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Application
>`r ACCMW PERMIT 792 8+Y aOJd,Qu*cr4bWY.NY 1204 r P 518.761.8256 Project Location: # �p glye 7 z : Tax Map ID ((? - ( - PROJECT INFORMATION: TYPE: Residential Commerclall ft h �r STRUCTURE: e _ Boathouse(with or w/o sundeck) ❑ Canopy 0 CA(port' +: Detached Garage(>300 s.f.) ❑ Dock Q Gazebo,,, t Shed (<300 s.f.) ❑ Solar Panels(w/o rafter upgndeslc € SQUARE FOOTAGE OFiSTRJCLUR " tee mot : lst floor 2"d floor Totalsquarefeet � ` Brief descriptwn of scope of project: R � l 4 2� �f�vr= fap c�'ak.'4i ATION: A,DD1 ON PROJECT INFORM L t, Estimated Cost of Construction: $ z, Are there any structures no ❑y S E t shown on the plot plan? �NO' ,EXpla ? ❑ YES NO s 3. Are there any easements on the property . a � 1. 1 acknowledge that no construction shall be commence&pCio�XO B 55 8 ce completed within a 12 month period. Any changes to theapproe p ; the submittal of amended plans, additional reviews and re�a Pz tF�; 2. If, for any reason, the building permit application isAItidrdVv r ^��x O.ueensbury. After 1 year from the initial application datef00 ' 3. If the work is not completed by the 1 year `expiration #, ate e and department approval. ; Y fir• 3 e � . 4. 1 certify that the application, plans and supporting e a of the work proposed, that all work will be perfo� and ordinances, and in conformance with local o f 5. 1 acknowledge that prior to occupying occupancy. o al�nw�yj G. 1 also understand that 1/we are recluired to; constructed facilities prior to issuaCicei=�• fil I have read and agree to the above >j PRINT NAME: ;l SIGNATURE: A , .q Ry � t }r} zy E_ I 'n' III I. CONTACT INFORMATION: PLEASE PRINT LEGS • Applicant: Name(s): � �J ►kt/ ti k �� Mailing Address, C/S/Z: 103 COiorth Sl6- 7 Cell Phone: �{y-q�qy .Land Line;,:,'AA Email: IShO �c B �'{�k _ 4# n • Primary Owner R (s 1 Mailing Address, C/S/Z:-7b3 Cb '` Y �r� � xz � Cell Phone: 518 -7 .�_2W1 Land Ui�e : Email:lYlCtCY a �T CQm w>>. , ; ❑ Check if all work will be performed' ' 4 owner AnIV • ContractOr(s)' (List all additional co Contractor Name(s): L ry� '�TMt � e c�cc othis form N d ( Ak • ems y �� Contractor Trade: 'F6(e ' ' `` F ►gl i1 [c cl er r s NX, Mailing Address, C/S/Z: I6cl T(D35 P Cell Phone: 51)- WaU- (p433�, iqj t. Email: SLguild-Build LLB La �{\k k < **Workers' Comp d m ocuentat�o ust a sW i ed;with#his:a lication*# • Architect(s)/Eneineer(s) . Business Name: (Y) Contact Name(s): icrt slice S1nn18�s` Mailing Address, C/S/Z: I I a -ell Phone: 315573 076S NG Y Ge =:mail: 111\ItC� I fin ig,er ®f[9 �Y�� -. _ . .2 :ontact Person for an ' y questions a , :ell Phone: 51a _-i te :mail: u ��t , �a - L Cr_Shr�u d �R MAS Engineering 55 Ashley Street Lyons, New York 14489 Phone 315 573 0765 Fax 315 946 9552 ' June 15, 2021 --� johnO'Brian FILE COPY Code Enforcement Officer Town of Queensbury RE: Framing inspection of new building for Jason Walker, 3 W Mountain Rd, Queensbury I will be doing a framing inspection of John Walker's new building being built at 3 W Mountain Road in Queensbury NY. If you have any further questions, please contact me. Sincerely, pE N yo Mike Sinnig E. Co SIN F * � 1 w � i 2 my`Pc`O 59911 P�2 � pROFESS\O� ,r -- 06/15/2021 TOWN MAS ENGINEERING 55 ASHLEY STREET (r N 3y LYONS NY 14489 SIN 0 JOB # QUEENSBURY NY __»_----_.____..__.^-._� � � JOB NAME: JASON WALKER (L, f o I * � LU LU BLDNG WIDTH W: (FT) 40.00 PG:(PSF) 70.00 i�J -' I 1 w BLDNG LENGTH: (FT) 80 ELEV. ABOVE SEA LEVEL:(FT) 415 Z BLDNG HEIGHT: (FT) 16 TC DEAD(PSF) 5 II (n ONG A: (FT) 1.00 BG DEAD:(FSF) 5 U �� JUN 0 9 2021 IIL I yS OHO B: (FT) 1.00 BLDG CATEGORY: 1 F 59911 Py TRUSS SPACIN�:(FT) a CE: 1.20TO F QUEENSBURY OFESSNO"_ TRUSS HEEL HGT:(FT) I TERRAIN CATEGORY: B LDING & CODE'S I Rb AVLBL GBL SIDING:(LF) 80.00 Gcpi:W 0.18 -^-"' 06/08/202 q I AVBL SIDE SIDING.(LF) 160.00 DIAPHRAM VALUE:(PLF) 209 Wind Load Calculations Factors PORTANCE FACTOR I: 1000 V: (MPH) 105.00 GH: (LB/FTC) 16.817 KZ: 0.701 AR: 7.000 KID 0.850 MEAN BLDG HOT(Z):(FT) 20.333 Z: 30 KZEIS: 0.701 KZT: 1.000 EAVE HEIGHTL(FT) 17.000 Zc: 1200 KZ<15: 0.575 Surface Loads P-Low RISE BUILDINGS-MAIN Wimp FgKE RESISTING(METHOD 2) GCPF + - GCPF + - A 10% 4 ROOF SURFACE# 2 -0.690 -14.631 -8.577 WALL SURFACE # 1 0.516 5.651 11 705 A .411 8.13 ROOF SURFACE#3 -0.469 -10.914 -L.860 WALL SURFACE #4 -0.415 -10.006 -3.952 A 4% 1.6 ROOF SURFACE #2E -1.070 -21.021 -IL.967 WALL SURFACE #5 -0.150 -10.595 -4.541 A 3FT 3 ROOF SURFACE# 3E -0.673 -14.345 -8.291 WALL SURFACE #6 -0.L50 -10.595 -4.541 A MIN 3 WALL SURFACE# IE 0 75C 10 D90 16.144 A L WALL SURFACE #4E -0.618 -13.420 -7.366 2A 0.000 rsnv Awn mr S. WALL i S. WALL 1 G. A ROOF A ROOF B � . I It. 4 0 1IL . . . L1L CO022L.0 16.0 1 12 136. 1 81333 81333 -1593.8 -I]].I I]70. 9 LB( ) 916.8 1]]22 8209A6 12247.3 -1825.1 -140/2,46 -8617.3 238.7 12Z.6 -27041.3 -173946 -240.3 ##### LB - 326-9 1 2198.E 1 6522.5 1-4837.2 I -1001.8 1 -5639.0 1 -369 .3 1 3693.3 1 -13669.9 1 -Z550 I-16320.4 -7]45.0 1 -1468.2 I-9214.0 DIAPHRAM IGAGS' SIDEWALL LBS 22361.53 ENDWALL LBS 17234.53 OESIGN WIND LD PSF 12.15 AVERAGE WALL LOAD PSF WALL + 6.1 WALL 4 a 10.3 WALL I- 12.1 WALL 4- 1.3 ALL D.1 10.E 1WAu6a 10.E WALL 5-1 4.5 1 WALL 5- 4.5 UPI IFT I nnoc SIDE A PLF 316.87 SIDE B PLF 270.34 AVERAGE ROOF LOAD PSF ROOF a I5.3 11.5 HOOF-1 9.Z 5.2 