1 '/z w 16 au e 8 16D nails each side Draft stopping 1,000 sq. ft. floor trusses r olts or less on center Ice and water shiel 24 inches from wall e se , 2, 3 hour Fire wall 2, 3, 4 hour Firestopping ~ Penetration sealed 16 inch insulation in cavi min. Garage Fire Separation House side % inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceilin wall Windows Habitable Space /Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above /below grade 5.0 sf ade PERMIT #: ~~~ INSPECT ON: COMMENTS w-~~ To \~ Framing /Firestopping Inspection Report Office No. (518) 761-8256 Date Ins e Queensbury Building & Code Enforcement Arrive: 742 Bay Road, Queensbury, NY 12804 Inspector's NAME: ~ LOCATION: ~CQ Q~ TYPE OF STRUCTURE: nFFjf E BLOC-~. Y N N/A Framing ~ Attic Access 22" x 30" mi imum Jack Studs /Headers Bracing /Bridging Joist hangers ~ Jack Posts /Main Beams Exterior sheeting nailed properly { 12" O.C. Headroom 6 ft. 8 in. Stairwells 36 in. or more ! Headroom 6 ft. 8 in. Notches /Holes /Bearing Walls i Metal Strapping for Notches Top Plate 1 '/z w 16 au e 8 16D nails each side Draft stopping 1,000 sq. ft. floor trusses Anchor Bolts 6 ft. or less on center i Ice and water shield 24 inches from wall Fire separation 1, 2, 3 hour Fire wa112, 3, 4 hour Firestopping Penetration sealed 16 inch insulation in cavi min. Garage Fire Separation House side '/z inch or 518 inch Type X Garage side 5/8 inch Type X Ceilin wall Windows Habitable Space /Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above /below grade 5.0 sf ade ' a pm PERMIT #: - ~ INSPECT ON: Q - ~n -D~ COMMENTS LaQ-P~-~cT~o vsj ~- ~ ~h ~ ~ 6 d~~.~~~~gE~? / ~ ~,~-~ ~~ Framing / Firestoppir~g Inspection Re ort Office No. (518) 761-8256 Date Ins ctio req r v Queensbury Building & Code Enforcement Arrive: . L part: am/ 742 Bay Road, Queensbury, NY 12804 Inspector's Initi NAME: ~ ~ PERMIT #: V LOCATION: INSPECT ON: TYPE OF STRUCTURE: Y N N/A Framing Attic Access 22" x 30" minimum Jack Studs /Headers Bracing /Bridging Joist hangers Jack Posts /Main Beams Exterior sheeting. nailed properly 12" O.C. Headroom 6 ft. 8 in. Stairwells 36 in. or more Headroom 6 ft. 8 in. Notches /Holes /Bearing Walls Metal Strapping for Notches Top Plate 1 %z w 16 au e 8 16D nails each side Draft sto in 1,000 sq. ft. floor trusses c or lts 6 ft. r less on center Ice and water shi d 24 inches from wall e separat~ l; 2, 3 hour Fire wall 2, 3, 4 hour Firestopping Penetration sealed 16 inch insulation in cavi min. Garage Fire Separation House side 'h inch or 5/8 inch Type X ~ Garage side S/8 inch Type X Ceilin wall Windows Habitable Space /Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above /below grade 5.0 sf ade ' ~ COMMENTS ~~~ ~'= l0 a~ ~^~. ~`" Framing /Firestopping Inspection Report""'" Office No. (518) 761-8256 Date Ins echo e st cei d: ~ G ~ Queensbury Building & Code Enforcement Arrive: ,. , p a 742 Bay Road, Queensbury, NY 12804 Inspector's Into s: NAME: ~ ~ ~ ~ 6-- Q~~~ ct C "U` ~ ` PERMTT #: ©7 '' r~-7~ LOCATION: INSPECT ON: O 7 TYPE OF STRUCTURE: ~ ~...-_ ~ COMMENTS ~ Y N N/A Framing tc Access 22" x 30" minimum Jack Studs /Headers Bracing /Bridging ~[ 3ei~ hangers Jack Posts /Main Beams Exterior sheeting nailed properly 12" O.C. Headroom 6 ft. 8 in. Stairwells 36 in. or more Headroom 6 ft. 8 in. Notches /Holes /Bearing Walls Metal Strapping for Notches Top Plate i `/z w 16 au e 8 16D nails each side Draft stopping 1,000 sq. ft. floor trusses Anchor Bolts 6 ft. or less on center Ice and water shield 24 inches from wall Fire separation 1, 2, 3 hour Fire wa112, 3, 4 hour Firestopping Penetration sealed 16 inch insulation in cavi min. Garage Fire Separation House side %s inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceilin wall Windows Habitable Space /Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above /below grade 5.0 sf ade 2 NEE tJE'~Q E1J6\~E.~R~ ~cv~~ t~~ `P~«c~W'P~~ of FQan.Jl., Mo~E~c~~~ \ i~~ C~ i 1~~~ ~ N ~ d~,t-t--f~~'Ctc~ ~ /0 l~eafhes;c~ . Rough Plumbing /Insulation Inspect on Report Office No. (518) 761-8256 Date Inspection Queensbury Building & Code Enforcement Arrive: ~ *. 742 Bay Road, Queensbury, NY 12804 Inspector's NAME: ~ LOCATION : ' r TYPE OF STRUCTURE: Y N NIA Rou h Plumbin Nail Plates Plumbin Vent Vents in Place 1 ~/z inch minimum Drain Size Washin Machine Drain 2 inch minimum Cleanout eve 100 feet chap a of direction Pressure Test Drain /Vent Air /Head 5 P.5.I. or 10 ft. above hi hest connection for 15 minutes Pressure Test r ply Piping Air /Head 50 P.S.I for 5 minutes Insulation esidentiai Check Commercial Check er V Attic Vent Duct /Hot Water Piping Insulation If re uired unheated s aces Combustion Air Su I for Furnace Duct work sealed ro erl No duct to e COMMENTS: PERMt1C' #: INSPECT ON r ~~ ~_~ ~- 3 ~ ~~ - L:~Pam Whiting~Building 8c CodesVnspection Fornta~Rough Plumbing Insulation Report.nwised Nov 17 2003.doc Revised February I5, 2005 1~~3 Rough Plumbing /Insulation Inspect on Report Office No. (518) 761-8256 Date Inspection r uest r ed: ° 7 Queensbury Building & Code Enforcement Arrive: am m part: ~ am/pm 742 Bay Road, Queensbury, NY 12804 Ins or's Initial . NAME: ~ LO PERM'lT #: ~~~- ~~~ LOCATION: /p Io~TOV INSPECT ON: ___~` / TYPE OF STRUCTURE: ~- Y N N/A Rou h Plumbin Nail Plates Plumbin Vent Vents in Place 1 ~/z inch minimum Drain Size Washin Machine Drain 2 inch minimum Cleanout eve 100 feet chan a of direction Pressure Test Drain /Vent Air /Head 5 P.5.I. or 10 ft. above hi hest connection for 15 minutes Pressure Test Water Supply Piping Air /Head . for 15 minutes Insulat' Residential Check Commercial Check ro er Vent Attic Vent Duct /Hot Water Piping Insulation If re uired unheated s aces Combustion Air Su f for Furnace Duct work sealed ro erl No duct to e COMMENTS: T~h ~ ~~~ LEA ~ ~Q- "` ~~ W ~rGE~ ~~~lt~t Q-~. L:~Pam Whiting~Building 8c CodesUnspection Forms~Rough Plumbing Insulation Report.revised Nov 17 2003.doc Revised February 1 S, 2005 Rough Plumbing /Insulation Inspection Report Office No. (518) 761-8256 Date Inspection reques c iv Queensbury Building & Code Enforcement Arrive: a /pm a rt: am/pm 742 Bay Road, Queensbury, NY 12804 Inspector's Initial NAME: A~c~a~JDAC'~ CARD, PE T #: ~7--Z~~ LOCATION: fn C'c~RP~e~~ ~ D~'a~F_ INSPECT ON: .~~,~ -~,7 TYPE OF STRUCTURE: Y N N/A Rou h Plumbin Nail Plates Plumbin Vent Vents in Place 1 1/z inch minimum Drain Size Washin Machine Drain 2 inch minimum Cleanout eve 100 feet chan a of direction Pressure Test Drain /Vent Air /Head 5 P.S.I. or 10 ft. above hi hest connection for 15 minutes Pressure Test Water Supply Piping Air /Head 50 P.S.I for 15 minutes Insulation Residential Check Commercial Check Pro er Vent Attic Vent Duct /Hot Water Piping Insulation If re uired unheated s aces Combustion Air Su I for Furnace Duct work sealed ro erl No duct to e COMMENTS: R QC~! ~-C'F~T`S i4 PP~o uRL t 0~ i~P'~~C.~Tio~l, L:~Pam Whiting~Building & CodesUnspection FormsViough Plumbing Insulation Report.revised Nov 17 2003.doc Revised February I5, 2005 archit~`?cts September 21, 2007 To: Town of Queensbury Building and Codes Deparhnent Queensbury, New York 12804 Re: Medical Office Building for Adirondack Cardiology 6 Corporate Circle Queensbury, New York i 2804 Attn: Dave Hatin, Director Dear Mr. Hatin, This is to certify that I have inspected the installation of the exterior wall spray insulation at the job site on this date and that it is installed in accordance with our specifications and drawings. The insulation thickness was measured in 18 separate locations in the exterior walls and found to be an average of 2 1 /8" thick which exceeds our specification requireme;<rt of 2". Please let me know if you need further information. Very truly yours, Robert Hatch AIA Project Architect ti~`~~ ~ R C`~~o°G~~~ s. ,~,~ ~ h~ qtr Q j a ~~ GC r a /ilq ~'~ ~ • * ~+~ No. 0~~25-i +Qdr grfi ~r~ N~~ HCP Architeda, lLP Robert Hatch AIA lames P. Coleman, AIA Daniel Pa-ane, AIA 302 Washington Avenue Extension • Albany, New York 1?203 • p:.516.218.Ob14 • f: 518.218.0612 • www.hcpdesign.com ~Q~ Rough Plumbing /Insulation Inspection Report Office No. (518 761-8256 Date Inspection rep Queensbury Building & CodeNYf 12804 nt Insvpector's Ini 742 Bay Road, Queensbury, r~ 1~3~ NAME: C~iJ PEP LOCATION: ~C~c_--- INS UCTURE• /a ~' ~ ~~ art: - m # : ~~ - ads ON: `TLcP~ v ~ TYPE OF STR . •,~~ Y N N/A Rou h Piumbin Nail Plates p umbin Vent Vents in Place z minimum Drain Size Washin Machine Drain 2 inch minimum Cieanout eve 100 feet than a of direction Pressure Test Drain nt Air Head 5 P.S.I, or 0 ft. a ove hi hest connection for 15 minutes Pressure Test Water Supply Piping Air /Head 50 P.S.I for 15 minutes ' n Residential Check Commercial Check ping Insulation If re uired unheated s aces Combustion Air Su I for Furnace Duct work sealed ro erl No duct to e COMMENTS: _~ ~~~-~ ~ ~~ ~~~~ ~~ ~ L:~Pam Whiting~Buildrng 8c CodesVnspection FormslRough Plumbing Insulation Report.revised Nov 17 2003.doc Revised February 15, 2005 'Y'om n~riec~n ~1 d~iit i~adld~/~ ~ u~ «~'~ Via: qty ~m . ~'~~~~: ~m QM~-~V~~ ~~~ `~~~ Rough Plumbing /Insulation Inspection Report Office No. (518) 761-8256 Date Inspectio~ues ived~ Queensbury Building & Code Enforcement Arrive: a /p epa : Z%h"f? a r 742 Bay Road, Queensbury, NY 12804 Inspector's Initials: NAME: Ac~~e~~ac~, C~ ~o LOCATION : ~o CoR~FLf-~- -_ n~~~ TYPE OF STRUCTURE: Y N N/A Rou h Plumbin Nail Plates Plumbin Vent Vents in Place 1 '/z inch minimum Drain Size Washin Machine Drain 2 inch minimum Clean t eve 100 feet than a of direction rai Vent ~'~ ~---~'~~- Air ead 5 P.S.I. or 0 ft. above hi hest connection for 15 minutes Pressure Test Water Supply Piping Air /Head 50 P.S.I for 15 minutes Insulation Residential Check Commercial Check Pro er Vent Attic Vent Duct /Hot Water Piping Insulation If re wired unheated s aces Combustion Air Su I for Furnace Duct work sealed ro erl / No duct to e COMMENTS: PER # : ~~~~.'~ INSP CT ON: tiD -°I --n 7 L:~Pam Whiting~Building & Codes~Inspection FormsVtough Plumbing Insulation Report.revised Nov 17 2003.doc Revised February I5, 2005 ~~lo W~lu~ ~.y Framing /Firestopping Inspection Report C Office No. (518) 761-8256 Date In ctio~quest received: Queensbury Building & Code Enforcement Arrive: ~ 'J am/p ep 742 Bay Road, Queensbury, NY 12804 Inspector s Imtrals: NAME: LOCATIO TYPE OF Y N N/A Framing Attic Ac 22" x 30" minimum Jack Studs /Headers Bracing /Bridging Joist hangers Jack Posts /Main Beams Exterior sheeting nailed properly 12" O.C. Headroom 6 ft. 8 in. Stairwells 36 in. or more Headroom 6 ft. 8 in. Notches /Holes /Bearing Walls Metal Strapping for Notches Top Plate ~ 1 `/a w 16 au a (8 16D nails each side Draft stopping 1,000 sq. ft. floor trusses Anchor Bolts 6 ft. or less on center Ice and water shield 24 inches from wall Fire separation 1, 2, 3 hour Fire wall 2, 3, 4 hour Firestopping Penetration sealed 16 inch insulation in cavi min. Garage Fire Separation House side `/z inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceilin wall Windows Habitable Space /Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above /below grade 5.0 sf ade am/pm PERMTT #: ~~~~.~ INSPECT ON: CCU . COMMENTS ~o~ ~EA~~JY C (~ Pr--•. br Framing I Firestopping Inspection Report Office No. (518; Queensbury Bui 742 Bay Road, NAME: LOCATION: TYPE OF STRL~ ~ ~~. Y N I N/A Framing 1 Attic s 22" x 30" minimum Jack Studs I Headers ' Bracing /Bridging ~ Joist hangers Jack Posts /Main Beams Exterior sheeting nailed properly 12" O.C. Headroom 6 ft. 8 in. Stairwells 36 in. or more i Headroom 6 ft. 8 in. Notches /Holes /Bearing Walls Metal Strapping for Notches Top Plate 1 '/z w 16 au e 8 16D nails each side _ Draft stopping 1,000 sq. ft. floor trusses ' Anchor Bolts 6 ft. or less on center Ice and water shield 24 inches from wall Fire separation 1, 2, 3 hour Fire wall 2, 3, 4 hour ! Firestopping Penetration sealed 16 inch insulation in cavi min. Garage Fire Separation House side % inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceilin wall ' _ Windows Habitable Space /Bedrooms f 24 in. (H) ~ 20 in. (W) 5.7 sf above /below grade 5.0 sf ade '. ~~ a ~. ON: COMMENTS ~~~~~ ~~ ~~~~ Rough Plumbing Insulation I Office No. (518) 761-8256 Date Inspection request Queensbury Building & Code Enforcement Arrive: ~ am~j 742 Bay Road, Queensbury, NY 12804 Inspector's Initials: NAME: LOCATION: yr TYPE OF STRUCTURE: ,~--mac---~ ~ Y N N/A Rou h Plumbin Mail Plates Plumbin Ven Vents in Place mimum Drain Size Washin Machine Drain 2 inch minimum Cle 100 feet chan a of direction _essure Te Vent Air /Head 5 P. 0 ft. above hi hest connection for 15 minutes essure T upply Piping ~ Air /Head 50 P.S.I for 15 minutes . Insulation Residential Check Commercial Check Pro er Vent Attic Vent Duct /Hot Water Piping Insulation If re uired unheated s aces Combustion Air Su I for Furnace Duct work sealed ro erl No duct to e COMMENTS: I ion Report t 4 #' ON: D- t t~~ ~A~-l._ w~E¢~ Qw~,~,~ ~ ~ ~~`k ` FRo,M F~Uc o~ ~~ov FR~~~~ . ~~ ~~ ~~~ ~~~~ L:~Pam Whiting\Building 8t CodesUnspection Formsutough Plumbing Insulation Report.revised Nov 17 2003.doc Revised February 15, 2005 2~ Framing / Firestopping Inspection Report Office No. (518) 761-8256 Date Insp ction rea Queensbury Building & Code Enforcement Arrive: ~ an 742 Bay Road, Queensbury, NY 12804 Inspector's Initials: ~. .~ C..~- ~ Iv NAME: LOCATION: ~YPE OF STRUCTURE: Y N N/A Framing ss 22" x 30" minimum Jack Studs /Headers Bracing /Bridging Joist hangers Jack Posts /Main Beams Exterior sheeting nailed properly 12" O.C. Headroom 6 ft. 8 in. Stairwells 36 in. or more Headroom 6 ft. 8 in. Notches /Holes /Bearing Walls Metal Strapping for Notches Top Plate 1 %z w 16 au a 8) 16D nails each side Draft stopping 1,000 sq. ft. floor trusses or less on center Anchor Bolts 6 ft . Ice and water shield 24 inches from wall Fire separation 1, 2, 3 hour i Fire wa11.2; 3; 4J~our : Firestoppmg ._ .....~~A ~~ Penetration sealed 16 inch insulation in cavi min. Garage Fire Separation House side %z inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceilin wall Windows Habitable Space /Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above /below grade 5.0 sf ade C..: ti v is PERMIT #: INSPECT ON: COMMENTS ~ r'`~~~ ~~At~ a H~~{ ~CC"Qo~ l~ AFL - .X"~-- VJPt1~--C~'ctp~ ~.\Tc~~ ~c'aLi\ ~~ ~-a~~? ~~~~A~ `~Tc~~~~ ~~~~ '~ ~J~~- Q ~~E ~~ T~ ~~~~ ~~ ~ ~~~6P~c~ Rough Plumbing /Insulation Inspection Report Office No. (518) 761-8256 Date Inspection reque ive . Queensbury Building & Code Enforcement Arrive: ~* art: - ark 742 Bay Road, Queensbury, NY 12804 Inspector's nit NAME: ~a PER #: ~.?~ Z`Y~ LOCATION: i/' INSPECT ON: TYPE OF STRUCTURE Y N N/A Rou h Plumbin Nail Plates Plumbin Vent Vents in Place 1 '/z inch minimum Drain Size Washin Machine Drain 2 inch minimum ea eve 100 feet than a of direction e r Test /Vent Head P.S.I. 10 ft. above hi hest connection for 15 minutes Pressure T st pplY Piping Q,~ Air /Had ~p ~'~' 50 P.S r 15 minutes Ins on Residential Check Commercial Check ro er Vent Attic Vent Duct /Hot Water Piping Insulation If re uired unheated s aces Combustion Air Su I for Furnace Duct work sealed ro erl No duct to e COMMENTS: L:~Pam Whiting~Building & CodesUnspection Forms~Rough Plumbing Insulation Report.ravised Nov 17 2003.doc Revised February 15, 2005 Town of Queensbury Fire Marshal 742 Bay Road Queensbury, NY 12804 761-820SJ761-8206 fax 745-4437 Factory Built Gam Firenlaee /Stove L-suection Resort Notice: New York State requires that all UL Listed, factory built appliances be installed according to the instructions and specifications carrtained in the Installation Manual accompanying the appliance. No deviation from the manufacturer's // instructions or specifications is allowed. !J""S, Permit # 'Z ~ Schedule Inspection / ~+ fj Time ~~ ~ a~ anytime LsMctar Kame ~ L ~1.r~l~~~~~ddress C~ ~~G - gh ~inal_ Appliance Manufacturer Floor Protection Clearances to Combustibles (all sides) Firestop(s) Vertical Chase Wall Penetration Vent Clearances to Combustibles Vent /Chimney Termination Chimney height must be 3 feet above roof penetration; 2 feet above any combustible constraction within 10 feet Gas Shut-Off Valve Combustion Air Hearth Extension (if any) Mantel ~ Height above f/p opening Witness Operation Tank Placement (if LP) white _ ~,~ ~~, Yellow Yes I No I N/A Comments <., ,,.,. Ph~k-Fin Marshal ~, . Direct Vent Factory Built Chimney Flee Size Double Wall Triple Wall Insulated Town of Queenabury Fire Marshal 742 Day Road Qaeensbury, NY 12804 761-8205/761-8206 fax 745-4437 Factory Built Gas Fireplace /Stove Inspection Resort Notice: New York State requires that ail UL Listed, factory built appliances be installed according to the instructions and specifications contained in the Installation Manua! accompanying the appliance. No deviation from the manufacturer's instructions or s cifications is allowed. ~~ //CCry P Permit # ~ ~+~`zJ Schedule Inspection Time anytime Inspector Name Address G~ Rough ~ Final Appliance Manufacturer ~ Model # ^~` ~, ~/ y~~ ~!'~ /- Direct Vent Factory Built Chimney Flue Size ~ Double Wall Triple Wall Insulated Yes No N/A Comments d ~~ ! ~. ~G~t4sx ~ ~ Ftoor Protection ~;/ ~2)~y9- j~~~ ~~~,~Yt Clearances to Combustibles (a11 sides) Firestop(s) Vertical Chase ~( Wall Penetration / 1 Vent Clearances to Combustibles Vent /Chimney Termination Chimney height must be 3 feet above roof penetration; 2 feet above any combustible construction within 14 feet Gas Shut-Ott Valve Combustion Air k Hearth Extension (if any) v~ ~~'~~~ Mantel ~ _ Height above f/p opening ~~, eration ~~~~ Witness Qp !` !"" ~ "" Tank Placement (if LP) ~v~ _ Handing ~~, Yellow Cps r Pink -Fire Mxralwl ~~r' Framing /Firestopping Inspection Office No. (518) 761-8256 Date In pection t Queensbury Building & Code Enforcement Arrive:; 742 Bay Road, Queensbury, NY 12804 Inspewtor s Inttia NAME: LOCATION: CAR ~. TYPE OF STRUCTURE: Y N N/A Framing Attic Access 22" x 30" minimum Jack Studs /Headers Bracing /Bridging Joist hangers Jack Posts /Main Beams Exterior sheeting nailed properly 12" O.C. Headroom 6 ft. 8 in. Stairwells 36 in. or more Headroom 6 ft. 8 in. Notches /Holes /Bearing Walls ~ Metal Strapping for Notches Top~Plate ~ -- 1 %a w 16 au e 8 16D nails each side Draft stopping 1,000 sq. ft. floor trusses Anchor Bolts 6 ft. or less on center ~ Ice and water shield 24 inches from wall Fire separation 1, 2, 3 hour ~ Fire wall 2, 3, 4 hour Firestopping ~ t Penetration sealed 16 inch insulation in cavi min. Garage Fire Separation ' House side'/z inch or 5/8 inch Type X j Garage side 5/8 inch Type X j Ceilin /wall 1 Windows Habitable Space /Bedrooms ~ 24 in. (H) 20 in. (W) 5.7 sf above /below grade 5.0 sf ade 1- ~' ' am/pm PERMIT #: ~_~~. INSPECT ON: ~'L-L-{ -c1-f COMMENTS Town of t2lleensbury Fire Marshal 742 Bay Road t?ueensbury, NY 12804 761-8205 / 761-8206 fax 745-4437 F~ctorv Built Gas Fireplace !Stove Insuection Resort Notice: New York State requires that all UL Listed, factory built appliances be installed according to the instructions and specifications contained in the Installation Manual accompanying the appliance. No deviation from the manufacturer's instructions ors ~ mns is allowed. ~7"~ 1 ~~ ~ an e r~S Permit # Schedule Ins on ~ ~ Time ~ yhm Inspecto ~jt,~ 1~ //'' Name 'mod ~ ~/~jJ//31Q Address 1--,~,- ~~~~'~ Rough In Finai~ ---o-- Appliance ManufaMurer Model # ~}'~ ~ ~y Direct Vent Factory Built Chimney ~ Flue Size r~ Double Wall_~ Triple Wall Insulated Yes No N/A Floor Protection Clearances to Combustibles (all sides) Firestop(s) Vertical Chase Wall Penetration Vent Clearances to Combustibles Vent /Chimney Termination Chimney height must be 3 feet above roof penetration; 2 feet above any combustible construction within 10 feet Gas Shut-Off Valve Combustion Air Hearth Extension (if any) Mantel Height above f/p opening Witness Operation Tank Placement (if LP) White - Building Dept. Yellow Cas r Comments -~.a, ~ Ju~,G., ~,~-~.; Plank-Fire Msrshal Town of Queeasbury Fire Marshal 742 Bay Road Queensbury, NY 12804 761-82051761-8206 faa 745-4437 Factory Built Gas Fire l~ ace /Stove Inspection Report Notice: New York State requires that all UL Listed, factory built appliances be installed according to the instructions and specifications contained in the Installation Manual accompanying the appliance. No deviation from the manufacturer's -7 instructions or specifications is allo/wed~j Permit # ~ /~a y~ Sc edule Inspection ~- O ~ Time /~ ~` pm anytime Inspector i~~ Name ~ V ~3~L Address ~ Rongh l;n Fina~ / __~ Appliance ManufaMurer Direct Vent Model # /IJ /~ Factory Built Chimney~Flue Size ~~ Double Wall Triple Watt Insulated Yes No N!A Comments Floor Protection Clearances to Combustibles (a11 sides) Firestop(s) Vertical Chase Wall Penetration Vest Clearances to Combustibles Vent /Chimney Termination Chimney height must be 3 feet above roof penetration; 2 feet above any combustible construction within 10 feet Gas Shut-Ot'~ Valve Combustion Air Hearth Extension (if any) Maatel Height above f/p opening ~ Witness Uperata /C~ Tank Placement (if LP) White - B~dldinE Dept Yellow r Pink-Fire Marshal architects December 19, 2007 To: Dave Hatin Town of Queensbury Building & Codes Department 742 Bay Road Queensbury, New York 12804 Re: Architect's Certification for 6 Corporate Circle Adirondack Cardiology Associates Dear Mr. Hatin, This is to certify that under the terms of our contract for the above-named facility to provide architectural services, the Adirondack Cardiology Associates building has been completed and is in compliance with all provisions of the construction documents and the construction sections of the New York State Building Code. As the responsible professionals for special inspection of the EIFS system, we reviewed the construction in the field and approve its installation. We ask that a certificate of occupancy be granted for this project. Very truly yours, Q~~ Robert Hatch AIA Project Architect License No.: 12925 ~ ,rc,~ ~ ~ '°~ ~ tC` . ~ o ~ ,t` ` _° t ;~ ~~~' taio. (712;528-1 ~~ O HCP Architects, LLP Robert Hatch AIA James P. Coleman, AIA Daniel Patane, AIA 302 Washington Avenue Extension • Albany, New York 1 2203 p: 51 8.21 8.0614 • f: 51 8.21 8.061 2 • www.hcpdesign.com Framing /Firestopping Inspection Report Office No. (518) 761-8256 Date Inspection Queensbury Building & Code Enforcement Arrive: 742 Bay Road, Queensbury, NY 12804 Inspector's Inity NAME: LOCATION: TYPE OF STRUCTURE: Y N/A Framing Attic Access 22" x 30" minimum Jack Studs /Headers Bracing /Bridging Joist hangers Jack Posts /Main Beams Exterior sheeting nailed properly 12" O.C. Headroom 6 ft. 8 in. Stairwells 36 in. or more _ Headroom 6 ft. 8 in. Notches /Holes /Bearing Walls Metal Strapping for Notches Top Plate 1 '/z w 16 au e 8 16D nails each side Draft stopping 1,000 sq. ft. floor trusses Anchor Bolts 6 ft. or less on center Ice and water shield 24 inches from wall Fire separation 1, 2, 3 hour Fire wa112, 3, 4 hour Firestopping Penetration sealed 16 inch insulation in cavi min. Garage Fire Separation House side `/z inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceilin wall Windows Habitable Space /Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above /below grade 5.0 sf ade Y am/pm PERMIT #: INSPECT ON: - COMMENTS RECD, vEo R~PP~~ ~L ~--~~~R ~~~ flP~C~~~~ ~eJ ~3 ~1 ~., fl t ~J G ~ U~ (~ ~L ~'~J1~1T1a~ architects December 19, 2007 To: Dave Hatin Town of Queensbury Building & Codes Department 742 Bay Road Queensbury, New York 12804 Re: Architect's Certification for 6 Corporate Circle Adirondack Cardiology Associates Dear Mr. Hatin, This is to certify that under the terms of our contract for the above-named facility to provide architectural services, the Adirondack Cardiology Associates building has been completed and is in compliance with all provisions of the construction documents and the construction sections of the New York State Building Code. As the responsible professionals for special inspection of the EIFS system, we reviewed the construction in the field and approve its installation. We ask that a certificate of occupancy be granted for this project. Very truly yours, Robert Hatch AIA Project Architect License No.: 12925 C:~ c3` ~ ~,. , ~ Tr.,S, ~~~ ri ~..,. ~ ` ~ tao. o~z~as-~ ~~ ~~~F ©F N~~ ~~ HCP Architects, LLP Robert Hatch AIA James P. Coleman, AIA Daniel Patane, AIA 302 Washington Avenue Extension • Albany, New York 12203 • p: 518.218.0614 • f: 518.218.0612 • www.hcpdesign.com Framing / Firestoppin Inspection. Report Office No. (518) 761-8256 Date :inspection Queensbury Building & Code Enforcement Arrive:: 742 Bay Road, Queensbury, NY 12804 Inspec;tor's Initi~ NAME: A D~ R~.~.~` ~i y~: ~-} Rf~ f ~ 6, LOCATION: ~ f -{~(~ R ~~"~~~~ TYPE OF STRUCTURE: Y N/A Framing Attic Access 22" x 30" minimum Jack Studs /Headers Bracing /Bridging Joist hangers Jack Posts /Main Beams Exterior sheeting nailed properly 12" O.C. Headroom 6 ft. 8 in. Stairwells 36 in. or more Headroom 6 ft. 8 in. Notches /Holes /Bearing Walls Metal Strapping for Notches Top Plate 1 '/z w 16 au e 8 16D nails each side Draft stopping 1,000 sq. ft. floor trusses Anchor Bolts 6 ft. or less on center Ice and water shield 24 inches from wall Fire separation 1, 2, 3 hour Fire wa112, 3, 4 hour Firestopping Penetration sealed 16 inch insulation in cavi min. Garage Fire Separation House side '/z inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceilin wall Windows Habitable Space /Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above /below grade 5.0 sf ade am/pm PERMIT #:_j_ ZyS INSPECT ON: ~ ~ ;-7~-p`~ COMMENTS P.~~t~~v ~ ~~~~~~ ~~.o~ Pry o~ b~; ~,~~ ~-o~tJ~'AllolJ ~op~ ~T~ F ~'A~i tJ~~ 1 "x`155 F2,ptc'11~ 1~L ~~D F~1~irJ6 Engnee December 3, 2007 BBL Construction Services, LLC 302 Washington Avenue Eat. Albany, N.Y. 12203 Attn: Dan Wibon Project Manager P.C. 1399 Vschers Ferry Road, Clifton Park, New York 12065 • Phone (518) 373-8818 Fax (518) 373-8821 SUBJECT: Adirondack Medical Structural Inspections Dear Dan, This letter will serve as my notification that I have observed, on numerous occasions, the construction of the building foundations, wood stud framing, roof truss installation and structural steel installation. All work appears to be in conformance with the structural plans provided for the building permit. Yours truly, `~(.~ Michael R. Hutsenpiller, P.E. President Cc: file 3°30 ~ar Inspection for Permit to Occupy Fire Marshal's ®ftiCe Request Recd Permit No. L~ Town of Queensbury 742 Bay Road Queensbury, NY 12804 Phone: (518) 761-8206 Fax: (518) 745-4437 T of Ins action N/A lfss No EXITS: Exit Access Exit Enclosure Exit Dischar e AISLES: Main Aisle Width Secondar Aisle Width EXIT SIGNAGE Si n -normal SI n -batter EVAC si ns in rooms TRUSS ID SIGNAGE EMERGENCY LIGHTING FIRE EXTINGUISHER: Hun Ins action of extin wisher FIRE ALARM SYSTEM Fan Shutdown Fire S rinkler S tam Fire Su ression -kitchen Fire Su ression -Gas Islan Generator Hood Installation Elevator Interior Finishes Stora e Com ressed Gas Clearance to S rinklers Clearance to Electrical Electric Wirin Enclosed /Labeled Combustible Waste Vehicle Im act Protection Knox Box F.D. Si na e - Utilit Rooms No Smokin Si ns Maximum Occu anc Si Emer enc Evacuation Plan COMMENTS ~ ~~~ ~. ~ s ct~h ~ c ~, ~ C ~ c~ ~4 ~ i Y.. Spy'!. ~ 4^ '~c~ivr-- '~' L.~ ~i' ~a~. c~ 4 `Lr~ uc ~ c~K" ~l4 NACe~ 4 ~ ~~ PP,~ `1~ ~" ~ 'C 4-' C~ t m- ~S v pproved (If no other approvals apply, the B & C Ofilce will issue th C ificat of Occupancy) Denied /call for Recheck cJ ~- Inspected By: _ ~_~ ^~~p ! !~ Scheduled Inspection Date: __ ~,Z„/~~ Time: ~ p'"'~ Business Name: _ Location: L:\FireMarshal\New Folder\permitto occupyform.doc ~~ ~~~ ~~ Town of Queensbury Fire Marshal 742 say Road Queensbury, NY 12804 761-8205 / 761-8206 faa 745-4437 Factory Built Gas Fireplace /Stove Inspection Report Notice: New York State requires that all UL Listed, factory built appliances be installed according to the instructions and specifications contained in the Installation Manual accompanying the appliance. No deviation from the manufacturer's instructions or]speci//fications is allowed. /,~, Permft # edule Ins on . S~h pecti 1 Z /Z$/a Time ~ ~~ ~ am - ~ anytime Inspector" ~`S J I/.` /~ A r J/ /! A tai "~ ROUgh Id Final Appliance Manufacturer/~/,~~ /~/~'~ ~1" i~~~S Model Direct Vent Factory Built Chimney Flue Size Double WaU Triple Wall Insulated Yes (Na I N/A ~ Comments Floor Protection Clearances to Combustibles (a11 sides) Firestop(s) Vertical Chase Wall Penetration Vent Clearances to Combustibles Vent 1 Chimney Termination Chimney height must be 3 feet above roof penetration; 2 feet above any combustible construction within 10 feet Gas Shut-Off Valve Combustion Air Hearth Extension (if any) Mantel Height above f/p opening Witness Operation Tank Placement (if LP) ~~ ~~~~ ~~~~ White - B~dldip= Deik. ~ Yellow ~- Cast~aner ~ Philc -Fire Marshal /1~~~ .3 3 ~ ~" Town of Queensbury Fire Marshal 742 Bay Road Queensbury, NY 12804 761-8205 / 761-8206 faa 745-4437 Factory Built Gas Fireulace /Stove Insuection Resort Notice: New York State requires that all UL Listed, factory built appliances be installed according to the instructions and specifications contained in the Installation Manual accompanying the appliance. No deviation from the manufacturer's instructions or specifications is allowed. Permit #~~~~~ Schedule Inspection 12I~ ~b~ Time ~% ~ am~ anytime Inspector ~F'' J Name Address ~(~~i~' /~jQy Rough In Final' Appliance Manufacturer _ Model # ~t~l/~~~,~?jl~d' G Direct Vent Factory Built Chimney Ftae Size Double Wall Triple Wall Insulated Yes No N/A Floor Protection Clearances to Combustibles (a11 sides) Firestop(s) Vertical Chase Wall Penetration Vent Clearances to Combustibles Comments Vent /Chimney Termination Chimney heaght must be 3 feet above roof penetration; 2 feet above any combustible construction within 10 feet -`~ ~~j - ~~ Z~ '' ~ Lf Gag Shut-Off Valve Combustion Air Hearth Extension (if any) Mantel Height above Up opening Witness Operation Tank Placement (if LP) White - B~=1~P~ Yellow r Pfink-Ffre Marshal Commercial Final Inspection Office No.: (518) 761-8256 Date Inspection Queensbury Building & Code Enforcement Arrive: ~, 742 Bay Road, Queensbury, NY 12804 Inspector's Initi~ NAME: ~1 ~ PERMIT : ~~ LOCATION: _`~_~ DATE: - 3 ~ 3~ ~rJ Depart: ~~ ~ am/ Y N NA Chimne / "B" Vent /Direct Vent Location Plumbin Vent Throu h Roof 6" /Roof Com lete Exterior Finish /Grade Com lete 6" in 10' or E uivalent Interior /Exterior Guardrails 42 in. Platform J Decks Interior /Exterior Banisters 4 in. S acin Platform /Decks Stair Handrail 34 in. - 38 in. / Ste Risers 7" /Treads 11" Vestibules For Exit doors > 3000 s . ft. All Doors 36 in. w/Lever Handles /Panic Hardware, if re uired Exits At Grade Or Platform 36 w x 44" 1 /Cano or E uiv. Gas Valve Shut-off Ex osed & Re lator 18" Above Grade Floor Bathroom Waterti t I Other Floors Oka Relief Valve, Heat Trap /Water Temp.110 Degrees Maslmum Boiler /Furnace Enclosure 1 hr. or Fire Extinguishing System Fresh Air Supply for Occupancy /Ventilation Combustion Low Water Shut Off For Boilers Gas Furnace Shut Off Within 30 ft. or Within Line Of Site Oil Furnace Shut Off at Entrance to Furnace Area Stockroom/Storage/Receiving/Shipping Room (2 hr.), 1 '/2 doors > 10% > 1000 s . ft. 3/a Hour Corridor Doors & Closers Firewalls /Fire Separation, 2 Hour, 3 Hour Complete /Fire Dam ers /Fire Doors Ceilin Fire Sto in , 3,000 s . ft. Wood Frame Attic Access 30" x 20" x 30" (h), Crawl Space Access 18" x 24" Smoke Vents Or Fan, if re uired Elevator O eration and Si a e /Shaft Sealed Handica ed Bathroom Grab Bars /Sinks /Toilets Handica ed Bath / Parkin Lot Si na e Public Toilet Room Handica ed Accessible Handica ed Service Counters, 34 in., Checkout 36" an i Handrails Continuous/12 in. Beyond [Both sides] Active Listenin Sg ystem and Si a e Assembl S ace Final Electrical Site Plan /Variance re uired Final Surve ,New Structure /Flood Plain certification, if re . As-built Se tic S stem La out Re uired or On File Buildin Number or Tenant Address on Buildin or Drivewa Water Fountain or Cooler Buildin Access All Sides b 20' / Driveable Surface 20' wide Oka To Issue Tem or ermanent C COMMENTS: --~ ~~ ~ MR~~~ ~~~~~~~ ~w)E~~ To ~ '~-~J l 'EvJ E~ 8~ C-~.~A1~ L3P~ol~~ -~~~v-~ ~~ a~ o~ (~ pP~~3~~~ Oka To Issue C/C ~ ~~~ L:\Building & Codes Forms\Building & Codes\Inspection Forms\Commercial Final Inspection Report.doc At~~E~~tir.~ -Ti ~.. Commercial Final Inspection Report Office No.: (518) 761-8256 Date Inspe~ Queensbury Building & Code Enforcement Arrive: 742 Bay Road, Queensbury, NY 12804 Inspector's NAME: _~Q `~ PERM] LOCATION: fl DATE: Depart: ~~a~ ,~ ...._ Y N NA Chimne / "B" Vent /Direct Vent Location Plumbin Vent Throu Roof 6" /Roof Com lete Exterior Finish /Grade Com lete 6" in 10' or E uivalent Interior /Exterior Guazdrails 42 in. Platform /Decks _ Interior /Exterior Balusters 4 in. S acin Platform /Decks Stair Handrai134 in. - 3$ in. / Ste Risers 7" /Treads 11" Vestibules For Exit doors > 3000 sq. ft. All Doors 36 in. w/Lever Handles /Panic Hardware, if re uired Exits At Grade Or Platform 36 w x 44" 1 /Cano or E uiv. Gas Valve Shut-off Ex osed & Re lator 18" Above Grade Floor Bathroom Waterti t /Other Floors Oka Relief Valve, Heat Trap / Water 'T'emp. 110 Degrees Maximum Boiler /Furnace Enclosure 1 hr. or Fire Extinguishing System Fresh Air Supply for Occupancy /Ventilation Combustion Low Water Shut Off For Boilers Gas Furnace Shut Off Within 30 ft. or Within Line Of Site Oil Furnace Shut Off at Entrance to Furnace Area Stockroom/Storage/Receiving/5hipping Room (2 hr.), 1 'h doors > 10% > 1000 s . ft. 3/a Hour Corridor Doors & Closers Firewalls /Fire Separation, 2 Hour, 3 Hour Complete /Fire Dam ers /Fire Doors Ceilin Fire Sto in , 3,000 s . ft. Wood Frame Attic Access 30" x 20" x 30" (h), Crawl Space Access 18" x 24" Smoke Vents Or Fan, if re uired Elevator O eration and Si a e /Shaft Sealed Handica ed Bathroom Grab Bars /Sinks /Toilets Handica ed Bath / Parkin Lot Si na e Public Toilet Room Handica ed Accessible Handica ed Service Counters, 34 in., Checkout 36" Handicapped Ramp /Handrails Continuous/12 in. Beyond [Both sides] Active Listenin S stem and Si a e Assembl S ace Final Electrical Site Plan /Variance re uired Final Surve ,New Structure /Flood Plain certification, if re . As-built Se tic S stem La out Re uired or On File 't '~ Buildin Number or Tenant Address on Buildin or Drivewa Water Fountain or Cooler Buildin Access All Sides b 20' / Driveable Surface 20' wide Oka To Issue Tem . or Permanent C/O Oka To Issue C/C COMMENTS: C~ ~:~'°~ F~ 7 ~QD`~ ~~~~' ~~~~~ L:\Building & Codes Forms\Building & Codes\Ittspection Forms\Commercial Final Inspection Report.doc ... ,, . „. ., ;~ .~ a ,, d :fir:. inspection for Permit to Oc cupY fire Marshal's UftIC@ Request Recd ~7 ~ ~~ Town of Queensbury Permit No. 742 Bay Road . Queensbury, NY 12804 Scheduled Inspection Date: ~ ~~ a ~ , j Time: Phone: (518) 761-8206 Business Name: Fes: (518) 745-4437 Location: __~ ,t,~,Qit~ l,~,7,y~, COMMENTS hog- i ~ oa.~,~~z ~ ~r lN~s~uc. ,ray ~s~ ~~~~ ^ Approved (if no other approvals apply, fhe B & C Office will issue the Certificate of Occupancy) ~'tienied /call for Recheck ` Inspects By: ~ ~ - -~ L:\FreMarshal\New Folder\permitto occupYform.doc __ _ _: Engines~l~g, P.C. u o~-Z~s Job ~ Dept. JOB TITLE ~G BY_Date M.Ckd. Date_ DESIGN AREA J~,9wi~ ~s C.Ckd. Date Sheet i of z Reference ~~~- /SPsT~ -- vL = . Za"~To f . B~ '`~~ (~ G , ~ ~ 5ps1n ~- 85yS ~ /~~~, ,YZ. • 49sic~ ,~ ~~ ~~ G,J 2 a ~~ T;~.., T~ /.~i~.. ~.r (/+'~+r~a+c. ~.. ~c~-- o~ a ) 7 %~.. ~' c ~e u ~, s /~. /4's ~t-4c7a.-z ./mot, ~":~/~~T~ - 5~Ue~.s`'~: $ ~:•'s` ,~~ ~:,.,...+:~ ~Zorr-%i~.s~s v~rTc~ srs /d '~ ,'vlitcT /l~s~ Zw~ Enginssring~ P.C. Job ~ Dept. JOB TITLE ~.~, BY=Date M.Ckd. Date DESIGN AREA~,¢ C.Ckd. Date r"'w'~ ~O'''as Sheet 2 of ~ ~~~. s ~~ ,~~ ~ 0 72o/L~ c„~, 5, ~ / ' H~.7i3,~. 77 Loo. .yF~...s~iz. d ~ C,o~~ ~- z~~/~lr~ f 93G ~~ ~~~ GB Coafl V. G, ~ ~~S'`/ toy` / 7L~ Reference ~~} ~3 4 ti - -~ • I „ air ~~ ,n. / 1 1 , ~~ ~- 1 ~~ ~ 1 ~ ~! 1: ~ r 1 .~ a~,. ~ -- ~ r . _ ..__ 1~ , , ~, I~- o ~ 1 _ ~, I ~I `~-~ - - --~-1---= n - ~. 1 _~_ ( ~ tg I ~ _ ~ . i I _'T___~~~: --~-~- 11 '~ ~ __ ~ ~ 1 ~ ---~----~ ~WtT ~ ~ ~ -~'~ x W12X40 1 _ ~.. ,~ - --~ ~. o - - - 1 N _.