RooF DESIGN 15.31 11.3 Transverse wind orce-Comer 13 S. WALL I S. WALL ROOF B ROOF A L TL 1 3 i 5E i 5 TL SOFT 1224.0 136.0 1360.0 12Z4.0 136.0 I 1360.0 1 813.3 1 813.3 1 593.8 1 07.1 11 1770.9 I 1593.8 I 77.1 117I0.9 LB(c) b916.8 1 137L2 1 8289.1 -12247.3 -1825.1 1 -14071 5 1 -861/5 1 -860.3 I -23318.7 -3]2L6 -2]041.3 -17394.6 -2540.3 1##### 14626.9 2195.E 1 16522.5 1-483Z2 I 1001.8 I -5839.0 I -3693.3 1 -3693.3 1 -13669,9 1 -?050 I-16320.4 -]748.8 1 -14b0.2 I-9214.0 ❑IAMMAN IIIAOS SIDEWALL LBS 22361.5 ENDWALL LBS 17Z34.5 DESIGN WIND LD PSF 12.1 AVERAGE WALL LOAD PSF WALL 1 +1 6.1 WALL 4+1 10.3 WALL 1-1 12.1 WALL 4-1 4.3 WALL 5+ 10.6 WALL 6+ 10.6 WALLS- 4.5 WAu.b- 4.5 I IFT nens SIDE A PLF 270.3 SIDE B PLF 316.9 AVERAGE ROOF LOAD PSF ROOF+1 15.3 11.3 ROOF-1 9.2 5.2 ROOF DESIGNI 15.3 11.3 Transverse wind r S. WALL i S. WALL ROOF ROOF A L TL 1 31 1 5 ITL SQFTI 224.0 1 136.0 1 1360.0 I 1224.0 I 36.0 I1360.0 813.31 813.3 1 1593.8 1 17Z1 I I'my I 1593.8 1 D7.1 I 1770.9 LB(f) 6916.8 I 137Z.2 I 8289.1 I-12241 L -I82 .I 1 -14072.5 I -86IL3 I -6b17.3 1 -23 18. I -3722.E 1-27G4L3 1-17394.6 -2640.3 1##### 14326.9 I 2195.E 1 b522.8 I-483L2 1 -1001.8 1 -m59.0 1 -369 -3693.3 I -13669.9 I -2650.5 I-16 Z0.4 -7745.8 1 -1468.2 1-9214.0 DIAPHRAM IOADS SIDEWALL LBS 22361.5 ENDWALL LBS 17254.5 DESIGN WIND LD PSF 12 1 AVERAGE WALL LOAD PSF WALL I+ 6.1 WALL 4+ 10.3 WALLI- 12.1 WALL 4- 4.3 WALLS+ 10.6 WALL a 10.6 WALL - 4.5 WALL 6- 4.5 UPLIFT LOADB; SIDE A PLF 270.3 SIDE B PLF 316.9 AVERAGE ROOF LOAD PSF ROOF a 5.3 11.3 RoOF- 9.2 1 5.2 ROOF DESIGN 11.3 Transverse wind tome-Comer S. WALL S. WALL I C WAI I I G WAI I ROOF A ROOF B L TL TL SOFT 1224.0 136.0 160- 1224-0 i 0. .0 813. 61 .8 177.1 1593.8 70.9 Le(+) -12 4 -140 -861 .3 6 -2 41. -1 L.6 - 4 . ##### 1 6 1 mnz'.n -4837.2 I -tuvi.0 I -5639, I b -1 669.9 1 -2650. -16 0.4 -P45.S I 6 .2 1-111,. ❑IAPNRAN InAoo- SIDEWALL LBS 22361.5 ENDWALL LBS 17234.5 DESIGN WIND LD PSF 12.1 AVERAGE WALL LOAD PSF WALL 1 + 6.1 WALL 4+1 10.3 WALL 1-1 12.I WALL 4-1 4. WALL 5+1 10.6 WALL 6+ 10.6 WALL b-1 4.8 WALL 6- 4.5 UPLIFT LOeOs' SIDE A PLF 316.9 SIDE B PLF 270.3 AVERAGE ROOF LOAD PSF ROOF+ 15.3 11.3 ROOF-1 9.2 5.2 ROOF DESIGN 15.3 1 .3 1 of 4 6/7/2021 MAS ENGINEERING F Longitudinalwind force- omer G. WALL I G. WALL 1 S qAi 1 1 S jAj 1 1 ROOF ROOF L ITL SOFT 666.7 146J 813.33 666.7 146] 1 813.3 I 3b0.0 1 1360.0 1 433.E 1 337.3 1 1770.9 1433.E 1 337.3 1 1770.9 LB(+) 3767.3 1479.9 5247.2 -6670.7 -1968.3 -8,68.9 -1"I)9.2 -14409-2 -20974.5 -7090.6 -28065.1 -15645.9 -4838.7 ##### LB(-) 7803.3 I 23b7.e 1 10I71.1 1-2634.7 -1080.3 1 -3715.0 1 -6175.8 1 -6175.8 1 -12295.7 1 -5048.5 -17344.2 -6967.1 1 -2796.6 -9163.8 DIAPHRAM I DADS SIDEWALL LED 28818.4 ENDWALL LBS IL886.I DESIGN WIND LD PSF 12.6 AVERAGE WALL LOAD PSF WALL I + 6.5 WALL 4+ IOJ WALL I- 12.6 WALL 4- 4.6 WALL 5+ 10.6 WALL 6 i 10.6 WAu 5- 4.5 WALL 6- 4.5 AVERAGE ROOF LOAD PSF ROOF+1 14.63 1 21.0 ROOF-1 8.6 1 15.0 UPI IET DADS SIDE A PLF 373.6 SIDE B PLF 32B.0 LONGITUDINAL WIND FORCE -COMER H & C G. WALL G. WALL S. WALLROOF ROOF IL L TL SOFT 666.1 14b-] 613.3 66b.f 146./ 813.3 1360.0 1360.0 1433.E 33L3 1770.9 1433.6 337.3 1770.9 LB(+)I 3761.3 1 14]9.9 1 5247.2 -15610.1 -1968.3 1 -8638.9 1 -14409.2 I-14409.2 1 -Z0974.5 I -7090.6 1-28065.1 -15645.9 -4838] ##### I 7803.3 1 2367.8 101]LI -2634]I -1060.3 1 -3715.0 1 -6175.8 1 -6175.8 1 -12295.7 I -W48.5 -11344.2 -6967.1 -2796.6 -9763.8 D APHRAH LDADIC SIDEWALL LBS 211818.4 ENDWALL LBS 1388b.1 DESIGN WIND LD POP 12.6 AVERAGE WALL LOAD PSF LL TL WA I + 6.5 WALL 4 f I0J WALL I- 12.6 WALL 4- 4.6 WALL 5+ IC.6 WALL 6+ 106 WALL 1-1 - 4.5 WALL 6- 4.5 AVERAGE ROOF LOAD PSF ROOF+ I4.63 21.0 ROOF-1 8.6 1 It UniFT neon SIDE A PLF 325.0 SIDE B PLF 373.6 Minimum required NY loads G. WALL I G. WALL 1 S. qAt 1 1 S. qALL ROOF ROOF LC 1 TL SOFT 666-] 14bJ 813.3 666-] 146J 813.3 I360.0 13b0.0 1433-6 3 73 I'I0.9 1433.E 331.3 1770.9 LB(+) 6b66. 1466] 8133.3 66bb-7 14b6J B133.3 600.0 13000.0 IL335J 33]3.1 17708.8 14335-I 3313-1 1]]08.6 6666.7 1466] 6133.3 666E 7 146E 7 6133-3 13600.0 13DOU.0 1463b / 33751 I]708.6 143 3313 I II7708.8 DIAPHRAM LOADS SIDEWALL LBS 27200.0 ENDWALL LBS 16266.7 DESIGN WIND LO PSF 10.0 AVERAGE WALL LOAD PSF WALL I + 10.0 WALL 4+ 10.0 WALL I-I I 4LL 10.0 WALL 5+ 1U.0 WALL 6 h 10.0 WALL 5- 10.0 1WALL 6- 10.0 UPL Fr LOeos SIDE A PLF 221.4 SIDE B PLF 221.4 IaD ram Requirements ESIGN ENDWALL DIAPHRAM LOAD 17234.5 LBS S.W. SIDING REQUIRED: 41.23 LFT SIDE WALL SIDING MEETS DIAPHRAM REQUIREMENTS: :) ESIGN SIDEWALL DIAPHRAM LOAD 28818.4 PLFT GABLE SIDING REQUIRED: 68.94 LIFT GABLE SIDING MEETS DIAPHRAM REQUIREMENTS: :} Design wind loads AVG DESIGN WIND LOAD: 12.6 PSF UPLIFT LOAD SIDE A: 375.6 PLF UPLIFT LOAD SIDE B: 373.6 PLF Uplift Calculations OHO A: (FT) 1.00 TTL RF WIDTH:(FT)42.00 UPLIFT LD SIDE A: 373.63 PLF UPLIFT RCTN(A):(PLF)416.10 OHG B: (FT) 1.00 TURN OVER:(PLF)42.46 UPLIFT LD BIDE B: 373.63 PLF UPLIFT RCTN(B):(PLF)416.10 TRUSS BLOCK NAILS: (20D)9.57 TRUSS BLCK NAILS(16D) 13.32 WEIGHT OF THE SIDE A-(LBS) WEIGHT OF THE SIDE B' (LES) CITY TTL WGT QTY TTL WGT ROOFING: 4.3 PSF 177.09 76148 ROOFING: 4.3 PSF 177 09 761.48 PURUNS: 0.48 PSF 177.09 85.00 PURLING: 0.48 PSF 177.OR75 65.00 TRUSS: 6.7 PLF 268.00 268.00 TRUSS: 6.7 PLF 268 268.CO WALL SHEATHING: 1.5 PSF 128 OD 192.00 WALL SHEATHING: 1.5 PSF 