~ f _-_::.._ .~~~~r W12X40 ~ ~~'_ f I 1 ~• ~- N `~ ~ ~~ ~.O T 1 ___ .w ti ~' ~ 1 V - 1 ~ " 1 .~ ~ I , ~ c .: , `, h ' wt2 Wt2X. I• w ~ --- - -- _6 _ _) I, __ ~0 ~ ` ~ ~ ' i $ o t ~.W.~... l ~~_.__~ !~~ I r : ~:. - w 1 A~ ,~ , . __ ~.; ~ ; M. __ ~ _. ~, ~- _ - ~ F -__ ~ h ~ . -~ ~ N .- ---a + :=_: ~,r ~ i a/{'L 1'{J V O p f ~ ~ r ~j~ 41'-,7 1/4' M-C r ~ /r -,o ,fir-~~ r-a' ~ ~r-s ~ -s' •-o' .~ ' ~ ~ Imo' ° ~ ~t G ~ ~ ® ~ N e -- j~ p G ~, ~ s:.... z ~ r O ~ O A I v ~ (~ ~ S D w ~ !O Z ,. 1 w 1 ~ 1 " iV , ~ :~ , ; I '~ ~ ' ___ _ z~..._.:_ o ~' f~ 3 ~o ~ 7 0 $ ~ m ~ ~' ~ v D W1 40 a W12X . ~ W12X ~ ~ . - - __ _....__ _~ ~ W - ~ i 1V `=/ ~ o. - ; '~0 ~ r ....... . • 8 ~ D ~. ! c~ Z ~. 1 - ~ ~ S ~~ N _ ______ D O O N n ~ V ~ o - ~ - ~ __-_ ^ -L r - - o _ ' 8 --_ ~ ~ ~ _-_ - r~ _ 111 S ~ ~_, b X40 A ' W7 2X40 , . ~ ------- o _.~_ W72X40 W72X ~ ~~ ~ O ... S _~~ m ~ ~, __ n °r ~ u ~ ~ _ - o~ - ~~ ~' ~ D o . - __~- - -~_ - D ~ ....... _ D ., _~- m ` _ ~7 ~ - v _~1 J ~ vl ~ ~o ~~ N j ~ O ~ ~ ~0 _ v ~ ~ '~ _~- Asa ~- ® w ~ ~ L w~ xao ~ D wi 40 ~ w x4~W c w ~~ -- ~ O ~, ° ~,, `~ ~` O '~9 D `,t- [~ o c~ ~ n - ° ~ $ D ~ (~ ~ C ~ N rTi D r -i -i m A ~ m ~ o g ~---... ------ - r ----- ---------- - ~ ^ -,o O a a Frame Static Anal sis Re ort for AdirlNed Pa e 51/57 ELEM L 2 ea N O D E P R I S M A T I C R E A M E L E M E N T -- E C EMENT p NppE SI@i CONVENTION BEAM DESIQiER3 R8 PORT S NO C OMB NO AXIAL TORSION SBEAR X MDMBNT Y MAX MOM/DEFL DIST SBEAR Y MOtlfiNT X MAX MOM/DEET. DIST 7 212 0.0569 -0.0001 -0.0003 0.0055 215 0.0564 -0.0001 -0.0003 0 0007 1 . -0.0002 8.28 -2.1228 0.0000 0.0749 9.43 B 212 0.0000 0.0000 0.0000 0.0000 215 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 9 212 0.0539 -0.0007 -0.0015 0.0315 215 0.0539 -0.0007 -0,0015 0 0090 5 . -O.OD11 8.27 -12.0763 O.OODO 0.4239 9.93 NO®E ~~ R E A C T I O N S NO COMB (* Indicates Reactions Occur in Nodal Local System) BX PY PE ~ MY MZ Units: K K K K -Ft K -Ft K -Ft 1 1 2 0.0013 14.8338 0.0000 0.0000 0 0000 0.0002 2.2251 0.0000 0.0000 . 0 0000 0.0000 3 0.0006 6.7395 0.0000 0.0000 . 0 0000 0.0000 9 0.0010 11.1253 0.0000 0 0000 . 0.0000 5 0.0010 11.1253 0 0000 . 0.0000 0.0000 6 0.0002 2 0179 . 0.0000 0.0000 0.0000 7 0 0002 . 0.0000 0.0000 0.0000 0.0000 g , 2.9668 0.0000 0.0000 0.0000 0 0000 9 0.0000 0.0000 0.0000 0.0000 0.0000 . 0 0000 0.0010 11.8670 0.0000 0.0000 0.0000 . 0.0000 2 1 -0.0000 38.4066 0.0002 0.0000 0 0000 2 -0.0000 5.1945 0.0000 0.0000 . 0 0000 0.0000 3 -0.0000 17.1571 0.0001 0.0000 . 0 0000 0.0000 9 -0.0000 28.8050 0.0001 0.0000 . 0 0000 0.0000 5 -0.0000 28.8050 0.0001 0.0000 . 0 0000 0.0000 6 -0.0000 9.7097 0.0000 0.0000 . 0 0000 0.0000 7 -0.0000 6.9260 0.0000 0.0000 . 0 0000 0.0000 g 0.0000 0.0000 0.0000 0.0000 . 0.0000 0.0000 0 0000 9 -0.0000 31.4607 0.0001 0.0000 0.0000 . 0.0000 3 1 2 -0.0000 90.1766 -0.0002 0.0000 O.OODD 0.0000 3 -0.0000 5.5999 -0.0000 0.0000 0.0000 0.0000 9 -0.0000 18.0299 -0.0001 0.0000 0.0000 0 0000 -0.0000 30.1329 -0.0001 0.0000 0.0000 . 0 0000 5 6 -0.0000 30.1329 -0.0001 0.0000 0.0000 . 0.0000 7 -0.0000 5.0766 -0,0000 0.0000 0.0000 0 0000 e -0.0000 7.4658 -0.0000 0.0000 0.0000 . 0.0000 9 o.D000 o.oooo o.oooo D.oooo o.oooo 0.0000 -O.U000 32.7107 -0.0001 O.000O O.000U O.000U 9 1 0.0000 60.0085 -0.0001 0.0000 0.0000 0 0000 2 3 -0.0000 7.7728 -0.0000 0.0000 0.0000 . 0.0000 9 0.0000 26.6378 -0.0000 0.0000 0.0000 0 0000 0.0000 95.0063 -0.0001 0.0000 0.0000 . O OODO 5 6 0.0000 95.0063 -0.0001 0.0000 0.0000 . O.OD00 7 -0.0000 7.0979 -0.0000 0.0000 0.0000 0.0000 8 -0.0000 10.3638 -0.0000 0.0000 0.0000 0.0000 9 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 49.6997 -0.0001 0.0000 0.0000 0.0000 5 1 -0.3712 59.0891 0.0000 0.0000 0.0000 0 0000 2 3 -0'0479 10.8088 0.0000 Q.0000 0.0000 . 0.0000 4 -0.1699 27.7862 0.0000 0.0000 0.0000 0.0000 '0.2789 94.3168 0.0000 0.0000 0.0000 0.0000 Frame Static Anal sis Re ort for AdirMed --z Pa e 52/57 ~$ ~~ R E A C T I O N 3 N (* Indicates Reactions Occur in Nodal Local System) O C01+~ PX PY P2 MX ~ ~ 5 '0.2789 99.3168 0.0000 0.0000 0 0000 6 -0.0430 9.8000 0.0000 0.0000 . 0 0000 0.0000 7 -0.0632 19.9117 0.0000 0 0000 . 0.0000 8 0.0000 0.0000 0 0000 . 0.0000 0.0000 9 -0.3060 99.6779 . 0 0000 O.OODO 0.0000 0.0000 . 0.0000 0.0000 0.0000 6 1 2 -0.0009 13.3263 0.0000 0.0000 0.0000 0 0000 3 -0.0001 1.9989 0.0000 0.0000 0.0000 . 0 0000 q -0.0002 6.0501 0.0000 0.0000 0.0000 . 0 0000 5 -0.0003 9.9997 0.0000 0.0000 0.0000 . 0 0000 6 -0.0003 9.9997 0.0000 0.0000 0.0000 . O OD00 7 -0.0000 1.8129 0.0000 0.0000 0.0000 . 0 0000 8 -0.0001 2.6653 0.0000 0.0000 0.0000 . 0 0000 9 0.0000 0.0000 0.0000 0.0000 0.0000 . 0 0000 -0.0009 10.6610 0.0000 0.0000 0.0000 . 0.0000 7 1 2 -0.0779 56.9567 0.0000 0.0000 0.0000 0 0000 3 -0.0099 7.1729 0.0000 0.0000 0.0000 . 0.0000 4 -0.0395 25.1822 0.0000 0.0000 0.0000 0 0000 5 -0.0589 42.7175 0.0000 0.0000 0.0000 . 0 0000 6 -0.0584 92.7175 0.0000 0.0000 0.0000 . 0.0000 7 -0.0090 6.5039 0.0000 0.0000 0.0000 0 0000 8 -0.0133 9.5639 0.0000 0.0000 O.D000 . 0.0000 9 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 -0.0696 97.3928 0.0000 0.0000 0.0000 0.0000 8 1 2 0.0007 71.1712 0.0000 0.0000 0.0000 0.0000 3 0.0001 7.9655 0.0000 0.0000 0.0000 0.0000 9 0.0003 30.9797 0.0000 0.0000 0.0000 0.0000 0.0005 53.3789 O.OD00 0.0000 0.0000 0 0000 5 0.0005 53.3789 0.0000 0.0000 0.0000 . 0 0000 6 7 0.0001 7.2220 0.0000 0.0000 0.0000 . 0.0000 0.0001 10.6206 0.0000 0.0000 0.0000 0 0000 8 0.0000 0.0000 0.0000 0.0000 0.0000 . 0 0000 9 0.0006 60.5506 0.0000 0.0000 0.0000 . 0.0000 9 1 -0.0820 50.8651 0.0000 0.0000 0.0000 0 0000 2 -0.0105 6.4876 0.0000 0.0000 0.0000 . 0 0000 3 -0.0363 22.5293 0.0000 0.0000 0.0000 . 0 0000 4 -0.0615 38.1988 0.0000 0.0000 0.0000 . 0 0000 5 -0.0615 38.1968 0.0000 0.0000 0.0000 . 0 0000 6 -0.0095 5.6821 0.0000 0.0000 0.0000 . 0 0000 7 -0.0190 8.6501 0.0000 0.0000 0.0000 . 0 0000 8 0.0000 0.0000 0.0000 0.0000 0.0000 . 0 0000 9 -0.0680 92.2150 0.0000 0.0000 0.0000 . 0.0000 10 1 0.0199 58.3300 0.0000 0.0000 0.0000 0 0000 2 0.0018 7.3458 0.0000 0.0000 0.0000 . 0 0000 3 0.0069 25.7893 0.0000 0.0000 0.0000 . 0 0000 9 0.0108 93.7975 0.0000 0.0000 0.0000 . 0 0000 5 0.0106 43.7975 0.0000 0.0000 0.0000 . 0 0000 6 O.OD17 6.6602 0.0000 0.0000 0.0000 . 0 0000 7 0.0025 9.7999 0.0000 0.0000 0.0000 . 0 0000 8 0.0000 0.0000 0.0000 0.0000 0.0000 . 0 0000 9 0.0119 98.5355 0.0000 O.OD00 0.0000 . 0.0000 11 1 -0.0001 69.9006 0.0000 O.OODO 0.0000 0 0000 2 -0.0000 7.2029 0.0000 0.0000 0.0000 . 0 0000 3 -0.0000 28.0259 0.0000 0.0000 0.0000 . 0 0000 9 -0.0001 98.3004 0.0000 0.0000 0.0000 . 0.0000 Frame Static Analysis Report for AdirMed Page 53/57 R E A C T I O N 3 NODE ~~ (* Indicates Reactions Occur in Nodal Local System) NO COt~ PX PY PZ Zl7C ~ ~ 5 -0.0001 98 3009 0 0 . . 000 0.0000 0.0000 0.0000 6 -0.0000 6.5302 0.0000 0.0000 0.0000 0 0000 7 -0.0000 9.6032 0.0000 0.0000 0.0000 . 0.0000 8 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 9 -O.D001 59.7973 0.0000 0.0000 0.0000 0.0000 12 1 0.0136 52.1515 0.0001 0.0000 0.0000 0 0000 2 0.0017 6.6490 0.0000 0.0000 0.0000 . 0 0000 3 0.0060 23.0953 0.0000 0.0000 0.0000 . 0 0000 9 0.0102 39.1136 0.0000 0.0000 0.0000 . 0 0000 5 0.0102 39.1136 0.0000 0.0000 0.0000 . 0 0000 6 0.0016 6.0239 0.0000 0.0000 0.0000 . 0 0000 7 0.0023 8.8587 0.0000 0.0000 0.0000 . 0 0000 8 0.0000 0.0000 0.0000 0.0000 0.0000 . 0 0000 9 0.0113 93.2929 0.0000 0.0000 0.0000 . 0.0000 13 1 O.D019 67.1085 0.0000 0.0000 0.0000 0.0000 2 0.0003 8.4519 0.0000 0.0000 0.0000 0 0000 3 0.0009 29.6706 0.0000 0.0000 0.0000 . 0.0000 4 0.0015 50.3313 0.0000 0.0000 0.0000 0 0000 5 0.0015 50.3313 0.0000 0.0000 0.0000 . 0.0000 6 0.0002 7.6626 0.0000 0.0000 0.0000 0 0000 7 0.0009 11.2665 0.0000 O.000D 0.0000 . 0 0000 8 0.0000 0.0000 0.0000 0.0000 0.0000 . 0 0000 9 0.0016 55.8400 0.0000 0.0000 0.0000 . 0.0000 14 1 -0.0003 74.7691 0.0000 0.0000 0.0000 0 0000 2 -0.0000 8.3555 O.D000 0.0000 0.0000 . 0 0000 3 -0.0001 32.5343 0.0000 0.0000 0.0000 . 0 0000 9 -0.0003 56.0768 0.0000 0.0000 0.0000 . 0 0000 5 -0.0003 56.0768 0.0000 0.0000 0.0000 . O D000 6 -0.0000 7.5756 0.0000 O.DODO 0.0000 . 0 0000 7 -0.0001 11.1406 0.0000 0.0000 0.0000 . 0 0000 8 0.0000 0.0000 0.0000 0.0000 0.0000 . 0 0000 9 -0.0003 63.6285 0.0000 0.0000 0.0000 . 0.0000 15 1 0.0037 53.0974 O.OOD1 0.0000 0.0000 0 0000 2 0.0005 6.7928 0.0000 0.0000 0.0000 . 0.0000 3 0.0017 23.5035 0.0000 0.0000 0.0000 0.0000 9 0.0028 39.8230 0.0001 0.0000 0.0000 0 0000 5 0.0028 39.8230 0.0001 0.0000 0.0000 . 0.0000 6 0.0009 6.1135 0.0000 0.0000 0.0000 0 0000 7 0.0006 8.9904 0.0000 0.0000 0.0000 . 0 0000 8 0.0000 0.0000 0.0000 0.0000 0.0000 . 0.0000 9 0.0031 99.1070 0.0000 0.0000 0.0000 0.0000 16 1 -0.0000 9.9646 -0.0000 0.0000 0.0000 0 0000 2 -0.0000 1.4947 -0.0000 0.0000 0.0000 . O.000p 3 -0.0000 4.5239 -0.0000 0.0000 0.0000 0.0000 9 -0.0000 7.9739 -0.0000 0.0000 0.0000 0.0000 5 -0.0000 7.9739 -0.0000 0.0000 0.0000 0.0000 6 -0.0000 1.3552 -0.0000 0.0000 0.0000 0 0000 7 -0.0000 1.9929 -0.0000 0.0000 0.0000 . 0.0000 8 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 9 -0.0000 7.9717 -0.0000 0.0000 0.0000 0.0000 17 1 -0.0000 32.1586 -0.0000 0.0000 0.0000 0.0000 2 -0.0000 9.9970 -0.0000 0.0000 0.0000 O.OD00 3 -0.0000 19.9191 -0.0000 0.0000 0.0000 0.0000 4 -0.0000 24.1190 -0.0000 0.0000 0.0000 0.0000 Steel Design Report Project:: AdirMed (C:1DCC1Frame1511Projectladmed) Description: Building Frame Date: 04/1 018 007 08:59 AM Company: M1tH Engineering, P.C. User: Mic6ad Hntsenpilkr, P.E. Software: Digital Canal Fnme Analysis & Resign Design Results (ASD) GROUP DESIGN SUMMARY ID Section Description Section Name Governing Criteria Stress Load Combination Ratio COLUMN No solution 68 Lovvet Beam W 16x67 -Live Deflection Y 0 994 Comb1 76 W18x143 Live Deflection Y . 0.901 Combl 76 W21x111 .Live Deflection Y 0.928 Combl 76 " VV24x94 Live Deflection Y 0.918 Combl 15 ?Middle Column TS12x4x.5 Axial-Bendin 0.861 Combl 15 TS14x4x.375 Axial-Bending 0.893 Combl 15 TS 16x4x.3125 Axial-Sendin `- ' 0.902 Combl 15 TS20x4x.3125 Axial-Bendin 0.728 Comb I 72 U erBeam' W12x170 Live DeflecCionY. 0.876 Combl 72 " W14x132 LiveDeflectionY 0 945 _. . Combl 72 W16x100 LiveDeflection Y . 0.97 Combl 72 W ] 8x86 Live Deflection Y 0.445 Combl 72 " WZlx68 Live Deflection Y 0.977. Combl CRITICAL STRESS SUMMARY ID Ref. Section Name G i overn ng Stress Load Combination Distance # Criteria Ratio 1 1 TS3x3x.1875 Axial-Bendin 0.9481 Coinbl R 13 Q 1 2 TS4x3x 1875 A i .Q p x al-Bendin 0.7273 Combl I3 000 1 3 TSSx3x.125 Axial-Bending 0.8282 Combl . 13.000 1 4 TS6x3x.125 Axial-Bendin 0.6976 Combl 13 000 2 1 TSSx3x.375 Axial-13endin 0.9448 Comb1 . 13 000 2 2 TS6x3x.3125 Axial-Bending 0.8819 Comb 1 . 13.000 3. ,;, 1 - TSSx3x.5 Axial-Bor[dn -0.9425 Combl - 13 000 3 2 TS6x3x.3125 Axial-Bending 0.9935 Combl . 13.000 4 .' 1 TSSx3x.375 Axial-Bendin 0.9309 Combi 13:000 4 2 TS10x3x.25 Axial-Bending 0.9935 Combl , . ; _ 13.000 S 1 TS8x3x375 Axial-Bendin 0.9277 Combl - 0 5 2 TS10x3x25 Axial-Bending 0.9826 Combl . 1.9500 6 1 ' TS3x3x,t875 Axial Bcnd 0.8473 Combl 13 000 6 2 TS4x3x.125 Axial-Bending 0.9008 Combl . 13.000 6 3 TSSx3x,12S Axial"-Bendin 0.7442 Combl 13 000 6 4 TS6x3x.125 Axial-Bendin 0.6268 Combl . 13 000 7 W12x79 Live Deflection Y 0.9248 Combl . 14 760 7 2 W14x61 Live Deflection Y 0.9566 Combl . 14 760 7 3 W16xS0' Live Deflection Y :' 0.9291 Combl . 14J60 7 4 W 18x46 Live Deflection Y 0.8599 Comb 1 14 760 7 5 W21x44 Live Deflection Y OJ263 Combl . 14.760 7 6 W24x5S Live Deflection Y 0.4535 Combl 14 760 8 1 W12xS0 Axial-Bendin 0.9998 Combl 4 7500 8 2 W14x48 Axial-Bendin 0.9201 Combl . 4 7500 8 3 W16x40 Axial-Bending 0.9998 Combl , 4.7500 8 4 W18x40 Axial-Bendin 0.9457 Comb1 4 7500 $ 5 W21x44 ' Axial-Dcndin" 0.7927 Combl . 4 750(1 8 6 W24x5S Axial-Bendin 0.5674 Comb l . 4 7500 9 1 W12x53 Axial-Bendin 0.9164 Combl . 0 0000' 9 2 W14x48 Axial-Bcndin 0.9209 Combl . 0 0000 9 3 W16x4S AxiaE Bondin 0.8913 Combl . -- 0:0000,..-, 9 4 W18x40 Axial-Bending 0.9483 Combi 0.0000 Steel Desi n Re ort for AdirMed Pa a 2/7 9 9 5 6 W21x44 _ W24x55 Axial-Bendin Axial-B di 0.7955 i Comb'1 0'~ 10 1 W12x106 en n Live Defl ti Y 0.5696 Combl 0.0000 10 10 2 3 ' W 14x90 ' W 16x67 - ec on Live Deflection Y Live`D fle ti ' Y 0:9987 0.9327 Combl Combl ' ' 13.386 13.386 10 4 W 1 e c on Live D fl ti Y 0.4767 Combl 13.386 8x60 e ec on 0.9470 Combl 10 5 W21x62 Live D flecti Y 13.386 10 6 W24x68 e on Axial-B di 0.7006 Combl 13.386 11 L Wi2x58 en n Axial Bendin 0.5132 Combl 20.741 11 2 W14x53 - Axi l B di 0.9789 Comb1 0`~ `11 _ 3 W26x50 a - en n A~dal Be di 0.9829 Combl 0.0000 I1 4 W18x46 - n n Axial B di 04458 Combl 0.0000 11 $ 1 W - en n Axial B di 0.9746 Combl 2 x44. - en ng. 0:9428 Combl 11 6 W24x55 A i l B di 0.0000 12 1 W 12x50 ' x a - en n Li e D fl ti 0.6754 Comb 1 0.0000 12 2 . W14x38 v e ec on Y Live Defl ti Y 0.9604 Comb 1 12.545 12 3 ec on Liv Defl ti 0.9828 Combl 12.545 W 16x36 e ec on Y 0.8446 Combl 12 4 W 18x50 Liv D fl i Y 12.545. 12' S W21x62 e e ect on `` Li D fl i 0.4730 Comb 1 ' 12.545 12 6 W24x68 ve e ect on Y Liv D fl i 0:2845 Combl 12.545 13 1 W12x58 e e ect on Y Live Deflecti Y 02068 Combl 12.545 ] 3 2 W 14x48 on Live D fl i 0.9384 Combl 13.260 13 3 W16x36- e ect on Y Live D fl cti Y 0.9190 Combl 13.260 13 4 e e on Live D fl i Y x:9949 Combl 13.260 W18x35 e ect on 0.8740 Combl 13- 5 W21x44 Li D fl io Y 13.260 13 6 W24x55 ve e ect n Liv D fl i 0:5287 Combl 13.260 14 1 TS8x3x.375 ' e e ect on Y Axial-$ din 0.3302 Combl 13.260 14 2 T en A i l B di 0.9004 Combl 13.000 S10x3x.25 x a - en ng 0.9506 Combl 15 1 TS12x4x 5 Axial-B di 13.000 l5 2 . TS14x4x 375 en n Axi l B di 0.8614 Combl 21.500 15 3 . T 4 a - en n A i l B i 0.8929 Combl S16x x.3125 x a - end ng 0.9018 Combl 15 4 TS20x4x 3125 A i l B di 21.500 16 16 1 2 . TS6x3x.5 TS7x3x 375 x a - en n Axial-Bendin A i l B di 0.7282 0.9571 Combl Combl 2L500 13.000 I6 3 - . _ TS8x3x 3125 ` x a - en n A ial-B di 0.9237 Combl 13.000 16 4 . x en n A i l B i A9107 Combl .13:000 TS10x3x.25 x a end ng - 0.8548 Combl 17 1 W12x40 Li D fl ti 13.000 17 2 ve e ec oaX Li D fl i 0.9470 Combl 11,510 W14x34 ve e ect on Y 0.8634 Combl 1 17 3 W 16x36 :-Li e Defl i : 1.510 17 4 W 18x50 v ect on Y Live D fl i Y 0.6553 CWnbI llsto 17 5 W21x62 e ect on Live Defle ion 0.3670 Combl 11.510 17 6 W24x68 x Y Liv D fl i 0.2207 Combt 11.510 18 1 W12x120 e e ect on Y Liv D i fl ' 0.1604 Combl _ 11.510 18 2 W14x90 e e ect on Y Li D fl i 0.9p01 Comb l 1 ] .510 18 3 W I6x77 . _ ve e ect on Y '"Live D fle ti " 0.9640 Combl 11.510 18 4 W18x60 e c on Y Li D fl i 0:867b CombI I1:St0 18 _ 5 ve e ect on Y Li D fl i ` 0.9787 Combl 11.510 W21x50 ve e ect on Y 0.4787 Combl I L 19 1 W12x40 Li D fl i 510 19 2 ve e ect onY Li D fl Y 0.9470 Combl 11.510 W14x34 ve e ection 0.8634 Combl 11 510 19 3 W16x36 Li D fl i . 19 4 W 1 8x50 ve e ect on Y Li D e i 0.6553 Combl 11.510 19 5 W21x62 ve efl ct on Y Liv D fl ti 0.3670 Comb l 11.510 ; 19 6 W24x68 e e ec on Y Li e D fl i 0.2207 Combl 11.510 20 1 W12x65 v e ect on Y Live D fl i Y 0.1604 Canbl 11.810 20 2 W14x53 e ect on Li 'D fl i 0.9865 Combl 11.510 20 3 W 16x45 ve c cct onY Li D 0.9719 Combl 11-.510 20 4 W ve eflection Y LivaDcfl i Y 0.8973 Combl 11.510 1$x40 cct on- 0.8591 Comb1 11 510 20 5 W21x44 Li D fl i . _21_ . ] . W.12x58 ve e ect on Y Li eD i 0.6237 Combt 11.510 21 21 21 2 3 4 W14x48 W16x36 W 18x35 v eflect onY Live Deflection Y 'Live Deflection Y Live Deflection Y 0.9224 0.9034 0.9780 0.8591 Combl Combl Cambl Combl 11.510 11.510 11.510 11 51 21 22 5 1 W21x44 TS3x3x.1875 Livo Deflection Y Axial-Bendin 0.5198 0 7261 Gombl mbl C . 0 11.510' 22 2 TS4x3x.125 Axial-Bending.. . 0.7$69 o Combl 0.11000 0 0000 22 22 23 3 4 1 TSSx3x.125 TS6x3x.125 TS3x3x.3125 Axial-Bendin Axial-Bendin Axial-Bendin 0.6525 0.5643 0.8776 Combl Combl Combl _ : ~,~ 0.0000 ~ nnnn Steel resign Report for AdirMed Page 3/7 ~ 2 TS4x3x.1875 Axial-Bending 0.976$ Gombl 0,0000 ' 23 3 TSSx3x.1875 Axial-Bendin 0.8106 Comb 1 0.0000 23 -4 TS6x3x7875 Axial-Bendin 0.6964 Combl 0:0000 24 1 TS3x3x125 Axial-Bending 0.8972 Combl 0.0000 24 2 TS4x3x.125 Axial-Bendin >A.6954 Gombl 0.0000 ` 24 3 TSSx3x.125 Axial-Bendin 0.5847 Combl 0.0000 24 4 TS6x3x:125 'Axial-Bendin 0.5077 Comb1 0:0000' 25 1 TS3x3x.3I25 Axial-Bendin 0.8586 Combl 0.0000 25 2 T54x3x.1875 Axial-Bendin 0;9480 Gombl 0:0000 25 3 TSSx3x.1875 Axial-Bendin 0.7849 Combl 0.0000 25 4 TS6x3x.125 Axial-Bending.. 0.9737 Combl 0.0000 26 1 TS3x3x.25 Axial-Bendin 0.7779 Combl 0.0000 26 2 TS4x3x.18T5' _ Axial=Bendin 0.7723 Combt _ QOOQO 26 3 TSSx3x.125 Axial-Bending 0.9321 Combl 0.0000 26 4_ =TS6x3x.125 Axial-Bendin i 0.8065 - -:Cun-bl 0:0000 27 1 TS8x3x.375 Axial-Bendin 0.9175 Combl 13.000 27 2 TSlOx3x25 AxiaL-Bendmg 0.9695 " Comfit 13.000 28 1 TS10x4x.5 Axial-Bendin 0.9274 Combl 21.500 28 2 TS12x4x.375 Axial-Bendin 0:9385 -Comb1 - 21.500 28 3 TS14x4x.3125 Axial-Bending 0.9261 Combl 21.500 28 4 TS16x4x.3125 Axial-Bendin 0.8154 Combl 21.500 29 l TS6x3x.5 Axial-Bendin 0.99]7 Combl 13.000 29 2 TS7x3x.375 Axial-Bendin 09508 ' Comb1 L3.000 29 3 TS8x3x3125 Axial-Bendin 0.9363 Combl 13.00(1 ~ 4, TS10x3x.25 Axial-Bending' 0:8768 'Gomb1 13.000 30 1 TS3x3x.25 Axial-Bendin 0.9610 Combl 0.0000 30 2 ' TS4x3x.1875 Axial=Bendin 0.9363 Combl 0.0000 30 3 TSSx3x.1875 Axial-Bendin 0.7859 Combl 0.0000 30 4 TS6x3x.125 Axial=Bending 0:9768_ Combl 0.0000 31 1 TS3x3x.1875 Axial-Bendin 0.9970 Combl 0.0000 31 2 >T54x3x.1875 Axial-Bendin ' 0.7858 Combl 0-0000 31 3 TSSx3x.125 Axial-Bending 0.9511 Combl 0.0000 3 L 4 TS6x3x.125 Axial=Bendin 0.8234 .Comb 1 0.0000 32 1 W 12x26 Live Deflection Y 0.6547 Comb 1 8.7950 32 2 W 14x26 Live Deflection Y ' 0.5452 Gomb l 8.7950 32 3 W 16x26 Live Deflection Y 0.4437 Ccxnb 1 8.7950 32 4 WISx35 LivtDeflectionY 0.2619 Combl 8.7950 32 5 W21x44 Axial-Bendin 0.1792 Combl 8.7950 32 - 6 _ W24x55 Axal-Bendin 0.1296 Combl 8.7950 33 1 W 12x26 Live Deflection Y 0.6547 Combl 8.7950 33 _ 2 W14x26 LiveDeflection Y ..0.5452 Combl 8.'950 33 3 W 16x26 Live Deflection Y 0.4437 Combl 8.7950 33 4 W 18x35 Live Deflection Y 0:2619 Combl 8.7950 33 5 W21x44 Axial-Bendin 0.1734 Combl 8.7950 33 6 W24x55 Axial-Bendin 0..1241 Combl 8.7950 34 1 W 12x35 Live Deflection Y 0.8394 Comb 1 8.7950 34 2 W 14x26 Live Deflection Y 0.9764 Comb l 8:7950 34 3 W 16x26 Live Deflective Y 0.7947 Comb 1 8.7950 34 4 W 18x35 Livt Deflection Y 0:4691 ` ` Comb l 8.7450 34 5 W21x44 Axial-Bendin 0.3115 Combl 8.7950 35 1 Wl?x79 LiveDtflection Y :..:0.9842 ;Combl 10.076 35 2 W14x68 LiveDeflectionY 0.9012 Combl 10.076 35 3 W 16x50 Live Deflection Y 0:9887 Comb l 10.076 35 4 W 18x46 Live Deflection Y 0.9151 Combl 10.076 35 5 W21x44 -Live Deflection Y .0.7729 Combl 10,076 36 1 W12x26 LiveDeflectionY 0.9772 Combl 8.7950 36 2 W 14x26 Live Deflection Y 4:8137 Combl 8.7950 36 3 W 16x26 Live Deflection Y 0.6623 Combl 8.7950 36 4 W18x35 Live Deflection Y 03909 Combl ' 8:7950 36 5 WZlx44 Axial-Bendin 0.2593 Combl 8.7950 37 Y TS8x3x.i . Axial-Bendin `0:8997.. Comb1 t3000 37 2 TS10x3x.3125 Axial-Bending 0.9516 Combl 13.000 38 1 TS6x6x.625 Live Deflection X '0:9802 Carob t 0:0000 38 2 TS8x6x.5 Live Deflection X 0.8549 Comb l 0.0000 38 3 TS10x6x.3125 Live Deflection X 0.9941 Combl 0:0000 ` 38 4 TS12x6x.3125 Live Deflection X 0.8433 Combl 0.0000 38 5 TS14x6x.25 LiveDeflectionX 0.8859 'Combl ` `0•~ Steel Desi n Re ort for AdirMed Page 4/7 39 1 TS7x3x 375 39 2 . TS8x3x.3125 Axial-Bendin Axial-Bending 0.9776 0.9604 Comb1 Comb1 13.000 40 40 1 3 TS3x3x.3125 TS4x3x.25 TSSx3x.1875 Axial-Bendin 'Axial-Bend' Axial-Bending 0.9244 0:8468 0.9000 Comb 1 Comb I Comb1 13.000 0.0000 0.0000 4 fiS6x3x1875 tlxi l-B din 0. 0.0000 41 1 TS3x3x25 a en Axial-B di 9771 Combl 0.0000 41 41 2 3 TS4x3x.1875- TS en n Axial-Bendin i l A B di 0.8476 0-.8268 Combl Combl 0.0000 Sx3x.125 x - a en ng 0.9968 Combl ~:~ 41 4 TS6x3x 125 Axial B ndi 42 1 . . W12x45 - e LiveD fl i Y 0.8598 , , Comb1 0'0000 42 2 W1 e ect on LveD fl ti 0.9483 Combl 42 3 4x34 W 16x36 e ec onY Live D fl ti Y Os9762 Combl 12.000 42 4 W18x5U e ec on Live D fl ion Y 0.7409 0 Comb 1 12.000 42 5 W21x62 e ect Live D fl i Y .4149 Combl 12.000 42 6 W24x68 e ect on Live D flec i 0.2496 ' Combl ` 12.000 43 1 W 12x45 e t on Y Liv D fl i 0:1814 Combl 12.004 43 Z W 1 e e ect on Y Live D fl c io 0.9483 Combl 12.000 4x34 e e t nY 0:9762 Conibl 43 3 W 16x36 Liv D fl i Y 12.000 43 4 - W18x50'- e e ect on I ivc D fl i 0.7409 Combl 12.000 43 5 W21x62 . e ect on Y Live D fl i Y 0.4149 - Comb1 12.000 43 6 W24x68 e ect on Liv D fl ti n Y 0.2496 Combl 12.000 ~ 1 W12x72 e e ec o Live D fl ti Y 0:1814 Comb l 12.000 `14 2 W 14x61 e ec on Liv D fl c i 0.9957 Combl 12.000 ~ 3 e e e t on Y Li D fl i 0:9288 CombY 12.000 WI6x50 ve e ect on Y 0.9021 Combl 1 `~ 4 W 18x50 Li D fl on 2.000 `~ 5 W21x62 ve e ecti Y Li D fl i 0.7431 Combl 12.000 45 1- W12x72 ve e ect on Y Li D fl i 0,4470 Combl 12.000 45 2 W I4x53 ve e ect on'Y Li D fl i .0.9040 Combl 9.4425 45 ' 3 W26x45 vo e ect on Y :Liv D $ d 0.9976 Comb l 94425 45 4 e e ec on Y Li D fl i 0:9210 `Com&1 - .9.4425 W 18x40 ve e ect on Y 0.8819 Combl 9 4425 45 5; W2tx44 ; A ial-B i . 46 1 . W12x1i5 x end n Live Deflection Y 0:6586 0 9325 Gombt Combl 9.4425 ~ 2 W14x53 > Li D l i . 12 000 ~ 3 W16x40 vo ef ect onY LiveDeIIectionY 0:9187 0 9595 Combl Combl 12.000 46 4 . Li D f i . 12.000 W18x35 ve e leet onY 0,9746 Combl 12 000 ~ 5 W21x44 Li D . 47 I ' ve eflection Y i ~~ $ 0.5896 Combl ` 12.000 TS3x3x.125 ng; end - 0.8694 Combl 13 000 47 2 TS4x3x 125 A i ! B ' . 47 3 . TSSx3x.125 x a - end Axial-Bendin ' 0.6748 0.5574 Combl Combl 13.000 47 4 TS6x3x 125 A i ! B di 13.000 48 1 . TSSx3x:3125 x a - en n Axi l B di 0.4694 Combl 13.000 ~ 2 TS6x3x.25 a : en n Axial-Bending 0:8932 0.8751 Gombl Combl 13.000 13 000 49 49 _ 1 2 TSSx3x3I25 TS6x3x.25 Axial-$endin Axial-Bending O.Q707 0.9496 Cambl Combl . 13,000 13 000 50 50 1 2 . TSSx3x.3125 TS6x3x.25 Axial-Bendin Axial-Bending _ 0.9202 0.9010 Cbmbl Combl . 13.000 13 000 51 51 1 2 TS8x3x.375 TS10x3x.25 Axial-Bendin Axial-Bending .0:886? 0.9423 Combl Combl . 13.000 13 000 52 53 53 1 1 2 TS6x3x.5 TSSx3x5 T56x3x:375 Axial:Bending` Axial-Bendin Axial-Bending 0.9894 0.9641 0:8X3 Combl - Combl Combl ,' . 13.000 13 000 13 000 54 54 1 2 TSSx3x.25 TS6x3x.1875 Axial-Bendin Axial-Bending: 0.9122 0.9643 Combl Combl . 13.000 13 000 55 55 1 2 TS3x3x.1875 TS4x3x.125 Axial-Bendin Axial-Bending 0.7009 -0.7808 Combl Gombl' . 00000 0 0000 55 55 56 56 3 4 - 1 2 TSSx3x.125 TS6x3x.125 TS4x3x.25 TSSx3x.1875 Axial-Bendin Axinl•Bendin Axial-Bendin Axial-Bending 0.6558 0.5691 0.8725 0.9226 Combl Combl Combl Combl . 00000 0.0000 0.0000 0 0000 56 57 3 1 TS6x3x.1875 ' T53x3x.123 Axial-Bendin Awal Bending 0.7939 0.68?4 Combl Combl . 0.0000 0 0000 57 57 57 58 2 3 4 1 TS4x3x.125 TSSx3x.125 T56x3x.125 W 12x45 Axial-Bendin Axial-Bend' Axial-Bendin Live Deflection Y 0.5442 0:4570 - 0.3976 0.9308 Combl Combl Combl Combl . 0.0000 0.0000'.: 0.~~ 11.925 Steel Desi n Report for AdirMed Page 5/7 58 2 W 14x34 Live Deflection Y 0.9582 Combl 11.925 58 3 W16x36 LiveDeflectionY 0.7272 Combl 11 925 58 4 W]8x50 LiveDeflectionY 0.4072 Combl . 11 925 58 - 5 W21x62 Live Deflection Y 0;2450 Combl . 11 925 58 6 W24x68 Live Deflection Y O.I780 Combl . I l 925 59 1 W 12x26 Live Deflection Y 0.6417 Comb l 8.7346 59 2 W14x26 Live Deflection Y 0.5343 Combl 8 7346 59 3 WI6x26 _ ,LiveDeflection Y 0:4349 Combl _ 8 7346 59 4 W18x35 Live Deflection Y 0.2567 Combl . 8 7346 59 5 VY2 x44 Axiat-Bendin 0.1757 Comb1 . 8 7346. 59 6 W24x55 Axial-Bendin 0.1260 Combl . . 8 7346 ~ l W 12x22 Axial-Bending ` 0:9289 Gombl . L4000 60 2 W14x22 Axial-Bendin 0.8125 Combl 1 4000 60 3 < W16x26 Shear Y 0:6737 Combl . 1 4000 60 4 W18x35 Shear Y 0.4259 Combl . 1 4000 60 5 W21x44 Shear Y 0:3128 Combl . L4000 60 6 W24x55 Shear Y 0.2429 Combl 1 4000 61 1 W12x26 Livc Deflection Y 0.9287 Gombl . 9:9150 61 2 W 14x22 Live Deflection Y 0.9520 Combl 9.9150 61 3 _ W16x26 . LiveDeflection.Y` '.0.6244 Combl 9 9150 61 4 W18x35 Live Deflection Y 0.3715 Combl . 9 9150 61 5. W21x44 LiveDeflectirn-Y 0,2247 ' Combl . 9150 9 61 6 W24x55 Axial-Bendin 0.1577 Combl . 9 9I50 62 T W12x40 Axial-Bendin 0.9074 Combl . 6.9200 62 2 W14x34 Axial-Bend' 0.9691 Combl 6.9200 62 3 W16x31 Axiai-Bending ' 0:9980 Gombl' : 6.9200 62 _ 4 W18x35 Axial-Bendin 0.8178 Combl 6 9200 62 5 ' W21x44 Axial-Bcndin 0.5773 Combl _ . 6 9200 62 6 W24x55 Axial-Bendin 0.4133 Combl . 6.y2p0 63 1 W12x40 Axial-.Bead` 0.9129. Combl' 0.0000 63 2 W14x34 Axial-Bending 0.9776 Combl p.0000 63: 3 W16x36 - Axial-Bendin 0.8419 Combl 0.0000 63 4 W18x35 Axial-Bendin 0.8289 Cambl 0.0000 63'- 5 ' W21x44 Axial-Bendin OS862 Combl 0.0000 63 6 W24x55 Axial-Bendin 0.4200 Combl p.0000 ~ 1 W 12x30 ` :Live Deflection Y 0.9194 Comb 1 10.4 ] 5 64 2 W 14x30 Live Deflection Y 0.7520 Comb 1 10.415 64 3 W 16x36 'Live Deflection Y 0.4884 Comb t 10.415 64 4 W 18x40 Live Deflection Y 0.3575 Combl 10.415 ~1 _ 5 ~ W21x44 Live beflection Y 0.2596 Combl 10.415 64 6 W24x55 Axial-Bendin 0.1793 Combl ]0.415 65 1 W 12x50 Axial-Bendin 0.9274 Cambl 9.1800 65 2 W14x43 Axial-Bendin 0.9574 Combl 9.1800 65 3 W16x40 Axial-Beading 0:9290 Co~nbl 9.1800 65 4 W18x40 Axiat-Bendin 0.8801 Combl 9.1800 65 5 W21x44 Axial-Bendin 0.73$5 Combl 9.1800 65 6 W24x55 Axial-Bendin 0.5289 Combl 9.1800 66 1 W12x50 Axial-Ben ' 0.9304 Combl 0.0000 66 2 W14x43 Axial-Bendin 0.9619 Combl 0.0000 ~' - 3 W16x40 Axial-Bend'mg ;' 0.9352 CombY 0.0000 66 4 W18x40 Axial-Bendin 0.8883 Combl 0.0000 _. b6 5 W21x44 - Axial-Beadin 0.7468 Gombl 0.0000 66 6 W24x55 Axial-Bendin 0.5352 Combl 0.0000 67 1 W 12x35 Live Deflection Y 0.9430 Combl ': 12.21'8 67 2 W14x30 Live Deflection Y 0.9236 Combl 12.218 67 3 W 16x26 Live UeflectionY 0:8929 Gombl I2,2I8 67 4 WI8x35 LiveDeflectionY 0.5270 Combl 12.218 67 5 W21x44 Live Deflection Y ` 0.3I88 Combl 12.218 67 6 W24x55 Live Deflection Y 0.1991 Combl 12.218 68 1 W12x120 Live Deflection Y 0.8865 Combl 13.262 68 2 W 14x90 Live Deflection Y 0.9495 Combl 13.262 68. 3 - W 16x67 Live Deflection Y 0.9943 Comb3 13.262 68 4 W18x60 Live Deflection Y 0.9640 Combl 13.262 68 5 W21x50 7.ive Deflection Y 0:9640 Combl 13:262 68 6 W24x55 Live Deflection Y 0.7026 Combl 13.262 69 1 W12x26 Axial-Bendia 0.8519 Combl 4,9800: 69 2 W14x22 Axial-Bending 0.9948 Comb1 4.9800 69 3 W16x26 Axial-Bendin 0:7529 Comb1 4.9800:.. Steel Desi n Re ort for AdirMed Pa a 6/7 ~ 4 W18x35 69 5 W21x44 Axial-Bendin Axial-Bendin 0.5024 Combl 4.9800 69 6 W24x5S Axial-B di 0:3565 <. Combl 4:9800 70 70 1 2 W12x26` W en n Axial-Bendin Axial-B di 0.2559 0:84$0 Combl Combl 4.9800 14x22 en ng 0.9873 Combl ~ 3 W16x26 Axial>Bendi U.0000 70 70 4 5 W18x35 W21x44 n Axial-Bendin Axi l-B din D.7469 0.4982 Combl Combl 0:0600 0.0000 70 6 W24x5S a en Axial-B di 0:3531 Combl 0' 7L 1 W 12x72 en n Live Defl i n Y 0.2534 Combl 0.0000 71 2 W14x61 ect o Live D fl i 0.9774 Comb l 11.925.. 71 3 6 W e ect on Y Live D fl ti Y 0.9117 Combl ] 1.925 1 x45 e ec on 0.9957 Combl 7i 4 W18x50 Live D fl i Y 11.925 71 5 W21x62 e ect on Liv Defl i `Y 0.7294 Combl 11.925 72 1 W12x170 _ e ect on Liv D fl i Y 0.4387 Gombl 11.925 72 2 WI4xI32 e e ect on `Live Defl ti n Y 0.8759 Combl 13.201 72 3 W16x100 ec o Liv D fl i Y 09446 CombI I3.20I 72 4 W 18x86 e e ect on Live Defl i : 0.9700 Comb] 13.201 72 5 W21x68 . : ect on Y Li D fl i Q:9446 Combl 13201 72 6 2 ve e ect on Y Li fl D i Y 0.9766 Comb l 13.201 W 4x62 ve e ect on 0.9325 Comb l 73 1 W 12x35 Li D fl i Y 13.201 73 2 W14x30 ve e ect on Liv Defl i Y 0.8610 Combl 9.4346 73 3 e ect on Live D fl i Y 0.8432 Combl 9.4346 W 16x26 e ect on 0.8152 Combl 73 4 W18x35 Li tDe l i Y 9.4346 73 5 W21x44 v f eet on A i l B di 0.4811 Combl 9,4346 74 1 x a - en n A i l-B di 0.3027 Combl W16x40 x a en ng 0.9460 Combl 91 74 2 W18x40 A i l B i .000 74 " 3 VJ21x44 x - a end n Axial-B di 0.8953 Combl 11.000 74 4 W24x5S en n A i l B di <0.7307 Combl 11.000 75 1 W12x50 : x - a en n A i l: B di 0.5375 Combl 11.000 75 2 WI4x43 x a en n Axial-Bendin 0.943.7. 0 9739 Combl Combl 0:0000 75 3 A i l din . 0.0000 W16x40 x a -Ben g 0.9440 Combl 0 0 75 4 W18x40 Axial-Bendin 0 8931 Combl . 000 75 5 Vi121x44 Axial-Bendin . 0 7488 Comb1 00000 75 6 W24x5S Axial-Bendin . 0 5360 Comb] 0.0000 76' 1 W12x252 Liv Defl io . 00000 76 2 W 14x211 e ect n Y Li D fl i 0.9108 Combl 15.440 76 3' _ W18x143 ve e ect on Y Li eDoffe i nY 0.9313 Comb 1 __ 15.440 76 4 W21x111 v ct o Live Deflection Y 0.9008 0 9278 Combl Combl 15.440 76 , 5 , , `Li Defl ction Y . 15440 W24x94 ve e 0.9175. Comb3 _ ]5 440 77 1 Li D fl i . VV12~ ve e ect on Y 0.9598 Combl 8 5283 77 2 W 14x22 ;.Live Deflectiom Y: 0 7524 Comb 1 77 3 W 16x26 Live Deflection Y , 0.4974 Comb 1 8.5283 77 4 W18x35 Live Deflection Y 0.2936 Comb 1 8.5283 77 5 W21x44 Axial-Bendin 0.1997 Combl 8.5283 77 6 W24x5S Axi l B 8.5283 78 1 .. W12x50 a - endin A i l B 0.1430 Combl 8;5283 78 2 W14x43 x - a endin A i l B di 0.9219 Combl 8.5000 78 3 x - en n a A i l B 0.9514 Comb1 8.5000.. 78 4 W16x40 W 18x40 x a ending - A i l Be di 0.9222 Combl 8.5000 78 5 W21x44 x a - n n A i l B d 0.8726 Comb l 8.5000 -78- 6 W24x5S x a - en in A i l Be di 0.7316 0 Combl 8.5000 79 1 W 14x61 x a - n n Live Deflection Y .5237 0.9014 Combl Combl 8.5000 79 2 W 16x45 Li D fl i Y ' 7.3118 79 3 WI8x46 ve e ect on A i l B di 0.9845 ' Gombl 7.311$- 79 4 W21x44 x a - en n Axial-Bending 0.8820 O:8S20 Combl Combl 4.3294 4 3294 79 5 W24x5S A i l . 80 1 W 14x82 x a -Bendin Liv D fle i Y 0.6099 Combl 4.3294 80 2 W16x67 e e ct on Li D fl i 0.9909 Combl 13. I56 80 80 3 4 W18x55 W21x50 ve e ect on Y ,Livel)eflectionY Live Deflection Y 0.9161 0.9&20 0.8882 Combl Combl Combl 13.156 13.156 13 156 80 `5 W24x5S Li D Ple i nY . 81 1 W 14x43 va e ct o A i l B di 0:6474 Combl 13.156 81 2 W16x40 x a - en n Axial-Bendi©g 0.9932 0:9625 Comb 1 Combl 0.0000 0 0000 81 3 W18x40 Axial-Bendin 0 9106 Combl . 81 4 W21x44 Axial Bendin . 7634 0 Combl 0.0000 81 82 5 1 W24x5S TSSx3x.3125 Axial-Bendin Axial-Bendin . 0.5464 0.9778 Combl Combl 0.0006 00000 t a nnn Steel•Desi n Re ort for AdirMed Pa e 7/7 SELECTED LOAD COMBINATIONS Load Combination Codo Check Total Live De ndont Conditional Comb2 x X x Spread Footing Design Report Project:: AdirMed (C:1DCC1Frame1511Projectyadmed) Description: Building Frame ~m1~Y~ M12H Engineering, P.C. User: Michael Hntsenpiller, P.E. Date: 04/10/2007 09;02 AM Soflwaie: Digital Cana! Frame Analysis & Design Summary Results ID Destgn Group X Ihm (ft) Z-Dim ft Thickness ~ Man. Soil Bottom X ~ Bottom Z _ ~ Top X _ ~_ Tup Z - __ - - -...Concrete - Steel ( ) ' (in) ~, Pressure Steel Steel j Steel Steel Volume ~ Volume 1 ~ 1 _ 3 000 -. 3 000. _,._ i ..12:000 (K / ft^21 1688 din^2)~ Q;778 ~m^2) -+- 0 778 ~~"Z.~ i - ' Sn"2) (ft"3) ~ _ (Lb~ _ , 2 . 2 __ _4 800 _ _ ---- ! 4 500_ _- - 12.000 . 1.889 J .166 1 166 ~ 0.000 _ 0 000 0 000:: 9:000 - 13.230_ ~~ ~- ~ ~ - 3 3 - 4 750 --- - , 4.750 -' - . _ 12.000 , ~ _ _ - _ 1.925 __ _ , _ 1.231 ; . _ _ 1.231 . _ 0 000 0000 __. _~ 0 0~ 20 250 ~ .. _ .... ______ ._ ~. _ 31.752 -1 4 _. _ S 4 5 ~ _ _5 750 5 780 _ 5.750_ _ 12.000 _ - 1.847-~~ ~ __ _ 1.490 _ 1.490 - -- . . _. 0.000 0000 22.563 33.063 _ _ 35:611 53 251 6 - 6 -- 750 5.750 ;- - 2 750 12.000 - - 1.847 1.490 T 1 490 __ -- 0.000 0 000 -_ ~ 33 .063 , . - 53 251 j _ ~ 7 ~ 7 ~2 5.500 _ _... 5 500 12.000 _ 12 000 - 1.822 _ 1 943 0.713 0.713___ 0.000 __ _ 0 000 _ _ _ T 7_563 Y . (0.915 ' 8 8 .250 _ 6.250 . 12 000 ~ . 1 882 _1.426 1.426 0.000 ! - 0.000 30.250 J 48.510 _-- g - 9 _ .250 ~-- 5.250 . - - - 12.000 . -- _ 1 905 1.629 ._ _ 1 361 1.863 _ 0.000 --- 0.000 - _ 39.063_ 68.325 ' 10 _.. 10 - - 5.500 _ '- 5.500 _ 12 000 _ . ~ __. 1988 . ~ 1 426 1.361 _ 0.000 ' ~ 0.000 27.563 - 43.990 ----_ 11 11 6.000 __ 6.000 . _ 12.000 - 1 849 . 1 888 1.426 1 586 0.000 0 000 30 _ .250 _ 48 510__ _._, ~ 12 _ 12 5.250 5250 12 000 __.,,. r 1 952 . , _ 1 361 _ 1 361 - 0.000 ~__` 0000 63 - _ 3 13 - - ~ 13 6.000 _"_ 6.000 . 12.000 __ . _„ 1.924 . 1.555 - _ - - - 1647 0.000 _ ---- 0 000 ' 0000 0 - - - ~ 27.5 - - 4 _990 __ _ 1 14 -- 14 - 6.250 6 250 _ -- - -- 14.000 -- 1 984 " r _ 1.890 . - 1 890- . _ ~ _. _ 0 000 0 00 0000 - 3&.000 _ 59. _ 921 ~ ~ 15 1 S 5.250 ! 5.250 12.000 1.986 1.361 ! 1.361 . 0 000 ' 0 000 45.573 27 563 73.959 _ 16 _ 17 -__ 16 . __.1 ~ ~_ 2.500 .. 4 2 500__ _, .- _ 12.400 _. _ 1 654 - 0.648 _ _ 0648 . 0.000 . 0 000 . 6 250 43.990 8 820 ~ 18 --- _ 18 ' .250 4 250 .__ __ _12.000 1 840 - - 1.102 1 L02 _ 0.000 0.000 - ~ _ . 18.063 . - 28 114 _- i - 19 9 4.250 - 4 250 4.250 _ _ __ 4 250 IZ.000 1 987 - 1.102 . _ 1.102 - - _ .. -- - _0.000 - _ 0.000 18.063 . 28.114 i _ _ 20 __ 20 . - 5 500 . _ 5 500 12.000 2 000 1888 L102 1.102 _ 0.000 # - - --- -0000 - - - - 18.063 ' 28.114 __- . 21 1 . 5.500 . 5 500 . 12 000 1905 ---- 1846 1.426 ~- -. --- 1.426 ---- 0.000 -- - - 0000 - - __ 30.250 _ _ _ _ 48.510 i _ -- 22 2 .000 ~-- -- 4000 . - - 12 000 . - - 1 832 L426 --- _ 1 037 1 426 - 0.000 _ 0000 , _30.250 ` _ _ _ 48.510 ~ 23 23 ~ - _ 4.750 i 4.750 . 12.000 ~- --1 835 . _ 1.231 ~ _l 037_ _ 1 231 0.000 -- -- 0 000 - - _ 16.000 _ _ 24.696 124 24 _ 2.750 _ 2 750 8.000 _ 2 852 0.475 - . 0 475 - 0,000 0 000 0 000 0 000 22.563 35.611 ~" _25 25 - -- 3.500 -. 3 800 _ 10.000 2.721 Q756 0 756 . 0.000 . 0 000 S 0_42 1Q 208 7.277 I5 435~ 26 26 2.500 2 500 8.000 i_ _ _ 1 721 0 432 0 432 ! 0.000 0 000 . 4.167 . I 5.880 ~ e}' ~ ~ ~ ~l 3 ^`- ~ ~c1 ~~ ~ ~~ ~ :~ ~ ~ ~ k k ~ .~ -, x ,~ '~ ;~ ~ y N ~j ~ ~~~ a ~ \ a ~...........~~.. N ~ ~ ~ ~~ ;; ,~ ~:~ 9 ~, ~ ..~'` ~ r ~ ~~, ~ 3 fit. \ ~ a~T J 7C !f ~ ~. ~ ~ ~ S ~~-wnetira~~ ~ i` a ~ ~:;y J s t~ l ~J J~ vC J ~r a ~ tv:~9 f.9~ ;1 RSSS '~' '` '' ~i ~~••., r .s .~ \r ,1~~ 'd' ` ~ ilk ;~ ~ '~ r In / i ~ ~ ~~ ~ J u v °r .7 ~ ~: ~~ ~~ ~y.,a', ._ , ~ ~ ~V ~- J ~'' a N\~ ' ~n "" o- ~" ~"~~ HEADER FOR REACTIONS-Quick Beam MRH Engineeing, P.C. Project: 2007MISC Page 1 Job: BBL 14:05:53 04/08/07 Client: ADIRONDACK MEDICAL Designed by: Michael Hutsenpiller Checked by: Details of Member Forces -Load Cases Member Span Load Sh L Case ear eft Ib Shear Bending Bending Bending Dist. to Torsion Refl Right Left End Right End Max. Max . 1 1 Dead 192 07 lb -Ib -lb -Ib __ . ft ft-!b in Snow Condition 1 . 775 34 -284.7 8 -1462.15 1229.73 12.80 007 -0 Snow Condition 1 Full . 785 76 -1323.41 -]312 99 -6375.68 5009.57 12.92 . -0.030 Span 1 . . -6044.88 5145.12 13.10 -0.032 Snow Condition 1 Full -10.42 -10.42 -330 80 Span 2 . 0.001 2 Dcad 215.42 50.42 -1462.15 Snow Condition 1 1047.11 112.11 -6375 68 0'001 Snow Condition 1 Full 549.53 549.53 . -6p44.gg 0.002 Span 1 0.003 Snow Condition 1 Full 497.57 -437.43 -330.80 1125 54 ___ Soan 2 . 5.85 -0.001 Reactions Support Load Horizontal Vertical Moment 1 Case lb Ib -lb Dead 0.00 192.07 0 00 Snow Condition 1 0.00 775.34 , 0 00 Snow Condition 1 Full Span 1 0.00 785.76 . 0 00 Snow Condition 1 Full Span 2 0.00 -10.42 . 0 00 2 Dead 0.00 499.60 . 0 00 Snow Condition 1 0.00 2370.52 . p pp Snow Condition 1 Full Span 1 0.00 1862.53 , 0 00 Snow Condition 1 Full Span 2 0.00 507.99 . 0 00 3 Dead 0.00 -50.42 . 0 00 Snow Condition 1 0.00 -112.11 , 0 00 Snow Condition 1 Full Span 1 0.00 -549.53 . 0 00 Snow Condition 1 Full S an 2 0.00 437.43 . 0.00 Details of Member Forces -Load Combinations Member Span Load Sh L C b ear eft Shear Bending Bending Bending Dist. to Torsion Defl om . !b Right Left End Right End Max. Max. . 1 1 Dead 1 2 lb -Ib . ft-Jb ft-lb ft Ib in 9 .07 -284.18 -1462.25 1229 65 12 70 Dead+Snow Condition 1 977.83 -1607.59 -7837 83 . 6365 67 . 12 70 -0.007 w/Pattem Loads . . . -0.039 2 Dead 215.42 50.42 -1462.15 Dead+Snow Condition 1 1262.53 599.96 -7837.83 746 77 38 75 0.001 w/Pattem Loads . . p•OOq Reactions Support Load Horizontal Vertical Moment Comb. _ Ib Ib >5_lh HEADER FOR REACTIONS-Quick Beam MR H Engmeemg, P.C. Project: 2007MISC Job: BBL Client: ADIRONDACK MEDICAL Page 2 14:05:53 04/08/07 Designed by: Michael Hutsenpiller Checked by: Su o t pp r Load Horizontal Vertical Moment Comb. Ib lb 1 -Ib Dead Dead+Snow Condition 1 w/Pattern Lo d 0.00 192.07 0'~ 2 a s Dead 0.00 977.83 0.00 Dead+Snow Condition 1 w/Pattern L d 0.00 499.60 0.00 3 oa s "Dead 0.00 2870.12 0,00 Dead+Snow Condition 1 w/Pattern Load 0.00 -50.42 0.00 s 0.00 -599.96 0.00 HEADER FOR REACTIONS-Quick Beam MRH E nglneeing, P.C. Project: 2007MISC Job: BBL Client: ADIRONDACK MEDICAL Page 3 14:05:53 04/08/07 Designed by: Michael Hutsenpiller Checked by: Timber Design 1 - Oation 1 -Check of Member 1 24x24 ~ Critical Design Checks pan 1 Critical Reaction !b Axial psi Bending -X psi Bending - Y psi Shear psi LL De,/L in ?Z Dell. in Value Allowable 2870.12 14982.2 0 N A -43.484 688 311 0 3.835 -0.032 -0.039 %ofAllow. 19 r/ . . 0~ . 6~ 690 0~ 74.75 ~ 1.0583 ~ 1.5875 li Location Span 2 31'9" 31'9" 31'9" 31'9" 5 29'9-12" 2 144-31/32" 2 I 14'4-31/32" Value Allowable 2870.12 14982.2 0 N A -43.484 689 362 0 2.897 0.003 05 0 %ofAllow. 19~ . . 0r- . 6~/' 690 0~ 74.75 ~ 0.3667 ~ 0. 5 / Location 31'9" 31'9" 31'9" 31'9" 4 33'8-1/2" 0 36'4-7/32" 0 36'4-7/32" Span 1 CD 1.150 C 1 000 CL 0 998 Cr 1 C Cr CI CR C Ca (,'.~ S all2 1.150 . 1.000 . 0.999 .000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Span 1 CS 1.000 CA 1 000 L'!t 1 000 CPc 1 00 CMS C~ Cllh C C~ C1ML Rb S an 2 1.000 . 1.000 . 1.000 . 0 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 5.46 3.4 Limit L~/d L~/d Fcs: F~ ~ Frs Ilcs c F Span I 50 0 0 si i i i S an 2 50 0 N.A. N.A. 14716 0.3 0.8 488.75 0 N.A. N.A. 37939.5 0.3 0.8 488.75 Notes: • Member has an actuaUallowable ratio in span 1 of 6 ~%, • Design is governed by bending tb/Fb. Governing load combination is Dead+Snow Condition 1 w/Pattem Loads. Maximum hanger forces: 977.83 lb (Left) and -599.957 Ib (Right). Minimum Bearing ~'+ Actual Left Support Right Support Length Min. Bearing Min. Beasing - in in Span 1 31'9 1.5 1.5 Span 2 1 I' 1.5 1.5 Notes: • Locations of maximum stress, moment, etc. are measured from the left end of the member. • Bearing across full width of beam is required. • Structural adequacy of supporting members must be confirmed. • Bearing lengths required may be limited by bearing stress on supporting members. • A negative reaction indicates that the beam must be fastened to the support to resist uplift. MRH Engineeing, P.C. Project: 2007MISC Job: BBL Client: ADIRONDACK MEDICAL Page 4 14:05:53 04/08/07 Designed by: Michael Hutsenpiller Checked by: fee manufacturer's literature for side loaded connection requirements. Cantilever deflection allowables are based on twice the span length. Timber design if governed by IVDS 1997. HEADER FOR REACTIONS-Quick Beam Program Version 9.4 HEADER FOR REACTIONS #1-Quick Beam MRH Engineeing, P.C. Project: 2007MISC Job: BBL Client: ADIRONDACK MEDICAL Page 1 07:13:19 04/10/07 Designed by: Michael Hutsenpiller Checked by: Details of Member Forces -Load Cases Member Spun Load Shear Left Shear Bending Bending Bending Dist. to Torsion Dell. Case !b Right Left End Right End Max. Max. Ib ft-!b (t-lb ~t-!b ft ft-Ib in 1 1 Dead 92.78 -138.82 -355.41 , 286.94 6.19 0.000 Snow Condition 1 393.63 -726.52 -1824.94 1291.20 6.56 -0.002 Snow Condition 1 Full 428.27 -691.88 -1290.08 1528.47 7.14 -0.002 Span 1 Snow Condition 1 Full -34.64 -34.64 -534.87 0.001 Span 2 2 Dead 1.]4.81 -50.19 -355.41 83.97 7.65 Snow Condition 1 633.40 -301.60 -1824.94 535.06 7.45 0.000 Snow Condition 1 Full l 17.28 117.28 -1290.08 0,001 Span 1 Snow Condition 1 Full 516.12 -418.88 -534.87 1032.09 6.07 -0.001 Span 2 Reactions Support Load Horizontal Vertical Moment Case Ib lb ft-Ib 1 Dead 0.00 92.78 0.00 Snow Condition 1 0.00 393.63 0.00 Snow Condition 1 Full Span 1 0.00 42827 0.00 Snow Condition 1 Full Span 2 0.00 -34.64 0.00 2 Dead 0.00 253.63 0.00 Snow Condition 1 0.00 1359.92 0.00 Snow Condition 1 Full Span 1 0.00 809.16 0.00 Snow Condition 1 Ful] Span 2 0.00 550.76 0.00 3 Dead 0.00 50.19 0.00 Snow Condition 1 0.00 301.60 0.00 Snow Condition 1 Full Span 1 0.00 -117.28 0.00 Snow Condition 1 Fuli Span 2 0.00 418.88 0.00 Details of Member Forces -Load Combinations ember Span Load Shear Left _ Sheor --- Bending Bending Bending Dist. to Torsion De,Ji. Comb. !b Right Left End Right End Max Maz. Ib ft-!b ft-!b ft-lb -lb in 1 1 Dead 92.78 -138.82 -355.41 286.94 6.18 0.000 Dead+Snow Condition 1 521.05 -865.34 -2180.35 1808.06 6.79 -0.003 w/Pattem Loads 2 Dead 114.81 -50.19 -355.41 83.95 23.14 Dead+Snow Condition 1 748.21 -469.06 -2180.35 1098.12 21.66 -0.001 w/Pattem Loads Reactions Support Load Horizontal Vertical Moment Comb. Ib Ib fr-Ib HEADER FOR REACTIONS #1-Quick Beam MRH Engineeing, P.C. Page 2 Project: 2007MISC 07:13:1 904/10/07 Job: BBL Designed by: Michael Hutsenpiller Client: ADIRONDACK MEDICAL Checked by: Support Load Horizontal Vertical Moment Comb. !b lb ft-lb 1 Dead 0.00 92.78 0.00 Dead+Snow Condition 1 w/Pattern Loads 0.00 521.05 0.00 2 Dead 0.00 253.63 0.00 Dead+Snow Condition 1 w/Pattern Loads 0.00 1613.55 0.00 3 ~ Dead 0.00 50.19 0.00 Dead+Snow Condition 1 w/Pattem Loads 0.00 469.06 0.00 HEADER FOR REACTIONS #1-Quick Beam MRH Engineeing, P.C. Project: 2007MISC Job: BBL Client: ADIRONDACK MEDICAL Page 3 07:13:1904110/07 Designed by: Michael Hutsenpiller Checked by: Timber Design 1 -Option 1 -Check of Member 1 - 24x24 ~ Critical Design Checks Critical Reaction lb Axial Ps= Bending - X Psi Bending - Y Ps= Shear Psi LL Deft in 7Z De,~ in Span 1 Value 1613.55 0 -12.096 0 1.818 0 0 Allowable 14982.2 N.A. 689.121 690 74.75 0.5147 0 772 of Allow. 11 ~ 0 ~ 2 8/' 0 ~ 2 ~- 0 ~ . 0 r/ Location 15'5-9/32" 15'8-9/32" 15'5-9/32" I5'S-9/32" 13'5-25/32" 0' 0' Span 2 Value 1613.55 0 -12.096 0 1.5 0 0 Allowable 14982.2 N.A. 689.362 690 74.75 0.3667 0.55 %ofAllow. 11~ 0~ 2~ 0~ 2~ 0~ 0~ Location 15'5-9/32" IS'SA/32" 15'5-9/32" 15'5-9/32" 17'4-25/32" 15'5-9/32" 15'5-9/32" CD C CL Cy C Cr Ct Ch C Cg CT Span 1 S an 2 1.150 1.150 1.000 1.000 0.999 0.999 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 L000 1.000 Cb CFY CFt CFc CIIU CMl CM. C C111c C~ Span 1 S an 2 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 3.98 3.4 L/d Li/d I.~/d Fes, F~J F~ K~ c F~ Limit si si si i Span 1 50 0 0 N.A. N.A. 27694.8 0.3 0.8 488.75 S an 2 50 0 0 N.A. N.A. 37939.5 0.3 0.8 488.75 Notes: • Member has an actual/allowable ratio in span 1 of 2 ~%. • Design is governed by bending tb/Fb. • Governing load combination is Dead+Snow Condition 1 w/Pattern Loads. • Maximum hanger forces: 521.0521b (Left) and 469.065 lb (Right). Minimum Bearing SP~+ Actual Left Support Right Support Length Min. Bearing Min. Bearing .ft in in Span 1 15'5-9/32" 1.5 1 5 Span 2 11' 1.5 1.5 Notes: • Locations of maximum stress, moment, etc. are measured from the left end of the member. • Bearing across full width of beam is required. • Structural adequacy of supporting members must be confirmed Bearing lengths required may be limited by bearing stress on supporting members. • A negative reaction indicates that the beam must be fastened to the support to resist uplift. HEADER FOR REACTIONS #1-Quick Beam MRH Engineeing, P.C. Project: 2007MISC Job: BBL Client: ADIRONDACK MEDICAL Page 4 07:13:19 04/10/07 Designed by: Michael Hutsenpiller Checked by: See manufacturer's literature for side loaded connection requirements. Cantilever deflection allowables are based on twice the span length. Timber design if governed by NDS 1997. 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OdOI 0.0000 -fl.flOfli -fl.flflfl9 ~ 26 -i.titiJ2 O.OOtltl 3.tli)DO _O,Utitti i31 -?.88fl2 fl.flflflfl fl.flflflfl fl.flflflfl -U.OL10i U.Ui1i)0 -p.flflfli -fl.flfl15 .`~ 26 -7.8$02 0.0000 0,0000 -O.OOp0 ' iii -/.N{i13;? 8.88U8 (~,i~u3u 8:8808 -0.01)0 1 0.0000 -J.888i -8:8815 G 'L& -1.43'L4 U.UUUU U.UUUU -tJ UUUU 131 -2.4324 fl.flflflfl fl.Oflflfl . fl.flflflfl -U.UCtUU U.itUUU -fl.flflflfl -fl.flflfl3 Gs -z.i4a5 a.3flafl fl.IIflflfl -fl aa3a i:Si -<. i8fi~ 8.{3{1{1{1 8.{3888 . 8,8888 -a.IIflflII a.flflfla -8.88{38 -8.88U9 a 26 0.0000 0.0000 0.0000 0.0000 iii fl.flflflfl fl.flflflfl fl.flOUfl fl fl400 0.0000 O.OOfl0 , fl.flflflfl fl.flflflfl 9 25 -S.4Dfl4 fl.f',flOfl G.flflti0 _Pi ilGUfl 131 -$,4flfl~1 fl.8flflfl 8.flflflfl . fl flflflfl -fl.flflGl 3.flflDfl . -fl.flflfli -O.flfli6 R E A C T I O N S NODE LOAD + Indicatos Rya Z Mona Ooanr in Nodai Local 9ysL~) 7J13 a PX PY RZ LIDC DIY ' DIL Units: K K K K -Ft K -Ft K -Ft 1 1 Dt5 U.i1Uti2 i4.t133t; -U.UL111U O.ODUO ODU~9 U 2 /~~W U.UUUU 1.L'2~1 -Ct.iJttUU U.UUJU . iJ UUOU O.t1J00 3 A'~y,/t $ 0.0001 e•7345 -0.0000 0 0000 . iI.UUUU 4 ny, w~,r 0.0002 11.1253 -D.0000 . 0 0000 0.0000 0.0000 5 )jy, V~/#S~~i O.OC3fl2 13.3253 -^ flflflfl . 0.0000 D.0000 Ei J%j` ,. ~y 3U33' C-, 2.fli'4 v. 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OU00 fl .0a0a U.OOOU a.DOOa 0.0000 4.4444 a.flaaG a.aaau a.oooo O.Oflfl., U , 4034 a.aoaa 0.0000 a.Gaoa a,aaoo o . caflit u.ao4fl C:\DCC1Framei5f\Praject\admed 04;1112007 1 L 3 4 7 B 9 i 3 4 V i a 9 1 3 4 b i 8 i L 3 4 5 5 a 3 i L 3 4 5 5 -a.Ua31 -o.DOa4 -0.0014 -0.0023 -a.afl23 -a.aaa4 -o.aoDb tl .0000 -fl . flfl25 a.oaav u.G3oa o.0oofl a.o0oa fl . aafla O. att0it U . UU(1U 0.0000 0 . flUfl3 fl,flafl4 O.UUUi a.ooaz 0.0003 O.flflfl3 fl.flaua U.UUOI a.oaDa fl.flua3 -fl.UfliS -O.UiTU2 -O.000b -a.ooll -fl.flflii -ii . aflfl -a.aaa2 a.aoDa =fl.flGi2 -a.flflfl4 -U .Otia0 -0.000= -0.0003 -0.0003 -fl , fl0v'fl -D.oc~oi St's .33130 7.345$ 25.7893 43.7475 49.7475 ti. ~6a2 9.7944 O.fl000 4fl .5355 64.4aa6 `r.2nz4 ?a.oz54 48.3004 48.3flfl4 6.5302 4 . Ga iL O.G000 54.7973 5'2."i5 i5 u.b14U 23.0953 39.1136 39.ii9S o.a23~ E . fi ~E3 1 o.oooo 43.2929 57.1085 'd.4'v14 29.b706 5iJ .3313 5fl .3313 7.5525 11.~Stts a.aoaa 55.8440 74.75*31 t; .3555 32.343 56.a7 b>3 Sb,07b8 7 .{J 7~J'v 1i.19U5 -O.OU00 -0.0000 -0.0000 -a.aaou -a.aflflfl -a.aaaa -o.DOOo 0.0000 -fl . flflflfl -a.aaoa U .IIUOtt -o.DODD -0.0000 -fl.Oflflfl O.a000 U.UUU0 0.0000 =C .4t3flt3 a.afl2fl a .OtiU1 0.0009 a.flo15 fl.flfli5 fl.flaL'2 tt .UU03 o.aDOo fl.flt3i6 -3.a0afl -U . ttttUa -a .aDOo -0.0000 -fl . 4444 -fl , flaflfl -O.aaaa o.oGOo =fl . 4404 fl . UOa0 -O.aa0a o.oaoD 0.0000 o.oufla -a . flGafl -a.3a4fl • Frame Static Anal sis Re rt for Ac~irPi.°ci Pa a 5"69 R E A C T Z D N S Ht~E LOAD ('~ Indicates Reactions i)ccur in Nodal Local 3ystam) NO C~ffi P7S i+Y i"P. ADL MY fi~ ~ D.DDDD D.DDDD D.DDDD D.DDDD D.DDOD D.DDDD 9 -fl.flflfl3 ti3.ti2S5 fl.fl3flfl 3.flflfl3 fl.flflfl3 fl.fl3flfl 1`' 1 `v.Ui74'3 ~:i,US'!4 U.UU'L0 U.D"JUU U.UJUU U U3UU 2 D,DDD7 o.792B D.ODD2 O.DDDD D.DDDD . O.ODDD 3 D.DD'Z2 23.SD35 D.DDDS D.D03D D.DDDD D DDOD fl.3fl3G 39.t?23fl fl.3fl15 3.333fl 3.flflflfl . fl flflflfl U.U33ti 3"s.ti23U U.U1',i5 U.fl3U3 U.UUUU . 3 0000 h 3.UUtto u,11:i5 U.UUU2 U.itUD) U.O(1U0 . U.UOUD 7 O.DDDS 8.99D9 D,OOD3 D.D'vOD D.DODO D.ODDO 8 6.DOD0 D.DDOD D.ODDD D.DDDO O.DDDD 6 DDDD 9 3.334fl 44.ifl73 fl.3fl1G 3.flflfl3 3.3flflfl . 3.33flfl lt. 1 0.0000 5.5o9ii U.OOU3 U.UUUU U.3UUU U.U030 2 D.0'OOD 1.4997 D.ODOD D.OODO D.D000 D.OODD 3 O.D000 4.523! 0.0001 0.0000 0.0000 0.0000 4 6,3660 7.4739 6.6662 6.6666 6.6666 0,6666 5 3.0^v33 1.9734 3.3332 L`.3333 3.3333 0.3333 G 3.0000 1.3552 U.UUUU 3.U'v'UU U.UDCiU U.i73DU 7 D.DDDO 1.9929 D.OOD1 D.ODOD D.DDDO O.OODD 8 0.0030 0.0000 O.OODO 0.0000 0.0000 0.0000 9 3.3333 7.9737 fl.3flfl2 fl.3flflfl fl.flfl43 fl.flflfl3 17 1 -U.UUflU 12.152'; U.U33U U.UUUU U.DUUU O UUUO 2 -U.UUUU 4.44ii'L U.UUUU 11.0000 U.UUUU . U.UUUU 3 -0.0000 14.9113 0.0000 0.0000 i?,fl000 0.0000 4 -D.DDDO 24.1142 D.DDDD D.DODD D.ODDD D.DDDD 5 -3.3303 24.1142 3.33311 3.fl333 fl.3333 fl.3333 fl -1).0000 4.0:112 U.UUUD U.UUUU O.UUDU (1.01)01) ? -U.UUUU S.?d'L(SZ U.iJUUU U.UUUU U.UUUU 0.001117 8 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 `~ fl.3fl33 26.2241 3.fl333 3.fl333 3.33flfl fl.3fl3fl i6 i -U .3033 3~?.^oG29 -fl.fl031 fl.U3U3 fl.3Uflfl U.UUflfl 2 -U.UUUtt 4. 1'a 1'L -U.UUUu U.UUUU U.UUUU U.UUUU 3 -0.0000 15.5852 -O.OODO 0.0000 0.0000 0.0000 § -D.DDDD 2b.1D21 -D.DDD1 O.DDDD D.DDDD D.DDDD 5 -3.33x3 2U.iv2i -3.fl33i 0.3333 3.333fl 3.3330 -3.flUUfl 4.344,3 -U.U3UU fl.flU3U 3.33 u3 fl.UL'UU ! -U.UUUU G.3F35G -U.UUUU U.UUUU U.UUUU U.ttUUU $ D.DDDO O.ODOD D.ODOD O.ODDO D.DDDD D.ODDD 9 fl.tiflDfl 28,4133 -fl .3031 fl.flfl3fl fl.flflflfl fl.flflflfl 1'' 1 3.0330 i3 .3101 -3.0032 fl.fl3UU 3.0039 U.UflU3 L -U.UUUU 9.4561 -U.UUUU U.UJUU U.UUUU U.UUUU 3 O.DDDO 14.7925 -D.DOD1 D.OODO D.DD00 D.ODOD 4 D.ODOD 24.757e -D.DD02 D.DDOD D.DDDD D.ODDD $ 9.3396 24.'5711 -3.3332 9.9933 3.3333 3.3333 b -9.0999 4.3997 -U.fl3Ufl 9.3093 0.3334 3.ti3flfl ~ -U.3UU3 5.9422 -U.UUUU O.UUUU U.UUUU 9.3111)0 8 D.ODDD D.DODO D.ODOD O.DDOD O.DD00 D.D"UDD 9 O.OOflfl 2'.3679 '3.t3002 0.01399 9.0309 3.3333 2fl i -U.Ofl45 55.8143 -3.0313 3.30317 3.9900 U.03fl3 2 -U.UUU7 7.91150 -3.01)02 U.UUUi) U.UUUU 3.0000 3 -D.DD22 25.19$b -D.DDD`o D.ODDO O.DDDD D.DDDO 4 -0.0031 91.8605 -0.0010 0.0000 0.0000 0.0030 5 -6.6637 4'1.8b65 -6.06'LO 1).061)0 0.6666 3.0000 v -3.3331, 7.239' -3.33t3L 3.3^v v3 ^v .3303 'v'.333v ! -13. U{JU w lf) . F,+14if~ -L .303:! ri , {j{){j{j fl . flU{3{; - U . L(1UU C:\DCC\Framei5f\Praject\admed fl4;1i1~Ofl7 Frame. static Anal sis Re rt for ~irFP~ Pa a 63/69 R E A II T I O N S NODE ~~ (* Indicat*s Rsac6ions ifccnr in Nodal Local Np ~ ~ ~ Systam) ~ ~ MY t+IE 8 D.DDDD D.DDDD D.DDDD D.DDDD g D.DDDD D.DDDD -fl.flflYU 45.2674 -O.flflii fl.flflflfl fl.flflflfl fl.Ofl00 21 1 U.UU2S ~v.~?1'1'i -U.UUUU U UUUU 2 O.D002 6.8307 -0.0000 . 0 0000 U.UUUU U.UUJU 3 D.DDD6 23.8946 -O.DODD . D DDDD 0.0000 0.0000 ~ fl.flflifl 4fl.5fl9i -fl .03133 . 4 flflflfl D.DDDD D.DDDD a.aa'2a 4'c.sa•~s -fl.aaaa . a aaaa a.eflflfl fl.flflflfl a.aUit2 ii.1:33~ -D.Oaaa . a aaUU a.aaaa a.aaaa ~ 0.0002 9.1076 -3..0000 . 0 0000 a .aaaa a.aODU $ D.DDDD D.DDDD D DDDD . 0.0000 O.OODO 9 fl.flflifl 4y.9fl5i . -fl flflflfl D.OUDD D.ODOD O.DDDD . fl.flflflfl fl.flflflfl fl.flt3flfl 22 S -a.aaaa 2it.3S32 -a.aai)~ a.aaaa o aaait 2 -0.0000 3./298 -0.0000 0 0000 . i1. 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U UUUU 4 -0.0000 9.6195 0.0001 0.0000 0.0000 . 0.0000 5 -D.DDDD 35.9b12 O.DDD1 D.ODDD D.DDDD D DDDD 5 -D.OD00 35.9532 Y3.a00i fl.afl0a fl,a0fla . 3 aflfl0 3.aflaa 2.8256 a.0a0fl a.aaaa a.aaaL' . O a0aU 8 U.UUUU 4.i~:,(, U.UUUU U.UUUU U.UUUU . U UUUU `) 0.0000 0.0000 0.0000 0.0000 0.0000 . 0 0000 sfl.aflfl0 1'.3326 fl.flOfli fl .4flflfl fl , flt3t3fl . fl . flOflfl 2' 3 a.Daa2 32.11$4 -a.DaDi a.aaaa a.aaaa a aaaa 3 U.UUUU 4.6'4`11 -U.UUUU U.UUUU U.UUUU . U.UUUb 4 O.000i 14.7453 -0.0001 0.0000 0.0000 0.0000 $ D.DODI 24.5388 -D.ODD1 D.DD00 D.DODD O.DDDD fl.flflfli 29.53flII -fl.flflfli fl.flflflfl fl.flflflfl fl 3flflfl 5 ~ a.aflafl 4.24'36 -fl.aDOU fl.0afla a.aaGa . a afla^u a a.aitaa ~ 6.2494 -a .aaaa a.UaflU U.UUUit . U.UUOU 9 a.aaoo D.oDab o.flaoa D.aoao O.DDDO a.oooo fl.flflfl2 26.463fl -fl.t}flfli fl.flflflfl O,OOflfl 3.ODfl0 2v 3 a.aflal 1^u.5a5fl a.fla0a a.aaDa a.a0fla a flafla 3 a.aaaa 1.5199 a.aaaij a.aaaa a.aaaa . a.aaiia 4 a.OD01 4.772a a.aaoa a.oooD a.ooafl o.ooao 0.0001 7.8802 0.0000 0.0000 O.000D 0 0000 5 a.DOD1 7.S8D2 O.DODD O.ODOD O.DODO . 0 0000 s a.aaaa 1.4324 a.aaac a.aflaa a.aaaa , fl a0fl0 ~ II.r1flLU ~.iU6S O.fla0a II.{)aria !'.rJ{){1{3 . U.aUtlU C: \I3CCiFraiaei5f\'Project\admed 04/1312007 Erame~Static final sis R rt for ~'ir:+fed Pa e 54164 R E A C T Z D R 8 NOBE ~~ (~ 2ndicatss Ructions Doaur in Rodal Loam 3ystsm) Nfl gX ~ ~ ~ MY ~ 6 D.DDDD D.DDDD D.DDDD D.DDDD D.DDDO D.DDDD 9 t3.flflfli II.4flfl8 fl.flflflfl fl.4flflfl fl.flflflfl fl.flflflfl 3tE ACTS tfii SUAIfiTAitY I~fl~b SLJEI bF AP PI.IRb Lb Ab ~ 53?F! bl' RE A~fi I OR 5 COl~ P?C ~ PH ax .,., -- Units : K ii Ti K K K i D.DDDD -11'7.3833 O.DDDD -D.DDDO 1127.3833 D,DpDD 3 S7.IIflt3fl ' -i4$.i657 fl.flflUfl -4.Oflfl3 148.ib57 u'.Oflflfl 't fl.tJflL 0 -5fli.~iS55 fl.L'flflfl -fl.flUG3 { « ~fl1.4$~., fl.GflflU U.UfluU -Et~S~.~CYI~ U.UDttU -t3.DUt)Lt #33S.3i1'iS tl.tli7flD D.DDflO -845.SD75 O.DDDO -O.GuDO B9~.SD75 D ODDD b D.DDDD -138.33b9 D.DDDD -D.DDDD 138.33b~ . D.DDDD 8 3.flflflfl -i9i.55d3 fl.flflflfl -fl.flflfl0 i9?.5583 fl.flflflfl `~ fl.flflflfl fl.flflflfi fl.ilflOfl fl.Ofl3fl fl.tiflP,3 fl.tflflfl O.flflflfl -929.?$9i fl.flflflfl -fl.flflflfl 329.?89i fl.flflflfl C:\DCC\£rame25f\Project\admed 0411i1ifl07 Steel Design ~teport ProjerR:: Ar$rhieti itr (C:\ilCClFr~res23Y1Proitttla~me~It1} Tkscriptirnr: $m"Id6~g Frame Date: 6di13f3989 96:5 Pbf Compsay: IVfRii Eng>tteer~, P.C. ilser: 1Nichaei Iiutsenp+~er~ I' ~. Software: Di~itai Csnd Fame amdysia ~ Damn Des' liESUlts ASD (.J5~4 ~3X`~+ v GR©(JP DESK SUit~I~+IRY ID 5ectionDescription SectionlHame governing Criteria Stress Ratio Load Combination 37 37 COLUtvIN TSSx3.5 TS10x3x.3125 ~siaiBen _ Axial-Bendin 0.9 0.951 Ccrosiil _ _ . Combl 37 " TS12s3x25 Axial-Benilirrg 0.942 CambT 68 Lower Beam W 12x120 Live Da#lecuon Y 0.887 Combl ~ WI4SSk) Lrve Deflection Y 1.93 Cambl 68 WI6x67 LiveDeflecticm Y 0.994 Combl f8 W18x60 ~ LiveDeflectian Y O.g64 Cambl 10 W21x62 LiveDeflectionY 0.701 Combl L0 " W24xb8 Axial-B _ t?513 Cowl ifl W27x&! Axial- 0.371 Comb{ 10 W30x90 71,~cisl-Beadinu 0'.323 Cumbl 10 l0 W33xlIR W36~1~5 Axial-Rending Axial-B 0.22 il.l8 Gimbl Cambl 72 Middle E.'olurtuz Ii F3a:am (No solution) W]?x370 i.is~;l7cQcc;ticro a' 0.87fi Ccursl>l 72 W14x132 Live Deflection Y 0,945 Combl 72 Vllfixl00 LiveDietlecEionY l)_97 Corirbl 7~ ,~ W"i8x86 Liv~Deiltc~itm Y 0.5'45 Ctmrbl 72 W23x~68 Lival3cf]cctian Y 0.977 Carob] 44 W24x68 Live Deflecii~r Y 0 32.5 Combl 72 W27x84 Live Deflection Y 0 507 Gombl 72 W30x90 Racial- 0.431 C:ombl 72 " W33x118 Axibil-B .:. 0.294 Cortibl -____ 72 W36x135 Axial-$ 0.24 Combl ~RITI~i. S'I`1~SS $~RY ID Ref. Section Piame Governing Stress Lead Combination Distance ~ Crilet~Ea lialie 1 1 ~'53x3x.1875 Axial:-Bendin 0.9475 Cosnbl 13 000 1 2 TS4xixl87S Axial-Bend 0.7272 Combl . 13 000 l 3 T55x3a I2S A.~cial,Bending 0.}32212 Comhl . 13.1100 1 4 TS6x3x125 Axial-Bend 0.6976 Comhl 13.000 I 5 f S7>G3s. f "?.5 fixial-}3 tl.(rUStr Lomb i 13 000 6 TS8x3x]25 l>~a1-S~ ~ Q54t1n Combl . ]3 (H)0 1 7 TSIOx3x.1875 Axial:- .0.3084 Ccunbl _ 13 000 1 8 TS12x3x.1875 Axial-Bendin 0.2614 Comb1 . 13A00 2 1 1'SSx3x.375 Axial- U.9~9 Ctambl i3.OQU 2 2 TSbx3x.3125 Axial-Bcnd' 0.3320 Cambl 13 000 2 3 TS7x3x.25 Axial-B 0.8807 t'ombl . ]3 000 2 4 TS8x3x.1875 ~ ' / Axial-Bending Q9827 Comb] . 13.(H)0 2 5 1S]Ox3x1875 Axial- ... 0.7793 Combl 13.000 2 6 TSl2x3x.1875 Axini-B fl.bfit33 _ Combl 13 000 3 1 TS5x.3x5 A.xitil- . _ 0.9424 C©mbt . 13 Ct00 3 2 TS6x3x.312S Axial-Beading 0.9930 Combl . 13 000 3 f 3 TS7x3x25 Axial-Bending 0.9911. Combl . 13.000 3 4 TS8x3x25 A,~al-Bendin 4.8624 Combl 13 000 3 5 TSi0x3x.1875 Axial-$endnr 0.8748 Cainbl . 13 000 3 b TS12acix1875 A.tie1-Bendu 0.7414 Cord . 13 OOU 4 1 TS8x3x,37S ttxia4Bentlin 0.9495 Cambt . 13.000 4 2 ~ TSIOx3x.3125 Axial-Bendin 0.8458 Combl 13,000 4 ++ ' f TS12x3x25 ~ J Atiai-Bantling 1).8378 Ctimbi ~ 13.E J~ ~K7~` 5x'~.`I lei St:e~i ~Desi~n Repcirt fGr AziirM~d Ri Pa ~ '/li 5 I TS~x.3x.3126 Axia]-Ben ~ 0.03b2 Combl 13 t)~ 5 ' {'Sbx3~?5 ttixiiai-13cn~ ~ u.9i~11 E,`ixllbl . ~ 13 ixx? 5 3 T97 3 1375 '~~ /l Axial 13c~ding 0 9324 C«mh] , . ~ x. . 13.(XX± '. ~ 4 TS3L3e l i7,; f 1]xi:il-E3~ t).;i751> C~amb+ 13 ;}E)r; S S TSIOxix.1R75 ' 4 Axial-Bendin 4.7~ Combl . 13 000 5 6 TS12it3x_1875 A.~cial-Bendin 0,5933 Combl . 13 0(10 6 1 TS3x3x.125 /" Lrvr ih~ri9iw Y {i.(3(i31 Comb i . 75055 6 2 i'Sfix3x125 Li1~e 13c$ ~icm Y O.OOi6 Ctxnbi 7 5053 lr 6 3 TSSa.3x.125 Livc De$ecticm Y 0.[1(109 Ccmlbl . 7 ~QS~ 6 4 TS6x3x.125 Live Defletitien Y O U<306 Combl 6 S TS7x3x125 -- -- Live Deflection Y . 0.0004 Combl 7.5055 ~ 7 SOSS b 5 TS~x3iti125 Anal- 13.fl003 ' Cni>xbl --- ~ -.-__ 13 fl00 b 7 TSIOx3x1875 Axial- O.OUGI C.,nlbl . l3 Gr0 6 S TSI'z3~1875 A.acial Bendiiin 0.01X71 Combl . 13 t~J!) 7 ~ ] WI2x79 LiveDeflectionY 09248 Combl . 14.760 7 2 WI4x-61 L1vet3efleL~h~luY 0.9566 Catllbl 14 760 r ~ 3 W16x50 L~1~~tlcxrinnY 0.9291 Combl . 14 760 7 4 WIRx4f, LiveL7efleetion Y O.R499 Cambl . 14 '1f0 7 S ~ WZ l x14 LiveDeflecGonY 0.7263 Combl . 14.760 7 6 W24x55 LiveDeflectian Y .0.4535 Cornbl 14 760 7 7 W27x84 LSve Deflecrion Y 0.2148 Combl . 14 760 S Wat:).Kgt~ LiveLkt~vCticus 1' O:iG91 t:`turiif,l . 11 7611 7 9 W33x118 Axial-Rendin {1.1109 C'amhl . 14 760 7 10 W36x135 Axial-Bcndin 8.0907 Gcmlbl . 14 760 8 7 W12x50 Axial-Bendin 0.4398 Combl . 4 7500 ++ 2 W14x4FT Axw1-F3etuii 11:9201 4:~~nlhJ . 4 751?0 R 3 WI6x4f) / Axial-Bending 0.9998 Comhi . 4.7500 R 4 W18Y40 Axial-S f) X145? C~nbl 4 7~E><J 8 S W21x44 Axial-Bendinu 0.7927 Combl . 4 7500 8 ~ WZ4x5~ Axiai=Ben i)~674 1:umtil . 4 75017 8 1 7 W? 7x84 Axie~~din + 4.343 7 Comb 1 . 4 7540 8 $ W 30x-411 Axial B: _ _ 0 ~64~J f `cxnbl . ~ 7 SOn 8 9 W33x118 Axial-Bendin 0.1802 Combl 4 7500 8 ID W3bY135 Baal-Bend' 0.1+174 Comhl 4 7St00 9 i W 12a53 A.x~l 4.9 1114 ~ C'omb l . O Ot4?0 9 2 W14x48 Axial-Beadin- 0.9209 Cambl . 0 0000 9 3 W 16x45 Axial-Bending 0. $912 Comb l . 0 001x) 9 4 W1Rx4{l Axial-Betiding tY.9483 Cixribl . 0.00170 9 S W21s44 Axial-Bendin 0.7954 Comb] O OOIk) ~ S W 2-0k5S ~Axia( 0; 5b9(i Lomb f . U UI,viO ° 7 W27x84 Axini-BrnJ~ 0.3044 Cumb1 . Or•}000 9 8 W31?x9(1 Aral-Ben$' 0.«(1413 Combt (}1xXN) ' 9 9 W33x113 Axial-T3endin 0.17 Comb1 O OUbU 9 its ~ t1a'3Eixi35 Axtai-Et (1.1478 C;c~mbi . (i.(1()W 10 I W12x706 LiveDet7ection ~' 0.9937 Combl 13 986 IO 2 W 14x90 Live Deflection Y 0.9327 , Comb 1 . 13 386 10 3 W 16~67 Live Deflection Y 0.976? Combl . 13 3811 10 4 W 1 8x60 / Live Deflcc'tion Y fl,447fl Comb 1 ' - 13.386 10 5 W21x62 Live Deflection Y 0.7fl(?6 Combl 13 385 10 6 W24xb3 Axial- 0.732 Combs . 20 741.. 10 7 WZ7x34 Axial-Bend 0.3711 Cotnbl . 20 741 ] 0 8 W 3()x90 .Axial- T 0.3228 Ccxnbl . 20 741 id 9 W33x118 ,'.xiai-Bondin 11.3203 Cambl . 20 741 10 10 W3ba135 A~;ia1- -0.1802 C+xiilal . .20:741 II 1 W12x58 Axial-Rendin (1.9789 Cnmt,( il illXKl 11 2 W14x53 Aatia}-Ben 0.9829 Corrtbl . 0.0000 I1 3 Wi6x50 Axial-l3endm fl.945R Cumbl 0 0000 f 1 4 WIRzdG ~ AYixl$ _ ~ t):y7~k1 C~xu1,f . 4.i1fK)0 ; I1 5 / W.21x-34 Axia]-Rending 0-9427 Con'hl 0 (HH10 l1 C, W24x55 Axi91-G~encln O.f,7S3 Camb1 0. 0(x10 II 7 W27x84 Axial-Bending 0.3603 Combl . 00000 ll 8 W3i7x90 A~ixlBend" 0.31J Ctxtlbi O.OtXkl I1 9 bY3;x118 Axba 0.2140 Cc~bi O.il040 i1 10 W36xt35 Axittl=BKni' fl.t7gl e~>Fnbl 11 0(x10 12 1 W 12x50 Live Deflection Y 0.9604 Combl . 12 545 I2 2 VJ14x38 Live Deflflectiou Y 11.91328. aGxiibl - . 12.545 ~ 12 3 1711 Ibx36 ~ / ~ Live I2eilucticul Y 4.~6 1 Combl 12.545 12 4 W a x~5t~ L, ve 1~ei7s~ti<u~ `r" 1 1?. X734 E;.rxl~h l 12.545 12 5 W21x62 LiveI?eflection Y 0.2845 Cambl 12 545 12 6 W24xb$ Live Dellecticrn Y 11.2068 ~oulbl . 12:545 C:iDCC\Framei5f\Praject\admee3Ri fl4f1if2047 Steel i3esi n Re rt for Aclirl~a' Ri ~a e 3121 wt4~ 1z ~ W37xt24 Axial-Be d 1 1, ~ w3~x9(,, n ~ ~ai " ~ t .13lSi1 U L;ombl 12.545 ]~ ]2 ? 10 W33v] 14 W36x135 . , 1~anhEic~di A~ i l Be iui .1?.t12 0 f'82ti Ccxniil Cilmhl 12.545 1245 13 1 2 c ~ 6L c - a ac ~ Live D fl ti X 0.9Ei72 ,Combf 12.54 13 I 3 . , >c W 12x22 W 14x22 ~ W 15x.,6 e ec on LiveDeflectianX Livt i) 21 4i 0.0033 0.0022 Combf Combf 12.136 12.136 13 4 W13x35 t tY t~ri K Lt D fl i ~ O.OO T5 Cennb 1 12.136 13 S W2 ]x44 tic c cct ca Live D fl ti d.d010 L'omhl 12.136 13 6 W 24x55 e ec on X Liv Ll fl i 0.0Ut17 Combf 12. I36 i3 13 7 8 '27x84 W30~:?U e e eet on X Live Deflection X LL E 13 #l i~ 0.0005 fl.0001 Combf Comb i 12.136 i 2. i 36 13 9 W33x118 L e ea:t .n X Liv D fl ti X O.O~i 1 CU?ntbl l2.1 iG 13 10 W3bx135 e e ec on LiveD flee ionX 0.0001 Cambl 12.136 i4 i TS8x3x 37S e t Axi l $ dn 0.0001 Combf 12.136 14 ] 5 15 2 1 2 . TS1tTX3x.2~' ..~ T512x3:t25 TSf~x4x.5 TS14x4x 375 a - ett Aaixl Bc"Si„g Axial-Ben.l ~ A.xul-13enclin A i l B di fl.9003 f):.95115 0:8032 O.RG13 C.stnbT t~imhl Cuu;l~] Comb] 13.000 ~3.Ot~0 13-ODU 21.Stk1 1~ ' . f x a - en n rlxis i Beadin 0.8928 Comb] 21.SW IS 4 T~t6x4x:3125 1°S20x4x.3i25 ~ - g Axial-Bentivt ~ 0,9C11R d.728i Cotnbl Cumbi 21.300 ' 15 1 }77 I~XaX A i l li '3n i.5d0 16 2 . TS1(1x3x 3125 x a ]c c r A i l R di ..4.9£27 L;uzraj~l 1 .t~t1 IG 3 _ / x a - en n Axi l i O R449 Comhl 13.0(1(1 TS12x3s,25 . a -Bcnd ttg 4.4420 Combt 13 000 / 17 1 W 12x40 Li D fl i . 17 17 17 Z 3 't WI~#x34 / W 16x36 bYdlt~SU ve e ect on Y LiveDeflectionY Live Deflection Y L I~ `' 0.9470 # CI.8t~34 0.6553 Combf ~Combl Combf 11.510 11.510 11 510 17 5 W21x52 ue llecaicut i Li D fl U.,367Ls f.°vmbl l1.SIU ; 17 17 17 6 '~ R W24x68 W27x84 W0x90 vo e cctionY E.ive Deflection Y Axial-13endin fl ial- ~ 0.2207 OYbf>4 0.1150 ~ Combf GombI Cumbl 11.510 11.510 11.510 17 17 9 10 W33x118 W36x135 x Axial-Ben a Ar l B fl.Ifi01 0.0683 Camb1 Combf 11.31D ; 11.510 18 18 1 2 W'12x120 1%/ I~xSal a - en Live Deflection Y Li #l " 0.0559 0.9001 Combf Combf 11.510 11.510 18 3 W16x77 ve L3e eeYiun Y Li D t1.5'Ci4f1 C'orabl 1ISlt3 18 18 4 5 Wl$sF0 W2Tx50 ~ c/ ve eflection Y LiveDetla?tionY LiveDeflecgonY 0.8676 0.47$7 0.9'787 Combf Combf Combf 11.510 11.510 11 510 l8 ii V~-2~~i5 LiveDelleetionY .0.7134 Contbl . 18 7 W27x&f A i l 11.51p 18 3 ~'t'3dx9t? x a Ax?~1-Ben~u ~ 0.37b9 0.3281 Coatt>1 Cumbl l ! . ~ ifl 18 9 W33x118 A i l ' 11.5I0 l 8 10 ~Eixl3i x a -Bend A i ]»13 ~ Q2239 Combf l l ~ l0 i9 79 i 2 Wl2xy6 W74ar74 x s end i,r~eDetlectic7nY I i D 0.1832 ti.~i43 £ Combf Cotttbi 11.510 10.437 19 3 WlC.ar67 . «; q}lt;;ctism Y LiveDefiectionY 0. 1568 0.7983 Ccunbl Combf 10.4.17 19 4 WI8x50 Li e fl i 10.437 19 5 W21x44 c/ v De ect cxtY Li~~eDefieciionY 0.9520 0.9034 Combf Combs 10:437 1© 437 19 5 WZ4x55 Axixi- 0.5'~l9 ~amtbl . 19 7 W27x84 Axial- ~ 0.3206 C~mbl _3.7555 19 8 W30x9d Axial-Be~ndinsc 0.27~JO Combf 3..7655 a 19 ~ 9 W33x118 A ~ i l l 3.7655 t9 10 _ W36x135 ~ . c a - 3endin A~i- _ . 0.1905 fl.i558 Comh] _ ~ Cantbl 3.7655 20 ] W12x55 Livx~DetleciionY 0.9861 Combf 3.7655 70 ? W L4x.53 Live Deflection Y 0.4719. Combf 11.510 20 3 W16x45 Li D 11.51p {{ f 20 4 ~ 5 W 18x40 W2 1x44 ve eflectionY Live ~fle.•tiJtt Y Li D fl 0.8973 fl.SS9T ~ Comb] Cixubl 11 il0 1 1.510 2U 0 W24~5 ve e ection Y LiveDellacdiru3 Y 0.6237 0:385ts C~nbT C;tuuhl T 1.51© 20 20 20 7 8 `~ W27xR4 W3f):c90 W33xf18 A.ei:il-Bendinc Axial-bend' Axial-Bend' 0.2039 ~ 0.1773 d.12Td Combf Comb] Comb] 11.610 11.510 11.510 2U 21 10 1 W+axl_~5 , W 12x5R ritual-t3czxl Liee Deflection Y j #J..[1~}9C3 p,9224 t,~vutbl Cumbi 11.514 11..SI~I 21 21 2 3 ' ~ W 14x48 W 16:c36 Live Deflection Y Live Deflection Y~ 0.4034 0.971 ~ Comb] Cuiubl 11.510 1 I.510 11.510 21 2I 4 S W18x30 bL'2ix~2 T.tveDetlectionY l.ivel~cflecti~ut Y U_5477 U-3294 Cuttibl Cc>m1~I 11.510 ' II.Slti C:\DCt:\£ramel5f\ProjectiadmedRi 09/1i12flfl7 J~ 5'~3 f .~, ~,~y~ui ;x331 f~3~~ ~~ ~~cy~P 879y'"`f 8~~ ~G `Steel design Report for AdilMed !2Z Pa e 4~ii 21 b ~JZd~(,rt tA~l.,lenfiuk 0.24111 C:omhl 21 ? i~d27~4 A.cial-~3end~ O.l?40 {;tx~tlii 11;518 ! 3 :'F'ifL'~l3 :~:~ial-l;i-ndin 0.1515 C,xub3 , { 1.51u 21 9 W33xI18 A>cial-Bendink 0.1032 Combi ILS3f) 21 10 4J30x13~ A i l B . , 11.510 x a - en QOBd-1 t;om>rt i i'~3x3 x i 875 A i l-B 11.510 22 2 . x a A i i B di U.72£~ Ctm~b l {3.(xX)U ~ ~ TSdr.3x. i.,5 ,: x a - cn ng 0.7868 Combi 00000 r 3 TSSx3;:125 A i 1 B i ;: a - cnd ruz 0.6525 Combi 22 4 TS6x3x.125 Axial-Bcnduti 0.56.32 Combi O.GOCX) 2G 5 1'S7x3s 125 A i l B di 4.OOC~O _ . x a - en n 0.5204 Comb} 22 6 TS8r3x125 Axiai-ban fl.d819 Cam6i 0.000() 22 7 TSIOs:3_c1875 Anal- 0.2614 Cembl {3t3fl00 22 8 TS12x3x.1875 Axial-Bendin€ 0.2314 Combi O.CiC;C10 23 ~ 1 TS3x3x.3125 AYisl-Bendin 0.8775 f Combi 0.0000 23 j ? ~ TS4x3x 1875 ~ 1 i'~.xsai-B~iiding ~ fl.976G ~ Cuinbl 0 ~ OflQE70 ' ~3 3 TSo~.3a 1875 Anal Bcnu#n fl.8305 Comhi ~ 1 23 4 TS6x3x 1S7i A~1-Bealiltt ~ 0.5464 C;xi~3 fl.0000 23 1 S T57x3s.125 Axial-Bendir. 0.9320 Combi O.UG00 23 6 } TSSx3x.125 tlxial-Benin } 0.8654 Combi 0.0000 23 7 TSlt?x3x.1875 Axial-Ben3i O.d7it; Cornbl 0.0000 1= S T~l2x3x i$75 1' l u 3 0. . w a -F, ~, i7.~p Cam! 2d 1 TSSx3x.3125 Axial-Bendin 09912 Combi RU40tJ 24 2 TSGx_3x.25 Axial-Bcnciin 0.9746 Gomb1 0.0(x)0 2d 3 TS'1x3ti25 Live UeflectiunR ~ 0.8282 C~nubl 0.0000 24 4 A ial F1 ira 3.5y25 TS8x3x:3$75 x - crx3 g ():9327 G~xnhl O.tx)t?() Zd 5 I'S1()x3x.1R75 Axial-Rend~n ().7fxi9 Gunl?l 24 6 ~ TS12s3s.1875 axial-Ben ' 0 6fi76 Combi Q.IH)()n 25 1 TS3s3 3125 . 0 ~}(pC~ x. Axial-Bendin 0.8577 Cvmbl 25 2 T~dx_'ix:1825 Axial-$en ' 0.9476 t;um61 0.0000 1t 25 s TSSx3t1875 Axial-Bendin 0.7&!7 C'ombl OOQt i _5 d T,S6x3s:12? ~ Axial-Ben ~€ 09734 Ccmbl 0.010 0.0000 ?5 25 5 TS7x3x.125 Axial-Ben 0.9005 Combi 0.0440 6 TS8x3x.i25 t~Zial-Ben 0.8357 Combi 0Q~ >> 7 TS10:z3x.1875 Axial- ~ O.d554 Combi 0 0000 25 8 T3i'i7x_1875 :1.~[ial-B+ li.4llli i,'ombl . i~ tk)t4 ~ 26 1 TS3x3x25 A.tial-Be 0.8312 Combi . : 0 r~ 26 2 T.S4Y3x.1875 Aral-$c~ttduig 0.8(320 CutuUl 0 0000 26 3 TS5x3x.125 Asial-Bending 0.4671 Combi . o.tx~uo 2t~ d 7'Stlx3x,125 Axial-Beildin 0,8305 l"omhl 0:01kh1 ~ 2S 5 TS7x3x.125 Axis ~ ~ 0.77156 Combi O u0t10 2f b TS8x3x.125 Aeiu1-$~i~izi 0,7090 Cvtabl . O~p,J 26 7 TS10~3~iR75 Axial-Bend 0.3843 Combi 00400 2G $ T51~x3x:18']5 Axial- f1.34b8 C;emhl 0(xx) t3 27 i TSSx3x.37i i~sai-$ern~u (l.yi75 CvIIibi . 13 (X)0 27 i'Si{3xix.25 ~ /` I~xial-Bcndiniz 0).9695 Cc~l . 13.00 27 3 ~ TSJ2a3s5 ~xial,Bcu ~ 0.3395 Gunbl 13 fH?O 28 1 TSi0x4x.5 Axial-Ben 0.9273 Combi . 2L500 28 2 TS12xdx.375 Axial Bendin 0.9385 Comhi 21 5pfl ~ 28 3 TS14x4x.3125 •/ i~ai-Bending fl.926i Com61 21.500 Z8 d 1'S 1fixAx.3 i 25 Axini- {1.8154 Comb i 2 { 5(x) 2$ 5 T52Qxdx.3125 axial- 0.6584 Combi . 21 500 29 1 TS7x3x.37S Axial-Bendin 0.9740 Coinbl : 00(1 13 24 2 ISi1x3x.3725 A~aal-l3mixli 0.9561 Comhi . ]3 000 29 3 TSIOx3x.25 AAai-B fl.8885 Cambl - --- . _ i3 fl00 29 4 TS12x3x.1$75: / Axial-Il~ndiug 09637 Cun~bl . 13.000 30 1 ~ TS3x3a25 Auai-Bend 01.9628 Conil~l 0.0000 3(3 2 I TS4x3x.1875 Anal Bendinn 0.9368 Cv[nbI 0 01>~ 30 ' 3 TS5x3x.1875 Axial-Bendin 0.7861 Combi . 0 0400 30 d TS6x3x.125 f Aaaal-B~idmg 0.9771 C.xnbl . O.t><it3(3 30 5 TS7x3x.125 A~aai-Bendn 0.9(3?9 Combi ' 0 0000 3U b TS8t3~I2.5 Axial-B~;ilu , O.s419 Cotubl . D OOOCJ 30 7 TS10x3x.1$75 Axial-Bencfina O.dL,13 C.ombl _ O OOt?l1 30 8 T512x3x.1875 Axial-Ben 0.4164 Combi . 0 0000 3i 1 TS3xix.25 Axial-Bendin 0.8121 Combi . O O~hrO 3l ' _ 2 T.S~ix3;x.f'~75 +'~iu1-$eti D.&t~t2 £sua~ht . Qt7[]E;4 31 3 ~1~S5~x,12S / Axial-Bending 09758 Combi 0.0000 31 A 1'.5(,x3'x 125 ' !•.xial-Rending 0.8394 C'o:nhl ~ 0.000(1 31 5 TS7x3x.125 Axial-Bendin 0.7760 Combi ___ 0 OOOp 1 31 _ ~ ~ ~ TS$x~x.125 ~ Axial-Bendin~z ~ 072(!;) j Crocub 1 f ~"'" _ o tiooa - C:\DCC\Framei5f\Praject\adme3Ri 09/1i12fl07 ' Steel°Design Report for ~ltiirl~ Ri Pa e 5/ii o/( ~ J(2X~+ ;L~4 ,• ul~ to ~y~y~ ~~~~~ 31 7 TS10x3x.1875 Axial- 039119 Combl ' 5 1'S1"2x3s 1?375 An l ~ 0.00011 ~? . a - {1,3524 Cznrbl = - Ia T 7 i t .t}c~3i1 W12~?fi ~ / vc i:r cct ,~n Y j (i_6547 Comb1 32 2 t~?74r; 6 Li~~;l7ctli,ctii~u Y } fs4.52 t:c~mb4 3.7950 3~ 3 W 16,76 Live Deflection Y 0.4437 Combl ~c 8_..150 32 4 W 18x35 Live Deflection Y 0.2G19 Combl ~ 8.7950 32 ~ W21x4d r~xizl-13 O.f791 L:tmtbl 8.7950 32 F ;N2=1>:5> ~:ia3=I3 D.1285 1 Combl 8.7950 ~ 32 t 7 W27x84 Axial-Ben ~ 0.068] Comb] 8.7950 32 8 ~ W30xy0 4~a1 8.7950 _ . -):3 0..0594 Ccimbl 32 9 W33xi i8 Axmt- ~ O.t3~At35 Combf - 8.7950 , 32 10 W3Gxl~5 Awl- ._ 0:0332 Cumb] 8.7950 ~, 33 1 / Li D fl ' 8.'950 W 12x22 , ve e ection Y 0856_ Comb l 8 7950 33 Wl4x ' ? LiveD fl . - . e ectinnY O.b71? Combl 33 3 W16,~c26 LiveDe~lectionY Q4437 Comb] 8.7950 i .. 33 4 Wi8~35 L 1 fl 8.7950 vz 3e eaxiati Y 0.2ti19 Cambi 33 5 , W21s44 Axial-B- ~ -~~- ~ 0_ll07 Conil ,i 8.7950 33 6 W24ti55 Ax#A'1-Benc~in 0.1267 . C.nnhl 8.7950 33 7 W27r44 Axial-Bcndin 0.0678 Cvrnbl R.7950 33 4 W30x9t3 A1-BrrXdiil a.t?591 Cimtbl ~ 8.7950 33 9 u;_3x118 t'Jtiad- Ql>•!l1-i Gcur~bl 8.7950 33 ]it V.'3Fx13; A~cial-Bend O.n3( C~~mbC &.7950 34 1 W12x35 Li D fl i Q.79j0 ve e eet onY 0.8394 Combl 34 2 iivv L4 c2ii Live Deflectiou Y 0.9T54 Condit 8.7950_ 34 } 1 li I~ tk i 8.795[) W 1li~c2fi / ve e ~t rua Y {).7947 C<utihl R 745() 34 4 ~`1H~x35 ' 1a~3~e8ectlsu; Y fl.4ii41 C~bi . 34 5 W21x44 A.~;ial-Brndin Q3115 Combl x.795l~ 34 6 W24s55 A i l 8.7950 x a -Benilin 0.2230 Comb] 34 7 W27x84 Axiil-13en~Tin 0.1192 Cumbl 8.7950 34 8 i&~l1x~~(? Axial x:1037 C'Lmbl 8.1950 34 9 ~4'33~118 Axial-Bending 0.0708 Combl 8.7910 34 i0 W36s135 Axia[-$en -0.0579 Comb] H.7950 35 1 W12x79 LiveDeflectionY 0.9842 Comfit 8.7950 35 ~ ~t!l~sb8 l:i~~ I7e#lecti~t Y b.913{~ Corcrbl 10.076 35 3 W1Gx50 ~ Li {tJ:~76 veDetlectionY 0.9887 Combl 35 4 WI8x4fi Dive }7eflectiore'Y 0:9151 Comhk 10.076 ~ 35 5 WZl 44~ LiveDef7ectionY 0 7729 C b] 10.07b x . om 10 076 35 b W24x55 Axial-~cliu 0.53234 C~unbl . 7l) 07F 35 7 W27xSa Axis.. 0.2$75 Cocnbl . 35 8 W30x90 Ax:'al-Bcti~l~ 0.?,501 Cutub3 10.076 35 9 W33xIlR Axial-Bending 0.17tYI Combl 10.07b 35 10 W3bx135 Axial-Bend' U.13y~ Combl 10076 10 (TIb 3(i 1 W 12x26 / Live ~tiec-ficrn Y U.9?72 Corn#~1 . 5.7950 3fA 2 W{4x26 Li eD ~ v ef~vetion Y t1.9i37 i;oaibi 5 795ti 3fi 3 W1E~a26 Live Deflection Y 0.6^3 Combl . 35 4 W18x35 Live Deflection Y 0.3909 Combl 8.7950 8 7950 36 5 W21s44 A i l " ' .~c a -Bending 0.2702 Combl 8 7950 36 0 W2~x55 ;jai-$eu fl.i934 Comb1 . 8 7450 36 7 R'27x34 A - xial-BentlinB 0. ] 015 Combl 8 7950 36 $ W30~c90 Axial-B 0.0884 Comb] . 36 9 ~ W33x118 Axial-Bendia 0.0603 Comb] 8.7950 8 7950 36 ifl ' W3fixi35 Axial- - 0.0493 C.xnbi . 8 7950 37 1 TSSx3~5 A.}aaI-Ben~I~. U.8995 C'omlil . 13 000 37 2 TSI!Ix3x 3125 A iah . . i x Rendin 0:9514 Cmnh{ 13 t)t10 37 3 TS12x3x?5 ~ ~ .Axtal-$ending 0.9420 Comb] . ]3.000 38 ~ 1 TS f Rx6x.5 v'' LtveDetiection~ 0.9366 Comb] 0 ~ 39 ' 1 TS8x3x.3125 ' Axial-Bendin ~ 0.9796 ~ Comb] 13 000 39 2 3 3i4x3x.25 Ai3a1-$eu D9061 Cmnbi . 13 000 j >y 3 TS12x3s.1875 ~" Aa.ir~l-Beuiiiug 09881 C'~bJ . 13.tx3ll 4(t J 2'S3a3~3125 s>.,x3lr1~~ , f)_y17J C~nttl-,1 t2txX>U 40 2 TS4x3x.25 Axial-$endin O.R452 Combl 11 0000 44 3 TSS~c3x 1875 P."~tinl-$en " 4.4488 Combl . O f)(70!) 40 4 3'S6x3x.1S75 Axial-13enciin 0.7764 Cornbl O OtJ00 ~!t S 1'S7.~ix 1;f73 A~7- U.6F1_'+6 f:'c~mbl . c>~x~ o 40 6 i:yg~,x,125 ELxiat-Sen,3in8 0.9634 C'omhl . O.Ofu;p 40 7 TSlOx3x.f375 Axial-Ben~lin O.S291 C~>rnhi t citJfxln 40 8 ~ TS12x3x.1875 -- Ariai-$endin¢ 0.4778 Cambl O pO00 41 1- TS3~c3s.25 ~ Axial-B~ui ~ Cl.il ' torul>1 . t2t1000 41 2 TSdx3x.1R75 sl~ria]-]~eru3in !).8375 i:.c-mh1 11.0()!)0_ i C:\DCC\€ramei5f\Praject\admedRi 04111/101)7 J~o ~~ Bx~~ J'l~t ,~4~ ^.~'~ ~Iq ' Steel' i3esign Report for Ariir tYi Page 6/ii Al 3 T'S5;t,2x.l~l'75 A.xi•9~4~end- ES.~y57 Comb,1 ik Oikkl ' 41 4 TSfix3x.125 / tlxist-13elxlitlg {,k.87Lk4 L'cxkkbl . u.ut;'(,~0 ~ ,1i 47 ~ 5 6 i'~S7tc3x.12> TS8 3 fl.~tal-Bek ~ u.su35 L'ontbl U.()(~'E.'V j , x s.125 ;teal-F.~~diuu , 1).7449 CornhJ O f)(1f?0 ~] 7 TSIOx3x-1875 A,`cial-Bending O.d042 Cembl . 0 0(100 4l 8 TS12x3x.187S Axial-Bendin 0.3642 Combl . 0 ~~ d2 i b~12xd5 Live ik;lltc9itrtl Y t3.9~3 {:t~mbl 12 000 42 2 W14x3d ` / Livc Deflcction Y 0.9762 Combl . 12000 42 3 W16x36 Lice 1?eiir..ciion Y 0:7-11)9 ~ L"ombl 12 (1t70 42 4 WI8xS0 Live Deflection Y Q4149 CombI . ~ I2 0(HI 42 - - S W2tsti2 - - Live Deflection Y U:2496 Comfit . 12 00+) ~< 6 W2d~c68 Livz i3eflectian Y fl.181d _ Carabl . {2 000 42 7 Vr'27~84 Aral EerkilinQ 0:2240{ Cumb1 . 12 060 42 8 W30x90 Axial-BeluiinQ 0.1078 Combl . ~ I OC>'J 42 9 W33x1I8 .Aitial-Ben " (}.0736 Cixnbl _ ]2 000 42 ifl W36x13S Awl-Ben ' 0.06fl2 C~ubl . 12 000 43 1 1~'12:;4~ LkuoDefl;ri;tioIkY 1 fl.~'483 Cu1ui;1 . 12 u0u 43 2 W14:34 Live Deflection Y 0.9762 Combl . 12 OCNI 43 3 WI6x31 F.iveDeflection Y ~ 0.8851 ~ Combl . 12.04)0 43 4 W18x35 LiveDefleetionY 0.6508 Combl 12000 43 5 W21x44 Live Deflecti~tk Y 0.3{33 7 CoIDbl 12:1300 ~-~ 6 'vV2-3~.5~ l..ive h~fl~ai,xi Y 0.'?-}i9 C:atirlil ]2 i)lA) 43 7 W37xRd Axia]_Ren3in 11,1.245 Comhl . 12 11(k) 43 8 W30x90 Axial-Bendin 0.1083 Combl . 12000 d3 9 VJ33x118 Axial-Bcndu i7.07d'0 Comb1 1Z OCN1 43 1!) W:+1{x135 Axwl-Rr:ru3in 0.(~i()S C~>mh1 . 12 0()1) 44 1 W12s72 LicoDcflcction Y 0:9957 Combl . Cx)n IZ 44 2 W14x61 Liv~DeflecticmY 0.9288 Cemkbl . 12 00(} 44 3 '~ W 16x50 LiveTJel'leeticmY (),9021 Colnbl . I2.OtH1 44 4 WI$x5r7 Live L1eIlectiim Y 11.7431 Colnbl 12 OtHI ~ ~ Vv21xti2 Li~?e LAcflcotion Y 0:4470 C~mbl - 1' 40'0 44 6 WZ-1x68 Live Deflection Y 0.3248 Combl . 12 000 44 7 W27x84 Axial-Ben ' 0.2214 Combl . 12 000 44 S W30x90 Axial-B ~ 0.1925 Combi . 12 000 4d y 1V33xf 18 A.?aal O.I3I3 t'ombl . 12 ~:4}U 44 10 W36r135 A<`tial-Bendin 0.1074 Combl . 12 rub 45 1 W12x72 l,isre Delechon Y 0.9040 Combl 9 4425 4S 2 W74xS3 Live Deflection Y 0.9976 C~unbl . 9 4425 -0S 3 W {1{x45 Lite Det}ection Y 11.921{{ Cuzgtbl . y 44?S 45 4 ~Y{8Y40 ,/ LiveDcIlectiunY 0.8819 Cunkbl I . 9.4425 dS S W21xd4 Axial<F.3tzt3 0.5580 Ccxnbl 9 4425 d5 t~ W24?:55 Axial-Bead' Q4716 Combl . 9 d42S 4S 7 W2'Ix84 AxIa1 ': U.2521 Comt?1 _ 9 442 4S 8 W30x1(J Aera1-}-iern1 (33iy2 CUCnb] . y 4d25 45 9 W33s 113 ~1_ Q 496 t;c~rkbl . 4 442Y 45 10 W36x13S Axial-Bendiny~ 0.1224 Combl . 9-4425 46 1 W12x65 E,iveDeflectionY 0.9325 Gombt 12 000 d6 2 Widx53 Liti~Deflection Y 4.9{87 Crnllbl . i2.t?p0 46 3 W16x40 ~ LivelAeflectiun Y 0.95:35 Comb] 12.Q00 46 4 W13x50 LivcDctIcction Y O.b213 Combl 12 OOp 46 S W2tx6Z L1veDetleetion Y 0.3737 Ct3mb1 . 12 000 46 6 W 24x68 Live Deflection Y 0.2716 Combl . 12.000... 4~ 7 W27x84 Axial.-Btn 11.1'894 C~nbl 12.(300 46 8 `JV30x90 Axial- ~ O.1G4y Combl 12 000 Axial-Reridin 4l.I 123 Comb! . 12 {)ilr] 46 10 W36x135 ~ Axia}-Bendin 0.0919 Combl 12 W0 47 1 TS3x3x.125 ~/ Axiii-Belk~g fl.S703 C~nbl f , 13.00{) ' 47 2 TS4x3x.125 ~.~aai-Be11d711 0.6749 C.aubl 13.000 d 7 3 TSS.~x 125. Axikil-)3 0)_5575 Gtuuhl 13. ix7u 47 4 TS6x3x.12S Axial-Bendin 0.4Ci9S Combl 13.000 47 S TS7x3x 12S ~ktsl-13 0.4075 Combl 13 000 d7 6 j TSBxix.12S Axis{-Bend 0.3634 Cimkbl . 13.000 ~i7 7 I SIOx3x,1K75 rl3cial- ().2()7~F £~embl l ;,rk)() d7 8 TSl2x3x.1875 A+ci,tl-Belkdin 0,1750 Ci~Ixlhi 13.000 48 1 TSSx3x.3I2S Axial-Bcndiuq 0,8432 Combl 73,OQ0 d8 ' Z TS6~3zcZ5 Axial-B~i1 0.$751 r:onibt 13.0(87 48 3 1~7s3x.l~iiS:~' tlxial- InB 0.937? C{mil 3 1_.(~1 4R 4 I:ti,Kx_ix.1R75 tlxiai-F3eiul ().835Z C~xr~h] 13.(~la 48 ~ TB10s3x.1875 A~CISL Bon n 0.6682 ~.cmbl j t ~ 48 6 TS12x3x.1875 Axial-Bendm¢ 0.5665 Cvmbl 13.000 C:\DCC\Framei5f\Project\admedRl t34111/20fl7 U/"'J : Stz~i,l3e$1 n R2 rt for ~2TI~d RZ '- Fa e 7~1i 5x3x' ~rx3X`' 5x 3x31 ~c4x3~ 49 9 S~x3s.3?«3 ~ A,~ial-B 0 97L~7 Conibl ~ 4y ? - i'aGx3x.,.5 Axis U.tJ4{IG ~;ombl 73,11011 4~1 3 T47 ~ix~''S , llxisl-BL~ndi 0,8774 , Combs 13 {i(?(;' 49 4 TS8x3x.7875 Axial-Bending 0.9(154 Cumbl l:i. 1()? ! ; '~ 49 S TSIClY3x.1375 Axial-Beni ~ 0.7237 Comb9 1311011 49 6 TS12x3x.1875 ~ A~iial-Bendin 0.6134 I Combl 13.E-1 ~ l iS5x3x.3925 Arai- ' 13.000 t3:y2{l4 Cirznbi 50 2 TS6a3s.25 Anal-13 di 13.000 ~ cn n¢ 0.9011 Combs 50 3 TS7s3x.1875 A~aal-Bending ...0.9708 Combl 13.C~~0 5C) 4 TSBx_Zx I875 A i l B du 13.000 . x a - en iu 0.8595 Cumbl 50 5 TS10x3x9875 l~,aal-F3end~ 0.11868 Combl i 13.01)U ~ 6 TS12x3xi875 , 13 000 Axini-Bends 0.5821 Comb9 . 31 7 TS8x3x375 Axial Bendin~t 0:9284. Combl 93.000 51 ? TSIOx3x.3125 Axial-Bending 0.8271 Combl ]3.D00 51 3 TS92x3~t25 ~ ,/ Axial-Bending 0-.8]94 e~bl 13 ~ ~2 1 a TSbx3x.5 .A~aal-Bendin 0.9833 Combl 13.000 52 2 TS7r~3?:.375 Axial-#~ding fl.9556 Cambl 13.000 52 3 TSSx3x.31?i A.>aal-Betu9uii , U 9440 Cbtrml 13.{0 52 d TSIOx3x.25 Axisi-Bendin 0-8411 Ccxnhl 13.G00 52 5 1'S12x3x.IR75 ,/ Ariul-Bending 0.9462 Combl 13.tkk7 53 1 TS6x3z.375 Aeisl-Bence 0.8947 Cumbl ]3.000 53 2 TS7x3x.3125 r~ial-13en+~m 0.8658 Culnbl 13.000 ss ;~ T~x.~: .s 13.0(81 53 4 TS10~3x_1-87a / dial-Rendin S 0.9054 Cnmhl _53 4 TSi2x3xJR75 dial-Randin 41-?d47 4'~mihfi 13.000 54 1 TSSx3x25 Axial-Bending 0.4399 Combl 13 (if><) I 54 2 T~x3Y,2S Axial-Bendin 0.7821 Comb1 13.000 S4 a ` / 9 i 1 t3 1 13:000 T 57x3x.]$7$ . x n - uu I ~i 0:X4 ] 7 C:runh i ~ 4 1';aXx~x iX7:s Ax~1- L1.7~i.S9 G'~lat I3. (H10 54 5 TSlOx3x lR7$ A i l B J3:00(3 . x a - endin 0.5942 Cumhl 54 6 TS12s3;c 1875 A,cial-Beiidin 0.5030 Gombl 13.00(1 55 1 TS3x3x_1875 Axial-Berulu 0.61187 Cumhl 13.000 1 5~ 2 ' A ial S O.OfX1U / I~4x3x.12.5 x - ending 0.774 Comb1 0 ¢ + TSSx 3x 17 5 ~ i l A _ . ~ t x a - c.Kadi 0.11351) Ccua~lal 55 4 TS6x 3Y I25 A i l ' !).f>IH?!) _ . ~t a -Ben 1JJ685 Combl 55 5 - TS7x3x 125 A~ l O~Ot10 . .- r _ ...r„__.. a -Bendm 0.5270 Cvmbl 55 5 T58x3x_125 Axia9-Ben ' 0.4%96 Lc~b9 0.0000 7 T,S Iux3x 1375 A.xia1- 0?667 Combl 0.0000 55 8 TS12~c3tiI875 A ~ l B 0 0thi0 , a - em .~ 0?403 ~ombl 56 1 TS4x3x25 A l ~ 0.0(.100 / ~6 2 TS5x3x:1$75 xia - A i l B d 0.8724 Combl 0 ~~ x a - en 0.9234 Ccunbl 56 3 T55x3x 1$75 A i l ! 0.0001] i . x a 4.7938 Comb{ SG 4 TS7x3x.1875 Axial-Be~din~ -0.6977 C~ibl 0 Cl(k3t3 56 5 TS8.~c3x.]25 Axial-Rending 0.9833 Comhl 0.0004 56 6 TS10x3x.1$75 Axi~1~-Retl~jng 0.5339 C~~mbl 0~~ 5b r 7 TS12x3s.9875 A~cial-Bend` 0.4861 Combl 00000 57 i i'S5x3x.31?5 Livel~elleetivn?Y {1.5+5?JZ C~1 t1.00tk1 57 ~ Ts6x~, 25 1~ n~ 3:5925 .. ~~: e~h~~ x o 0352 Cnmhl 57 3 TS7xix 2S Li i l t 369:5 . ve )~ e6 i~nX 0.8074 Cemlil 57 4 Li D Il 3.5925 TS8x3x.1875 ve e ectionR 0.8893 ~ Combl 3 592 57 5 T'~ttis#x;1373 Li Ueil . 5 ve ectott?t ta.?194 Cambl 57 6 ' i'S 12:.3x 1875 A i l 3..5021 . x a - O.fitiJB t;urab i _58 I t~!92x15 LiveDe.}lrckionY 0.93L)8 Ccxnbl 0.0(1110 58 2 Li 11.9; 5 W 14x34 - veDeflection Y 0.4582 Combs 11 925 58 3 W 16x3b Li i . ne ]eIleckion Y 0.7272 Comb1 58 4 W 18x50 Li D i 1.925 ve eflection Y 0.4072 Combl 58 5 G6'2Ix62 Lctie Detlc~tian Y fl2450 Comb9 11.925 58 C 1V24a68 Z.ive.Deflection ~' 0.1786 Comb1 I9.425 ~ 58 7 WZ7x84 AxiiiI-Ben 0.1232 t ;umbl 11.925 58 8 W30x9C1 Axia}-Bertdin 0,1072 . Comb] 11.925 58 4 R'33r.I9R Axial-Bending 0.4732 C.-~mb9 1].925 58 10 W35x135 Axial-Be~xt~ , 0.OSy9 Combl 91.925 59 I '~712ti22 I.ivef7ellectitmY OR3~2 Comhl tL925 R-7316 59 WIdx22 T.ivel7eflectionY 11-6579 Cnmhl R 734b 59 3 W 16x26 Live De©ection Y 0.4349 Comb 1 _ 59 4 Vr'98x35 LiveDeflectiunY 0.2567 Cumfi1 8.734!? 5.9 , 5 W21zd-1 A+cial-B ~ 11.1771 ~ ( _i;iubl ~ $.3346 59 6 W24x55 Axial-Rendin 0.1271 C<,mhl 5.7341 54 7 W27x$4 Axial-Bard' I 4 06%7 Combl 8.7346 . 8.7346 C:\i1CC\Framei5f\Project\admadRl ©~1/ii/La07 ' Steel ~ Design Report for ~ic'irMeii ii1 Page $113 ~~ 8 W311xJ0 Axi l B - a - 0.050 Comhl 59 y 1~33xt #~ A.~aI #S~t~ (l.ilgi)4 ~ t'ost{b# t1.734~ 1 59 ]'; Ri6x335 ~ 1lxial-B~di - flO'i3J Coroh) 8.? i 6C} I W12.r~+, , ~ Axial-Bending. 0.925R Comb) 3.346 6~) W14,Y22 ~ Atial-Bendin~ 0.8101 ~ Comb] 1.4t7E>{1 E~) 3 YJ1Lrx2b ShearY 0.6687 Combl l .4000 50 4 ~b18x35 Sh Y ' 1.~E100 60 , 5 W22x44 ear Sh Y fl.4227 Cumbi i.=1(3(10 ear -0.3104 Combl ~ ~ 6 W24x5S Shear Y 0.241 I CombI 1.4000... J _ ~78 { W27x84 ' ShearY U.I827 Comb) 1.4oa~ 1.4000 ~ tt~ 3tlx'X) Shear Y 0.1892 Comb l G0 ~ ~ W33xI I8 Spar Y , O:d3$~ C~xiil~l 1 4000 60 10 W36x135 Shear Y 0.1052 Combl 1.40100 61 1 W 12x26 Li e D 14000 v eflection Y 0.9257 Com b 1 ! 6i ~- W14 2'? I Live DeflCltllsnY O J~ZO ~~ ] Cl l { 9 . 9 ] 5 0 x I . ~ ~nU f 1 n n ' > J1~V Si 3 V. iUx2£ Li n i~ fi fl ' . { o e mi 1 t~ fl.fi294 C.xnbl 61 4 ~ W 1 StiiS Live ~I3etkstion Y 0.3713 Coin 1 9.9150 C,l 5 W21x44 Liv~~eeti6n Y 0.2?A7 Cc,mbl 9.9150 61 6 W24x55 A i l B di 9:91.5E1 x a - en n 0.1577 Combl 61 7 W2; x84 i~+ai~3i1 l~~ ii 9.9150 - i zY tl:JS4d Cim~bl 9 9i 1 61 8 R31?x9p A i ! ~ ~ . 5c x a - U.EI?_1.1 C:urubl 61 9 W3zx118 Axial-Ben~~in O.nSnl C~xnhl 9.91x1) 61~ 10 W36x135 A i l 991;0 x a -Bendin 0.0409 Combl b2 1 { W12x40 Axial-Seu , r).9H37x (;onibl 9.9150 r~2 2 bY'l4r"34 l i ] F3 6.921x7 t x a - erujir~ 1).9691 C~?mhl 62 3 WI6x3I Axial-Bm ' , ~ fl.9981 Comb) 6.92110 F q~~ 62 4 W 18x3 5 Axial-Bend 0.8179 Comb l r 62 5 W2Ix44 Axial-Bendin 0.5774 Combl 6.!200 6 9200 62 6 W34x55 Axial-liendin 0.473 3 l:ambi . 6 92T30 a2 ~ 1&?7x$4 A~c~al- ©.,71~ Cembl . r 6 9 62 8 W30x90 A v . 2011 : al-Ben ~ 0.1923 Combl 6 9200 62 9 W33x118 A l S . xia - enditig 0.1312 Comhl 6 9200 b2 10 W36xi35 Axial- 0.1073 Comb) . 6 9200 b3 ! WI?x-0tl A.~€a~ ..... ti:913il C~bl . 011(;x311 G3 '- / WI4x34 Axis)-Ben ding 0.9777 Combl 0.0000 63 3 ~ 1k/16x36 A.tial-Ben " ~ ~J:8420 Cvtnbl ~OOrJO 63 ~ 4 i W18x35 Axial-Bending 0.8291 Combs 0 0000 63 ~ WZIx44 A i 1 Bi S . " X 8 - = idin p.~SfiQ Ccunbl l? E)l?l)l1 53 ~ 1L 24x55 Awl U.4201 C«nbl . 63 7 W27x84 Axiul-BCruluur 0.2.x.39 Cuuibl i3.lxxH! 63 R W30x90 Axial-Bend 0.1.949 Combt 0 0000 63 9 W33x1t8 Axial-~3cndin .0.1330 ~.omb1 . Ut>Ivu O 63 #U W3bxi35 Axial-Bea~# {1.#1188 Cpl . 64 1 ` O.U(HJU W1Zx30 ~ Live Deilcciiob Y 0.9194 Cc~bl 10.41; J 64 ~'. W 1430 Live Delle~tion Y 0.7x20 Comb 1 l Q41 64 3 W Ihx36 Live Deflection Y 0,4884 Comb I 10 415 ~ 4 W 18x40 Live 17e4ection Y 0.3575 Combl . 10 415 ~ 5 , 11'21x43 Live Deflection Y fl:2596 Comb) . 10 415 64 C u'24x55 ' Axial.. 0.7794 Combl . 70 415 64 7 W27x$4 A.Yia1: 0.0952 Ccxnbl . 10 4I> 64 8 W30,x90 Axial-Bendin 0.0830 Comb] . ]0 415 W33x1I8 ArdB1-$enciit~ fl.(15Cxi Comb) . 313:415 64 ' 10 , W36x133 Axis)-B ~. , 0.04b4 C,xi>li1 10 415 65 I W92x50 Axial-Rgilin O~~J274 Crnnhl . 4 !8[71') 65 2 W 14x43 ~ Axiul-Bendin 0.9574 Comb} ~ . 9 1800 65 3 W 16x40 Axial-Banning, 0.9290 Corub l . 9. I Stk? 65 4 Vv'1Sx40 r'~x'7i11-Rennin fl.5S0I Cixnbi 9.15()0 G5 } ~L'2Ix~4 A.tix7 B t CL73$S C,xuhl 9 I8iX~ 65 6 W24x55 axial-Rending 0 5239 ComhT . 9 18(111 65 7 W27r84 Axial-Bend 0.2821 Comb) 9 11300 G5 8 VT30x90 Axial-Bendin O.Z457 { Lomb) . 9 1800 6S 9 1b~_x3x1lh Axiat- t): 1677 L:cxnbl . 9 IK430 65 10 W36x135 P.~;ia1-Bendin 0.1372 Combl . ci 13~ 66 1 W12x50 Axiat-Bendin ©.9309 Combl Opppp 6b 2 a%14x43 Axial-13endin~ 0.9619 Cimibi 0 i~)0 £u± 3 Wi6x40 / A.+ciul-Beflciing ~ {1.93:11 L'ixnhl , . C).CK)(?r? 66 4 ~ W1;3x~1+) Axial-Bendin c~.R.CR4 cal o:~G 56 5 W21s44 Anal-BrndinR 0.7469 Comb) ~ (20000 66 6 W24x55 Axial-Bending 0.5353 Combl . p 0000 r W27x84 ' Aerial-Ben' 0:Z85Ci Com6Y ~ ~ . 01:0000 C: \3700\Pramel5f\Praject\adtnedRi fl4iii/2flfl7 • Steel Desi n Re rt for AciirMed Ri Pa a 9/ii rll BX~ ~ 8 Vir3t)x9t7 Axial-Ben ~ 034 6 67 67 67 9 k1'33x{ {~ ] {) , W36x~ 35 1 W 12x35 Z I W 14x30 3 A~al,#3ecxl Avtis7-Bcndin ~ Live Deflection Y ~ Live Deflection Y Lives R il ii Y $1 . u. {.r93 f?.1346 0.9430 0.9236 Combl ihxi~b{ Carob? Combl Combl 0.0000 O.f3(3fH3 O.tH){10 12.218 12.2 l8 W l 6x26 c tc cm f1;89Z9 ~umbl b7 4 W'1*Sx35 LvtR ll ii Y 7 ~:21R 67 , S WZla~t4 c tc tm Li~ 'D fl i (1.527(3 {;rrtnbl 12.218 67 5 W24~55 c c rci anY Li 0.3188 Comhl ~ 7218 67 7 W27x84 veDeIlection Y ~ ~ i l-k d 0.199] Combl 12.2I8 57 G7 _ R tt,'3flx4(1 9 W33x118 . . c a 3en ui~ Axiai-$ ~ 0.05148 fl.flR69 Cc>mhl Gocnbl - 12.326 12.326 6? E8 l0 W36x135 1 W 12x 120 ~.'rial- Axial-Bendin Li G:0593 0.0485 C~xuhl Combl L.3~G 12 326 58 'ER 6R 68 ~ W 14(90 :> W1(uf,7 4 I W18xL0 j ~ W21x50 ~ ve Deflection Y Live De$ectiun Y I.i yr TklTcx;ti~,n }' Live Deflection Y Livc fleflection Y 0.8864 0.9495 0.9~i3 0.9640 0.4640 Ccxnb l Comb i L't,uil~1 Combl Combl . 13.262 13.262 t 13._1>2 13.262 68 ~ 6 W24xSS LiveD fl i Y 13.262 68 7 W2ik$4 e ec;[ em Liir Refle ti Y 0.7026 Combl 13.262 fb B W3c7xall c on Axit l B 0.3328 ~ Cotnbl 1 13,262 6R `a W33K1t8 i au A k l-Brn f~ ?y4 0'~ Cc~b1 13.262 68 54 G9 fig 59 69 n9 69 69 69 10 W3C~x135 7 --~ W 1 ZxZ6 ~ / 2 W~14x2i; ? Lk'lfix2ci 4 W18x35 S W21s44 6 W24xSS 7 WZ7x34 8 W30x90 9 W33x178 x ~ ~ Axial-Bendin .?Lxiai-Beiu7u~ Axial-Bendin Axial-Re~cii Axial-Bend Aral-Ben ' Axial-13enciin A~1- Anal-Ben ' Aral B ~ 0.14f1? 0.1559 U.~3 i 0.8505 !):71~i1 0.5231 fl.3708 1).2661 fl:1=11C~ 0.129 C.<xnbi Combl t;oiubl Comb? f:tx»1?1 Combl Cvmbl C;umbl L'ombl Combl ~ 11 Lfi2 13.262 4;48()0 ' 4.9800 4-9$f?{? 4.9800 4.9800 4.480(1 4.4Rt)1~ , 4.9811fl b~ 7t7 - en (0 W~6x135 Axial-Bend" W I2x2ti ~ Ax~sl-f3errdiri8 2 WI4aZb A i 0.0834 0.0687 t).88?4 Combl Combl i:o~bi 4-9800 49800 ai.Olkk~ 74 / 7t) 70 711 3 4 5 fi .x a W 16x26 AYisl-Bzn W18x35 Axial-Bending W21x44 Axial-Bendin W24xSS Axi {-B U.84ti8 ~J.7893 0.5205 t].31~217 i'ombl Combl Combl Combl O.iRk;4:! 0.4000 O.Ot)00 O.tk140 70 70 7t> i(3 71 ' 71 ` 71 71 77 ' 7 R 4 i{i 1 2 3 4 S a e W27x84 Axiul-Bendu:~ W30x9f) Axial-Bend W33x1 i8 Axial-T3cn3m W36x{35 Axial-Bernlu W 12x72 " Live Rai7cciion Y F W (4xC, I i Live Reflection Y W16x4S - Live Deflection Y W18x50 Live Deflection Y ~L'2tx6Z 1;'.264-0 0.1404 0.1223 E?.02~3~ 0.1)GS3 0,9774 0.91 l7 0.9957 0-7294 C~xrcbi Carul~! Contbl E;oFnbt t;~rcnl~t CombI C'omb I L`ombl Combl ! G.{ki(~ 0.0000 0-0000 0.0(l~U 0.(30'0() 11.`32_4 11.925 11.925 ~ 11.925 77 71 G 7 LiveRctleetionY R'24aL$ ~_ LiveDeflecti4m Y WZ7x8~1 A -B . (1.4387 0.3783 Combl Cumbl LL925 ]7925 71 F1 ]1 72 72 33 7,i 8 ? 10 I 2 d xial en W30,x90 Axial-Bend' I W33~7 iR Axial-$enditig W35x13i A.~rial-73eudu ~ W 12x 1701 T.ive ~3e#tection Y W14x132 ~ LiveDeflectionY ~ Wi6x140 Lfveiy`tX+~nY W]8x86 L w l~ll a ' 0.2194 0. ]908 fl.1311Z G.lt)6S t7-R759 0.9446 fl.9700 Cumbl Combl Combl Coil ComhT Cexnb] Cv~nbl II.`iZS 11925 Ii_925 ~ 11.92.1 13201 13.201 13.%03 72: 5 . a ect c3n ~ W21xE;R Live lie€leetnn Y 0.9->~16 0 97ft; C:c~~bl Cc,mhl 13?O1 72 6 ~ Li D fl 13.201 72 72 72 7 8 ~ ve e ectionY W24x62 W27w84 Live Detlectitm Y t7,, ~Ox90 Axial-Bendin W33xI1Fl , A i l 0.9325 0.5471 O.d307 Combl Combi Combi 13201 13.201 13.2(17 72 73 IU 1 x -13e a W36x13 Axial-Bandin WIZs35 Li D e E1:.243y 4.2405 1;.vmh3 Combl 13;:f~1 13.301 73 --~_ ~ 73 2 -- 3 '~ ve efle tian Y ~ Live Dellecti~m Y ~ W 14x30 ~ Wlb:c31 Live Reflection Y W 1+3 x35 Li x,8610 4.11432 C?.ii544 Cornbl Cumbl Combs 9.4346 4.4346 9.4346 ~ 73: s ; . m De4e+xi~ Y `~N'?1x44 9 ~ua ' ().4J311 ~c~rnbl ' 9,434 73 6 ~ . 1-8® - W24x~5 A i l B di 0.3134 £ombl ~ 9.4346 -i3 7 x a - en n VJ27x84 Axial-Ben ' 0.2249 1)_1178 Comb] ~omhI 4.4346 ~3_~T346 C:\DCC\Frame35f\Fro~ect\admedRi t3~ 1i i f?fil37 • Stee3 [3esi n Re rt for ~'irA°cd :Ri Pa z iC/ii W1~~4~ 73 8 W30x90 Axial-B d" ' en 0.702t; Combf 73 ~ y ~ LY 33x1 {8 ~.~1. ~ _ ~ ~ r ~aw9~ ~ £.'~ri~bl 9.434& 73 li%' ~ A%i6xJ35 ~1xia1-Renc}in~ ?_f)573 Cnmb1 9:a~o 74 1 WIZx53 A i l B di 9.4346 x a - en nu 0.9264 Comb2 74 « W14x48 A i l $ di IL(K~CI x a - en n 0.930ti i Combf 7=T 3 ' 1Yi5xd5 i~ xial-B ~ i 1.00(1 . , t1.9{K32 {arm6i 74 4 ~ / A i l B di f 1.0110 WiBx#fl x a - cn ug 0.9571 { Combf 11 74 ~ ~ W21x44 A;cial=Bcndine .OOG 0.805 ' 1 Comb f 74 o W24x55 A~cial-BenduiL 11. U00 0.5745 !Comb l 74 9 7 W27x84 _ Axial-Bandin 11.000 0.31)73 Cc~b] 4 i R W3i3x~X3 Rani- ~ 11.{)<JU ' fl_«573 womb i 74 1 9 W33x118 ~.~1 Bs=r~ii» i i i.i300 , 0..1824 Cv~l 74 10 i W36 .135 Axiat-Bending 11.0{10 , 0.1491 Comb I 7; j 1 W12'~i3 Axa}-Bendin 11.000 0.9251 Combf 35 ' Wi4x48 Axial-$en ' 0.0000 0.9292 1 CourbT 7-~ 3 ~ IFi7G.i45 , ~~1-$en ~ ~ ~ O,OCK~ 0 R~F(i Ci]L171)~ 7i 4 GL'1~Sx4O ` Axial-Bending (1"U04XJ ~ 0.9553 Combf 7i _5 1 W2lx~f~ A*ifll-L~enctnQ 0.00(1(7 O.RC109 Cambl 7~ 6 W24x55 Axial-Bendia O.E)CKiO 0.5733 ~ Combf 75 7 1 W25'x$4 +I^~~h.~ 0.000(1 0.3t768 Ce>tnbl 75 S W30~t~( A.Yia~ i7, ~6fi7 Ccsnl;l O.OI~ Axi;~h$endin Q.iR„0 Gt}mbl 75 10 - W36x135 _ -- A.ria1-Bendin 0.1489 0,00(10 ~ Comhl 76 1 W 12sZ6 Live i?~tleciiou ti 0.0000 17.044'2 i;ombi 7~ ~ WI4~ZZ ~ 1 T:~~net~xi~„Y r P_Ik155 , c~x~f 7J2C1t7 76 3 W 1x26 Taxes #?cllectien Y 7.72L~ t) I~3173 i:,x»l,l 7F 4 W1835 Avai-Brndin 7 72tH] 0.0191 Combf 76 ~ W21x44 Axial-Ben ' 7.7^00 0.0135 Cvmbi 76 d Ui24x55 A,ndl-$eniiin 7.7.x.{)0 17.17221)7 Ccnnbl 75 ? 1427x84 .A.xral- 7.72Ut7 ' fl.(}(?52 ~ Lord 7b 8 W30x9rJ A.~aal-Ben 7.7240 , 0.0045 Cam61 76 9 W33xiig A.~ti>31-Bend- 7.720~J 0.0031 Combf 76 10 W`36xi35 Axial-Bend" 7.7200 0.0025 Combt 7 7. ~ 1 ~ W i2>c22 ~ / I ~ii~e De2lecti4n Y a:9=.ag {~Ixnbl 7.721)0 77 1i%i4~' 2 Liam Dc4cctic.+n Y 8.3283 11.75_'4 Combf 77 3 11r1G>c26 Lire Defl,~ctian Y 8.3283 0.4974 Cvmbl 77 4 i W18s35 LiveDeflecrionY 8.583 0.2936 Cntnbl 77 5 W2Ix44 Axial- f 8.5283 0:1992 t"_ombl ~ 77 (i W'Z4x55 Axis{ 5:283 fl.i~3u Comb{ 77 7 W«7x84. Axial-T3e[uliuu 5.3283 0,0765 CuFUbI 77 8 W3(h90 Axial-Bending 5.5.'.33 U.066~ Comhl 77 y W33x11$ Axial-F3ea ' 8.5283 t1,~454 C;ombl 77 lfi ih36xi35 Axial- K.>Z$3 (1.~i371 t:~mrbl 7R 1 lE'12x_50 Axia(- ~ Q9458 .5?S3 t:ombl 78 ~ W 14x43 A.~dal-Ben ' I 1 B.iCH10 0.9751 Comb i ?& 3 ~ W16x49 ~ ~ ~ Axial-Benckng 85000 0,9460 Combf ~ 78 4 W18x40 Axial- j 8.5[kk~ 0.8950 Combf 78 5 W2ix44 ~aai- _ 8.50(x) fl,7503 Ccxnbi 78 6 W24x5i t~isl-Benclinq 8.5000 0.5371 ,Comb? 78 7 GV27YY4 Axial=Bend' 8.500G 0.2874. Cumbl 78 8 W30x9<J Axial-Bendin 8.5000 0.2499 Combf 78 9 iL'33x11R Axial-$ing 8.5000 0.1705 Comfii 78 lU W36s135 Axial-Bs~b~ 85000 j 0.1395 ttxtil~l 79 I ~~,r 12x7? T.ive T)eflectirm Y 1).9793 C:crmhi ~ $"5000 79 2 W14x61 LiveDeIlectionY ~ 7:3038 U.9135 Comb} 79 j 3 W 16x45 Live 3]efl~xti~,n Y 7.3038 0.99; 7 i`'tmibi 79 -7 , W18v46 ~'t~il-8et~iJir i 7._ 03$ 1)_.g,96} CJAtt~bJ 79 ( 5 1 W21x~7 hxial-Pending ~1.2-355 O,R659 6`.nmhl 79 F, 6V24x55 Axiat-Rending 4 2355 (l h199 C~,mhl 79 7 W27x84 Axial-Ben ' ~ 0.3316 4.2355 Cvmbl 79 8 W;tlx~1 r'~xiai-Bendui 0.?b'8', 4.2355 Combf 79 y W'_,3x118 ~1' , U.196k~ t 4.2355 6'~»~,1 7`' 10 W36x135 A~tial-Bendin O.I609 4.~4.SS Cbmbl 80 ( i W12s106 Live DeAectivn Y fl.9654 4.235> Combi 811 2 ~ W 14si3i) 1,ive I}elleciiun Y O:y"i716 13.182 Camal ~~ 3 Li'1Frxfi7 LiueDe#lectit;'nY ; G.Q4d? ~ t,i i3.18~ 80 4 W 1860 Live Deflection Y ~ 09154 i x.18' Combf 80- 5 W? 1}:~} Live Deflection Y 0.9254 13.182 Gombl 13 I82 80 6 W24x55 Live Deflection Y 0.6672 : Combf ~fl ! : W27x84 pfXlal:-Be[I ~ ~1 ~4Z~ 13.182 L h~ - : n~m t 18'11 i I C:\DCC\£rameiSfiProie~t\admedRi fi~3 !t t /9(i{37 ` Steei`Desi n Report for Adiz:+ged Ri Page 11!11 c,x3 ,x3X ,x3~ 8U 1SCi 8" 8 ' 9 1f? W3Ux~ 1~33x11;f W46i135 Axial-Bending t1x~l=#~.x A~ialI3cndi - U.2~7II tl.',?U3: [).1662 Lomb1 I8.5I7 ' f;'cxiti9l , {8.51? ) Cnmhl i 8L 1 W12x53 Axial-$endinu 0,931fi Ct~mbf ~ .13517 ~ 8l 2 W 14x48 A i l B di p_Otx10 81 ~ ~'Ifitc-15 x a en n ~xiah' 0.9357 tl.ytl=1~ Comb1 C;~xnbi 0 00~~ / A i ! B di 41.{ilKi(3 i by i 8x4fl s a - cn rtg 0. )618 ,Comb I 1 0 OC10G _ 81 5 ; tV2dx44 Axial-B~u . Q80b3 Gambl . 3l 6 W24: 55 A i l B d 81 81 7 8 - W27x84 i~`3i3x90 x a - en ing .~.~aal-13endin ' Axial-g 0.5772 t1:3(T89 fl_ 2585 Com61 Ci>Eiibl {:amb i - 0.00 ~ 0.00(N~ -i ~ 8] ~a W33s118 A ial Il Yn fl fl0(3(3 81 l0 W36xli5 x {(IiJ t - 4 i 1 B di {1.1833 C~,n~l,I ~ ~G(X1D 82 1 T54x3x.25 . .x a - en n t~sial-Bendin , 0.1499 O.Sb6] Corub I Comb}. 0 ,7~ 1~~ 82 A2 i 2 3 TSSx3~..1875 3'Sf~3a_1A75 Arai- ~ Asinl- i 11.8728 {1.73.'2 Cotubi ~:'.unb1 13.(?4Q 13.000 8` 4 A i l B di 13.000 T57tiix12S ~/ x a - en n8 0.8869 Combl 13 000 82 S TSRx3;C:125 .4xixLBepdina 0.789R Comb! . 82 6 ~ TS10x3x.1875 Axial-Bending 0.4505 Combl 13.11f)1'i $2 ~ 3 1 T512~ti~'x.l$75 ,_ r~tia[-Berl. 11:3$19 ~ornbl ~ 13.000 S:i t TSSa 3x 5 312 ~ i ] -' . - i3.fjOt3 ~~° 83 „ . . TS6x3x25 r Y il A i l B li Q9673 C:c,ti~k,] ' 13.C7l7Q 83 3 ~ TS7x3x 25 x a etlt n A i l B di 0,94jR ~ .~unbl t 3.Onn 83 t~3 4 5 _ . TS8~3x.1875 ~ /~ TS10x3x.1$75 x a - en ng Axial-~3eudiug axial-Bendin i 0.8135 tl.~(3I5 0;72(12 Combl Cumbl Cumbl 13.000 13.tXxa R3 6 ~3 TA12 x l~?75 A ial R i~ 13.CKR) 84 84 84 1 , ? 3 . . _ T~3~3x.1?5 ~ ,l TS4x3x.125 TSSx3x 125 x - ~u , Aval-Bending Axial-Ben ~ i f?:filG4 0.9161 ~ El7(>S~5 f~'r>mhl Comb! Combl 13. C1t)1? 13.000 1=.OOC~ ~~{' ~ $4 4 . 'I~i~ix i'Z3 Ax al-Bendin A i l~ e Q5865 Cvmbl 13.000 ~ 84 ? 6 _ TS?sax 125 TSS~3x 125 ~c a 3 n Axial-Bcndir~~ 4~iai-Den i1.49~i G.d289 ~ 0.3825 C:amb1 Ccxub] Cumbl 13:01111 13:G0p 84 7 TSIOx3x 1875 A i l B din 13.000 84 8 . TS12,i3~i$75 x a - en Axial-Bend t 0.2184 0.182 Combl Combl 85 1 >.Y12x53 A i 1 $ 13.17011 p _ 85. 85 83 f ~ 3 4 W14Y4$ WI6x45 W18x40 .x a - cr~di~ Axi:il-B>rni3' Axial-Bending A.x}a]-Bending G.9537 ~J.957y 0.9264 b.~8413 Cort~bl Cciinbl Cnmhl t"_eunbl 3.?I)(~ 5..5000 5 X000 S:Sik70 R5 5 W21x44 Axial-Bendin 0.82511 Comb] 85 b W2-0~ci5 A ~ 5.5000 85 , ~ W 7x84 . a A l B f3.i41it i~acribl ~.~~ - -~ ' $5, 8 _ W3fh9() xw - ~ i A l en 0.3162 Comb! 5.5000 85 9 ~ W33x118 a x -s d i l 027#4 ' Combs 5.51100 S5 1G t~'3(ix135 Ax a -Bendin Axiai~l•3 0.18 16 ti,1534 (;ambl ~,xtibl 5.5000 5.5(G'0 SELECTED LOAD C'OMBLiYATY4N5 Load Comb'mation Code Check Total Lrve Dependent Conditional f"ih7 Engineering. P.C. Job # Dept. By /19,La/~ Date Job Title /~G M. Ckd. Date Design Area S~i~~~K- ~~ 5i6 ~ C. Ckd. Sheet / Date of Z ~ ~n Df~~,~w~~~ /~or~- 7J L- /~/vs7'~ (/ 9 G C L ~--~ ~. Z ~'¢~30 /~s / 1 // r-7 i~z.~`1 /sr~ ~ oL~2~ c~ c. ~a~ ~C t S ~ Z G~ y'.~/t~~/y' s f /(.~ n 6'23-/Ls ~` (O L4-~ol~ s /~ Q ~.~ s~ S,yr~e s / 2 ~,SG 2/7~ / ~~ ~~4 Wi~~ 1~'iS«2 G~J/~..~ a y'D~~ = r~-~ ~J.oK. ~Cr,~t ~F~ H/ ~ /~ 7 L T ~' (/4L ~ S ~ %~'- la ~ov.~,.Psts Ziz. ` S, O' /Z / = //, ~ Reference ~ ~oF.,~. lit/~~ _ / 5 Lift Z`tiT L~o--~. ~n/.~r ~. 1/ G j~~' 7` ngineering, P.C. e ~ Jab # Dept. By /.'~,'~~/~ Date Job Title /.3~3G. M. Ckd. Date Design Area $~~,~~. ~~ stc~~.r C. Ckd. Sheet Z Date of ~ ~~ ~,~J"~ Reference s k~:.ff~/ ...~tS"'•l.~.. ~G.+ ~\~4 wn~'~f~V'.oi~, _..._ ~ A~ J ?y l `f ~ '7 '." • t u^,i ! a ~ -w• V .wr ~ ~~ 7 Z ~s.~r ~ ~~ /Cap r~ .,N~.~z ~ ~, 3,,s~s ~ (z2?5- /~e y ~,,~~~ /~:~ ,~ ~. ~~ ~ /~~'r > si 3 /~/,mar l/s~ ~/~ ~~ o S~3 ~ s~F~ ?' /~ ~ ~: ~.~ c~ ST vns ~.r/ # b'' Lam- r /~Ao S,~c.F /~•Z.~.u~.~j ~j~l~/aC. SC,Z~c.~S G~11/Q ~9i.~syur-t /7''~'""~ /~.4,z~~--~--~ , 2fZ~~ , SG2~4Jus S .f~, /~- S~.z~r~,.~...,- ~.ut.T,y /~/~~~L.~.$~i4T~ ~.~.s~. ~' ~/O /~Y ~ C~L~15 r T.~e:.~C ~dS~l)n ,/y~~/'11~5, ~+ f-T-1~3~WOJ'/L ~~/~CTJ'7GC.t- ¢ r~- `C.. /4~r /.~-~A".`.4. ,.~~.,s ~~ Eng(nsaring~ P.C. Job ~ Dept. JOB TITLE ~~ BY Date M.Ckd. Date DESIGN AREA. ~,,o~,- ~s,~ C.Ckd. Date Sheet / of G Reference v ~ ----~---fir / S ¢ /L~/%'T' ~~ C~~vs~ ~ Low-d~'~ ~ ~ ~ ,4i» ~w i~r-~ ~ 25~~~ ~ 3 ~ ~ 3 ~ ~~ ~ ~noarr- ~~ y T°r~ ~`~~/~' `'~ poi sr a/ ~ 1~.5/62- ~ /+~i / ,tom. t~Zo~/4~Z ~SZ.~C.1„ ~ /2~~~- t.92 s~ ~~~ 35.E z ~ /sue,, t , 97~~ ~i'y Ta s~- ~ Z ', o,, ' _ ." /~z `~~/ Ste- S Z /lG. G ~' ~l G. G a " /~z_. ~/ ¢ ~ L~ Engineering, P.C. Job ~ Dept. JOB TITLE ,~~ BY ~~` Date M.Ckd. Date DESIGN AREA ~' C.Ckd. Date 's`"`"~''' ~ ~~ Sheet 2- of Cm Reference ~r-i ~..~Tst~-r ~ 2 ~~~ ~- 30 ~ ~'~ x- W, ~ . 4~~/moo ~`; c~L~C~ ~ /~. G~vrr.~. ~. ~., Cow ~ ~ ,f~cTi~,..., ~~•o~'r /. '~' ~G~a.-`~- 1-~* ~~ 4G yK~ ~ ~.L~,~ C~ Graf ~ ~~-, ,~/., (/.sL-_G x~ x ~~ ~,~_ . L.a.~ ~ /~'~', 3 ~,~ „ o~-- CX. WAG x 3G ~~1 ~j2a4r Tic ~,~r~- ~G..r ~s~-- err ,~ J (/,s~ c/iG x~ ; ~ Cv.~r v~ i c~oPY ~~ ~ / ~u ~~ .,i r ~y Engineering, P.C. Job #~ Dept. JOB TITLE r3~L BY ~~ Date M.Ckd. Date C.Ckd. Date DESIGN AREA_ ~i,Lc.oPr ~sit,.,~ Sheet 3 of L Reference Ca.. IJ~ u~~ ~r ~xr~ az-. In/,~ ~ C~.ory ~.• ref t._ 2/~s~~ fJuou.a~c,~ Cow L9.er~ r ~~'~ t~~sc_ ~is~ , .~ ;-s ~ x S`x 3/e ~~ ~~ ~~ ~ ~' 2~' ^ I' ,~~ c..9 ,~ ~, ~ ~, _ , Z~ ,~~o~. ~ ~ /Jti.g Bs~~ ~~s- ~' 90 /~6/~~ /~.. -r`/s~s~ J~~o`,~/~. ~`~/G~s~~s ~~25/2.-Z'~~`' 9c/~s~~zs' 37S /~//Tn t /7G~ /L/ s P/,c.1 a~u.~n = 2~3~~y/~r,,~,~.,. lie. z /2~ _ (/~~~,~ ~ G v ~osfs ~ ~5'p ~ ~~~- 3?5 /~/~,, ~- /5c~ /SFr G.J.¢ GJ~~,„ ~ / 9. ~ps,~ ~ 3 ~ ZS, ~ /s/f~ l~s,~ ZG /s/~- /"~F-/ / /7`~ /i'I~+%GLT ~~/RO~jTJ9G/C.-~~~/fJ'~/(~K - ATV ~ ~ C/`-~ ~iC7J S~'sZ-S~ d /1s ~ -C. -C~ Engineering, P.C. Job ~ Dept. JOB TITLE ~i3L. BY ~~{ Date M.Ckd. Date DESIGN AREA ~~ ~s<~v Sheet ~ D fe 1. Reference tilck.o ScoP~ /~ ~iss w _ /5rs1~, ~ G opsf ~, ,~~ X25,2 ~~ /~/FA ~ y'3G /~/rrs biz " ~sf~ n / ~29 " ~- ~~~ /6/~r,, - 9~G ~!Jri 2v, i~CFr„ t ~yo~ ~~S STS ~~ ~ /`2?~/t~.~ ~- y34 /t/~, ..~(/ 3~ t ,~lZ /L~„ ~ /245`~~ s~ '- /5s ~ 1, G/i~~ - / 9 Sjn f vs~ Gam szz- ~a IBG~, U,G. = 3~5 /G/,rro f /7~ 1a /~/~ / ~~..., ~, ~ ~1zi-fir ~~3~~6« ~A ~ ~~ ~~~ /./orb Smote s ~~ . L~ Engineering, P.C. Job ~ Dept. JOB TITLE ,~~ BY ~~~~ Date M.Ckd. Date DESIGN AREA ~~,o~,- ~~,~, C.Ckd. Date Sheet s ,_ of {, Reference f~~.z ~2_ ~G _o„ l U. L, = 20~ SIG/~ 7` 6~b¢ /L~ ~f~i~ mss?- ~~,4~ - 3'e'~ /~r~5' /4/~rpn.~ s !/~. Viz.) ~ ~~, z- ~ ~i2-G~ ~i/ l~ 5 ~Q~a Pia.,, 'Tfr~ ~~To..r ~~~a ~n STi~f,:~~s /~4%~ ~ ~~ /cx~ K/~~ t fs/l~r~ ~' Qo/G/1~ 0/'S /~~T~ ~' Ao /'~~ J~,Bunr M ~21/JTD./T ( .~~odat< ~~ ~i9~c.-1~C2~ ~ ~.~ ~ ~ 8c.7~5/L e l~ ~~ ~ ~, /200 j~c.c~ ~5/G•a = /moo l'S ~.a~ . ~. E~ginserlt~g~.P.C. Job ~ Dept. JOB TITLE ~3i3~ BY_Date M.Ckd. Date DESIGN AREA ir.•or'~y /]~ s~~~ C.Ckd. Date Sheet ~ _ of_,~~ Reference l~iz,- -I~~ST Sj~,A~„~ a ¢~o " ~ -c !Js ~ 2 ¢ L,rSIOB ~?•nx~l,~ a~ ,~,~~-~.J ~ ~U /G~S 3r~~ /~sr,~ ~ 3 ~o/~/~ , ; osc. =r_ -~ ~~ ~~ ~~ ~ ~ ~~ o ~ ~ ~~ ~ ~ I ~ ~ ~~ o ' ~ ~'o tis ~ C~,~ T v ,~/ q 6' +~ ^c~ - X I Iv N C~l 2001 North American Specification Project: ADIRONDACK MEDICAL Model: CANOPY JOIST #1 Date: 4/4/2007 ~ ~- n~ 1 ~ rot ~ ~1~_ t r ~ ~ c ~ _~ ~ .! S S n ~q,t~ ~ ` "sr 1 ,, ~ ~ 1 ' :> ~~ a~~ ~ti. ~.__ ,~~.z. ~ `t1 s ~ _ ~ e u~~v r Unif Ld R1 13.75 ft Section : 800S162-68 Single C Stud (X-X Axis) Maxo = 4150.2 Ft-Lb Moment of Inertia, I = 7.Q70 in"4 Loads have not been modified for strength checks Loads have not been modifred for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Span Ft-Lb Maxo Ft-Lb (in) Center Span 2991.3 0.721 2991.3 Full Right Cantilever 750.0 0.181 478.8 Full Combined Bending and Web Crioolina Reaction or Load Bmg Pa Pt Load P(Ib) (in) (Ib) R1 921.7 5.50 1555 0 R2 1492.3 5.50 . 2875.3 Combined Bending and Shear Reaction ar Vmax Mmax Va Pt Load (Ib) (Ft-Lb) Factor R 1 921.7 0.0 1.00 R2 1030.8 750.0 1.00 3.25 ft Fy = 50.0 ksi Va = 4220.7 lb Ma(Brc) Mpos/ Ft-Lb Ma(Brc) 4150.2 0.721 41502 0.115 Mmax intr. (Ft-Lb) Value 0.0 0.71 750.0 0.80 Deflection (in] Ratio 0.474 L/348 0.305 U256 Stiffen Req'd ? No No Intr. Intr. VNa M/Ma Unstiffen Stiffen 0.22 0.00 0.05 NA 0.24 0.18 0.09 NA Steel Design Report Element: BBL-Canopy Beam #1 (C:1DCClstedl) Description: Oster Beam Date: 04/05/1007 l1:25 AM Company: MItH Eagioeering Co., P.C. User. MRH Software: Dlpta! Canal Slice! Berm Design GENERAL INFORMATION Descri tion Val Desi Criteria Deli Code ae Desi RISC ASD Descri tioa Stec1 Yield Stress Valae 50'KIIn^2 Total S an Len 1990 26:67 Ft Section Sh e W First Node 5u rt Pi Maxitnum Secti~ th 16.00 In Last Node Su `ort nned Minimum Section De t6 10.00 In Total Load Deflection Pinned 0240 00 Back-Back Distance double sn es Live Load Deflection . _ 03 ... Section Width es and tubes Maximum Stress Ratio 60:00 Number of Solutions 10 Bendin Coefficient _ 1000 1 Live Load Pattemin Yes .0 Check Section List LTB Length 1.33, 1.33, 1.33, 1.33, 133, 1.33, 1.33, 1.33, 1.33, 1.33, 1.33, 1.33, 1.33, 1.33, 1.33, 1.33, 1.33, 1.33, 1.33 Ft SPAN LENGTA DATA (Unit: Ft) S an 1 26.67 _ LOAD INFORMATION LOADS Ref. Load Load Type No. Case 1 Dead Linear. 2 Snow Linear Dir Y -0.150 -0.970 Position End Valae End Position -0.150 t 26.660 t -0.970 K/Ft 26.660 Ft LOAD COMBINATIONS LCI: DL Only LC2: DL + SL ELEMENT REPORTS Note: Deflections are calculated based on E*I = 1e+3 In2 SPAN 1 Load Node No. Inflection A=ial (I~ Shear ~ Moment (K- Man Comb Points (Ft) Ft) Moment (K- 1 1 o aoo 0.000 2`000 0.000 Fr 13' 337 2 26,670 0.00(1 -1.999 _0:000 . 2 1 0.000 0.000 14.935 0.000 99 580 2 26.670 0.000 -14.924 -0,000 . REACTIONS CRITICAL STRESS DETAILS Distance Maa Distance (Ft) Deflection (Ft) In 13'.335 -1707.520 13.335 13.335 -12749.481 13.335 Steel Desi n Re ort for BBL-Cano Beam #1 Pa a 2/2 Sectioe Name: W10a77 Statue: OK SPAN 1 Section Name: W12i.48 States: OK SPAN 1 Section Name: W 14x48 Statue: OK SPAN 1 Section Name: W 16=36 States: OK SPAN 1 Steel Design Report Element: BBL-Canopy Beam #2 (C:1DCClsteell) Description: Outer Beam COmP~Y~ MRH Eogineeriog Co., P.C. Date: lWJ1)4/20071l:56PM User. MRH Software: Digital Caa:1 Steet Beam Design GENERAL INFORMATION Description Value 1]estvn (`ritrra ksi Code.. RISC ASD 1 Steel Yietd Stress 50 IC/In^2 al`s an Len ( 990) 30 Section Sh e W t Node Su rt .67 Ft Pi Maximtun Section th -1.6.00 In Node Su ' tt nned Minimum Section De th 10.00 In Load Deflection pied Back-Back Distance double an es Load Deflection L/240.00 L/360 Section Width ao es and tubes o Rum Stress Ratio .00 1 000 Number of Solutions `'. 10 Gn Coefficient . 1 0 Live Load Fattemin y~ . Check Section List LTB Length 1.33, 1.33, 1.33, 1.33, 1.33, 1.33, 1.33, 1.33, 1.33, 1.33, 1.33, 1.33, 1.33, 1.33, 1.33, 1.33, 133, 1.33, 1.33, 1.33, 1.33, 1.33 Ft SPAN LENGTH DATA (Unit: Ft) 5 an`I 30.67 LOAD INFORMATION LOADS Ret. No. Load Case Load Type Dir Begin Valat Begin Position 1 Dead Linear Y -0.200 Ft 0 00 t 2 Snow Linear Y -1.200 t . 0.00 t LOAD COMBINATIONS LCI: DL Only LC2: DL + SL ELEMENT REPORTS Note: Deflections are calculated based on E*I =1e+3 In2 SPAN I Load Node No. Inflection Anal ~ Comb Poiats (Ft) 1 1' 0.000 0.000 2 30.670 0:000 2 1 0.000 0.000 __ 2 30.670 n tx-n REACTIONS CRITICAL STRESS DETAILS End Valae End Position -0.200 t 30:670 t -1.200 (K/Ft 30.670 t hear (I~ Moment (K- Maz Distance Maa Distaac Ft) Moment (K- (Ft) Deflection (Ft) Ft In 3,067 0.000 23.516 13.335 =398f.691 ' t5 335 -3.067 -0.000 . 21.469 0.000 164.614 15.335 -27871.841 15 335 21.469 0.000 . Stegl Desi n Report for BBb-Canopy Beam #2 Page 2/2 Section Name: W12x96 Status: OK SPAN 1 Section Name: W14z82 Status: OK SPAN 1 Section Name: W 16a67 Status: OK SPAN i Steel Design Report Element: BB1rCanepy Beam #3 (C:1DCClsteell) Description: End Beam Date: 04/05/2007 !l: t t AM Company: MRH Engineering Co., P.C. User: MRH Software: Digits! Canal Steel Beam Design GENERAL INFORMATION Deacri tion Deli Criteria Value Descri tioa Value Deli Code []esi AISC ASD (1990 Steel Yield: St~css 50 IC/[rt^2 Total S an Len 27.50 Ft Section Sh e Maximum Section h W 16 00 In First Node Su rt LastNode Su ort Pinned Minimum Section th . 10.00 In Total Load Deflection Pinned Back=Back Distance double. ari es on[ Live troad Deflection L/240.00 L/360 00 Section Width an es and tubes on Maximum Stress Ratio . 1 000 Number of Solutions 10 Bendin Coefficient . , 1 0 Live Load I'atternin Yes . . Check Section List LTB Length 1.33, 1.33, 1.33, 1.33, 1.33, 1.33, 133, 133, 1.33, 1.33, 1.33, 1.33, 1.33, 1.33, 1.33, 1.33, 1.33, 1.33, 1.33, 1.33 Ft SPAN LENGTH DATA (Unit: Ft) San 1 27.50 LOAD INFORMATION LOADS Ref. Load Load Type No. Case z Snow Linear 3 ` 'Dead C6ncen 4 Snow Concen LOAD COMBINATIONS LCI: DL Only LC2: DL + SL nr Begin Value Begin P ~' -0.084 t 0.00 Y - -0. S l2 K/Ft 0.00 1 . -3.070 13.75 Y -18.400 (I{) 13.75 ELEMENT REPORTS Note: Deflections atE calculated based on E•[ = 1e+3 [n2 SPAN 1 End Value I End Position -0.084 (K/Ee ~ ~ snn rF*~ Load Node No. In[lection An l K Sh Comb I 1 Points (Ft) 0:000 a ( ) 0' 000 ear (Kj 2 0 Moment (K- Ft) Ma: Moment (K- Distance (Ft) Maz Detflectioa Distance (Ft) 2 27.500 , O.OQO .69 -2.690 0.000 0 000 29.047 13.750 -3379.388 - 13:750 2 1 0 000 0 000 . 2 . 27.500 . 0.000 18.930 -18.930 0.000 -0.000 203.947 13.750 -23743.689 13.750 REACTIONS CRITICAL STRESS DETAILS n~te~l Design Report for BBL-Canopy Beam #3 Pa a 2/2 Section Name: W12a96 Status: OK SPAN 1 Section Name: Wt4z74 States: OK SPAN 1 Section Name: W16:67 States: OK SPAN 1 2001 North American Specification w/2004 Su lement ASD 0 PP DATE: 4/5/2007 SECTION DESIGNATIO INPUT PROPERTIES: Web Height = Top Flange = Bottom Flange = Stiffening Lip = Punchout Width = Adirondack Medical (Wall Stud ~ 48') N: 600S162~54 Slingle ~/G Ga 6.000 in Steel Thickness = 0.0566 in 1.625 in Inside Comer Radius = 0.0849 in 1.625 in Yield Stress, Fy = 50.0 ksi 0.500 in Fy With Cold-Work, Fya = 55.3 ksi 1.500 in Punchout Length = 4.000 in Wall Solver Design Data -Simple Span Wall Height 13.00 ft Lateral Pressure 19.50 psf Stud Spacing 16.0 in Check Flexure Load Multiplier for Flexural Strength = 1.00 Flexural Bracing: Full Mmax =549 Ft-Lb <= Ma = 2527 Ft-Lb Check Deflection Deflection Limit: V240 Load Multiplier for Deflection = 1.00 Maximum Deflection = 0.198 in Deflection Limit L/240 Axial Load 2138 Ib Deflection Ratio =0788 Check Shear Vmax = 169 Ib {Including Flexural Load Multiplier) Shear capacity not reduced for punchouts near ends of member Va = 2823 Ib >= Vmax Check Web Crippling Rmax = 169 Ib (Including Flexural Load Multiplier} Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Ra = 599 Ib >= Rmax, stiffeners not required Check Axial Interactions P = 2138 lb (Including Axial Load Multiplier) Axial Loads Multiplied by 1.00 for Interaction Checks Max unbraced length, KyLy and KtLt = 48.0 in Max KUr = 84 Allowable Pure Axial Load, Pa =5477 Ib :Axial Load Ratio, P/Pa = 0.390 Check Equation C5.2.1-1 Cmx = 1.00 Pcr =34221 Ib Alpha = 0.880 Equation C5.2.1-1 = 0.637 Check Equation C5.2.1-2 Pao = 8521 Ib Equation C5.2.1-2 = 0.468 Maximum Interaction = 0.637 <=1.0 2001 North American Speciflcatlon w/2004 Su lement ASD 0 PP DATE: 4/5/2007 Adirondack Medical @ Mono Slope SECTION DESIGNATION: 600S162-43 Single ~~~(,c~.> INPUT PROPERTIES: Web Height = 6.000 in Steel Thickness = 0.0451 in Top Flange = 1.625 in Inside Comer Radius = 0.0712 in Bottom Flange = 1.625 in Yield Stress, Fy = 33.0 ksi Stiffening Lip = 0.500 in Fy With Cold-Work, Fya = 36.3 ksi Punchout Width = 1.500 in Punchout Length = 4.000 in Wall Solver Design Data -Simple Span Wall Height 13.00 ft Deflection Limit U240 Lateral Pressure 19.50 psf Axial Load 1557 Ib Stud Spacing 16.0 in Check Flexure Load Multiplier for Flexural Strength = 1.00 Flexural Bracing: Full Mmax =549 Ft-Lb <= Ma = 1390 Ft-Lb Check Deflection Deflection Limit: 0240 Load Multiplier for Deflection = 1.00 Maximum Deflection = 0.245 in Deflection Ratio = 0638 Check Shear Vmax = 169 Ib (Including Flexural Load Multiplier) Shear capacity not reduced for punchouts near ends of member Va = 1416 Ib >= Vmax Check Web Crippling Rmax = 169 Ib (including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length =1.00 in Ra = 259 Ib >= Rmax, stiffeners not required Check Axial Interactions P = 1557 Ib (Including Axial Load Multiplier) Axial Loads Multiplied by 1.00 for Interaction Checks Max unbraced length, KyLy and KtLt = 48.0 in Max KUr = 83 Allowable Pure Axial Load, Pa = 3396 Ib :Axial Load Ratio, P/Pa = 0.458 Check Equation C5.2.1-1 Cmx = 1.00 Pcr = 277061b Alpha = 0.892 Equation C5.2.1-1 = 0.901 Check Equation C5.2.1-2 Pao = 4694 Ib Equation C5.2.1-2 = 0.727 Maximum Interaction = 0.901 <=1.0 2001 North American Specification Project: Adirondack Medical Date: 4/5/2007 Model: 48' Roof Span (3'-6" Header Span) R 1 -I 2 ~-~ 3.50 ft R2 Section : (2) 800S162-97 Boxed C Stud (X-X Axis) Maxo = 12117.3 Ft-Lb Moment of Inertia, I = 19.427 in"4 Fy = Va = 50.0 ksi 21770.6 !b Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Span Ft Lb M Bracing Ma(Brc) Mpos/ Deflection - axo Ft-Lb Center Span 3273.8 0.270 3273.8 (in) Full Ft-Lb Ma(Brc) 12117 3 0 270 (in) Ratio . . 0.013 L/3334 Combined Bending and Web Crinniina Reaction or Load Bmg Pa Mmax Intr. Stiffen Pt Load (in) R1 3741. ~ 1.00 ~ (Ib) 3403.2 (Ft-Lb) 0.0 Value 1.32 YES 3741.5 1.00 3403.2 0.1 1.32 YES Combined Bending and Shear Reaction or Vmax Mmax Va Intr Intr Pt Load (Ib) (Ft-Lb) Factor R 1 VNa MlMa . Unstiffen . Stiffen 3741.5 0.0 ~ 1.00 0.17 0.00 0.03 NA 3741.5 0.1 1.00 0.17 0.00 0.03 NA i~ 2001 North American Specification Project: Adirondack Medical Model: Mono Slope Span Header #2 Date: 4/5/2007 ~ _ ~,~ ~ ~ , R1 /2 ~-~ 6.00 ~ ~ Section : (2) 800S 162-97 Boxed C Stud (X-X Axis) Maxo = 12117.3 Ft-Lb Moment of Inertia I = 19 427 in^4 FY = 50.0 ksi , . Ya = 21770.6 Ib Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Span Ft-Lb Maxo Ft Lb Bracing Ma(Brc) Mpos/ Deflection - Center Span 4522.5 0.373 4522.5 (in) Full Ft-Lb Ma(Brc) 12117 3 (in) Ratio . 0.373 0.051 U1408 Combined Bendino and Web Crin~linn Reaction or Load Bmg Pt Load P(Ib) i Pa Mmax Intr. Stiffen ( n) R1 3015.0 3.50 (Ib) 4953 9 (Ft-Lb) 0 0 Value Req'd ? R2 3015.0 3.50 . 4953.9 . 0.1 0.73 0.73 No No Combined Bending and Shear Reaction or Vmax Mmax Va Pt Load R1 (Ib) (Ft-Lb) 3015 0 Factor VNa M/Ma Intr. Unstiffen Intr. Stiffen . 0.0 R2 3015.0 0.1 1.00 1.00 0.14 0.00 0 14 0 00 0.02 NA . . 0.02 NA lJ 2001 North American Specification Project: Adirondack Medical Model: Mono Slope Span Header #3 -~ ~~ w R1 l ~ '~`` 3.00 ft Section : (2) 800S162-68 Boxed C Stud tx-X Axis) Maxo = 8300.4 Ft-Lb Moment of Inertia, I = 14.139 In^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Span Ft-Lb Maxo Ft-Lb (in) Center Span 1130.6 0. i 36 1130.6 Full Combined Bending and Web Crinpting Reaction or Load Bmg Pa Pt Load P(Ib) (in) (Ib) R 1 1507.5 1.50 1988.9 ~ 1507.5 1.50 1988.9 Combined Bending and Shear Reaction or Vmax Mmax Va Pt Load (Ib) (Ft-Lb) Factor R 1 1507.5 0.0 1.00 R2 1507.5 0.0 1.00 Date: 4/5/2007 ..~ x~ .~ ~~ ~ ~ ~:--, Un~fLd Fy = 50.0 ksi Va = 8441.5 !b Ma(Brc) Mpos/ Ft-Lb Ma(Brc) 8300.4 0.136 Mmax Intr. (Ft-Lb) Value 0.0 0.91 0.0 0.91 Deflection fn) Ratio 0.004 08198 Stiffen Req'd ? No No Intr. Itrtr. V/Va MlMa Unstiffen Stiffen 0.18 0.00 0.03 NA 0.18 0.00 0.03 NA 2001 North American Specification Project: Adirondack Medical Model: Endwall Span Header #4 xuc~--~ ~ ~r " v ~a e R1 /7 ~~ ~`' 6.00 ft Section : (2) 800S162-54 Boxed C Stud (X-X Axis) Maxo = 6131.8 Ft-Lb Moment of Inertia, ! = 11.200 in"4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Date; 4/5/2007 ,. ~ ,~` Ib/ft Fy = 50.0 ksi Va = 4182.61b Span Mmax/ Ft-Lb Maxo Mpos Ft-Lb Bracing Ma(g~1 M p°s/ Deflection Center Span 922.5 0.150 g~•5 (in) F ll Ft-Lb Ma(Brc) (in) ~tio u 6131.8 0.150 0.018 L/3979 Combined Bendin g and Web Crioalina Reaction or Load Brng Pa PtR1ad 6 15 0 i (ib) F Intr. R2 1 ~ 50 1302.9 ( t Lb) Value Regd ? 615.0 1.50 1302.9 0.0 0.57 0 57 No Combined Bending and Shear . No Reaction or Vmax Mmax Va Pt Load R1 (Ib) 615.0 (Ft-Lb) O p Factor VNa M/~Ila Intr. Unstiffen Intr. Stiffen R2 615.0 , 0.0 1 •~ 1.00 0.15 0.00 0 15 0.02 NA . 0.00 0.02 NA n~ve~ Inspection Final s ,~;ty Development Dept. of Comm Town of Queensbury 742 Bay goad NY 12804 Queensbury, Date received: C~~d~ ~~r~ ~ NAME• LOCATION: pgglvllT #: Final5uri'ey Plot Plan The attached final s~,ey has been received by the D o~unity peveloprnent. Upon rev~eW the ,cap dotes: /r Zoning A~lms~ator ay~Building•Codes.lnsPeCtion.FO~MS~ma1 Sun'ey L:~SueHet"'n~ tratoc.doc Zoning Adm