128 192.00 WALL GIRTS: 0.32 PSF 128.DO 40.96 WALL GIRTS: 0.32 PSF 128 40.96 HEADERS: 8.83 PLF 8.00 7C.64 HEADERS: 8.83 PLF 8 70.6L SPLASHBOARD: 2.59 PLF 8.00 20.72 SPLASHBOARD: 2.59 PLF 8 20.72 CLNG LINER 8 INSUL: 0 PSF 160.00 0.00 CLNG LINER 8 INSUL: 0 PSF 160 CAD WALL LINER 8 INSUL: 0 PSF 128.00 O.OD WALL LINER 8 INSUL: 0 PSF 128 0.00 Axial Load Calculations Factom PG:' 70.00 Surcharge length; 9l6 It PoRTANCE FACTOR I: 0.8 PF: 47.04 PSF SLOPE: 18.43 DEG SURCHARGE 27.31 PSF WA 21.00 FT PS: 47.04 PSF RF PITCH FACTOR: 1.054 WINDWRD: 14.11 PEP We 21.00 FT CS: I.00 SLOPE CASE: D HD: 2.04798 y 23.10 LU: 21 00 S 3 Balanced Roof Reactions: +L +D live Td RA: 987.8 PLF L 212 7 PLF D = 0 0 = 1201 TTL PLF RATIO: 0.82 / RE: 987.8 PLF L 212 7 PLF D = 0 0 e 1201 TTL PLF RATIO: 0.82 / 1 UnBalanced Reactions R ----REQUIRED- 47.04 +L +D LIVE TTL RA: 982.93 PLF L 212.7 PLF D = 0 0 = 1196 TTL PLF RATIO: 0.82 / 1 RB: 982.93 PLF L 212-7 PLF D - 0 0 1196 TTL PLF RATIO: 0.82 / Truss Reaction TRUSS REACTION A: 3}52LBS 850.72 LBS-DEAD 4000 LBS-TOTAL -I.IVETRUSS REACTION 3152 850.72 LBS-DEAD 4000 LBS-TOTAL ELLIVE1 LBS 2 of 4 6!7/2021 MAS ENGINEERING Side wall columns SIDEWALL COLUMN A: 3-2X6 MISR 2400 LAMINATED COLUMN FOOTER A: IOX22' 24 11m IFT A' NONE REQUIRED FB REDUCTO FB REDUCE 0.46 CLMN SPACING:ff T) 8 AXIAL LIVE:(LB)7903 A: 32.63 PB POI 00 PBX 2031.36 COMPRESSION: Pass COLUMN END CONDITION LINE): 0.8 AXIAL DEAD: LLB)1701 SX: 39.42 h 2000000 PBX 736.02 BENDING. PASS COLUMN SIZE: 326 ITL AXIAL: (LB)960E 1: 142.89 tMIN 1020000 00 FC ACT 233.82 DEFLECTION: Pass LATERAL LOAD:(PLF)100.7, D: 7.25 PC' 2271.25 MX 2417.82 COMBINED: PASS CLMN LENGTH:(FT)21.DO LEX/DX: 21.19 FCt 1867.95 CSF 0 11 L/ W RATIO: PASS CLMN WGT:(LBS)163.38 CLMN R: 0 71 CP 0.62 A 0.52 OVERALL: PASS POST DEPTH(FT): 4 LI 0.60 FC` 1408.30 L/ 369 L2 0.38 BLDG WGT OVER CLMNS:(LBS) 1602.18 MOST FRICTION RESISTENCE: 1750.07 30"CONC COLLAR RESISTENCE: 7612.93 NORD UPLIFT RESISTANCE:(LBS)3328 76 UPLIFT BLOCK RESISTENCE: 3115.53 32"CONIC COLLAR RESISTENCE: 7905.51 REMAINING UPLIFT: (LBS) 1726.59 24"CONC COLLAR RESISTENCE: 68CI.UP 66"CONIC COLLAR RESISTENCE: 8523.91 SIDEWALL COLUMN 8: 3-2X6 MSR 2400 LAMINATED COLUMN FOOTER B: 10'DIA X 22 DPI IFT A: NONE REQUIRED FB REDUCE 0.46 CLMN SPACING:(FT) 8 AXIAL LIVE: (LB) 7903 A: 32.63 Fa 1104.00 FBX' 2031 Z6 COMPRESSION: PASS COLUMN END CONDITION(KE): 0.8 AXIAL DEAD: (UO 1701 SX: 39.42 E 2C00000 FBX 736.02 BENDING'. PASS COLUMN SIZE: 326 TTL AXIAL (UO 9604 1: :42.89 EMIN 1020000.00 FC ACT 233.82 DEFLECTION: PASS LATERAL LOAD:(PLF) 100 74 D: 7.25 FC' 2271.25 MX 2417 82 COMBINED: Pass CLMN LENGTH:(FT)21.00 LEX/DX: 21.19 FEE 1867.95 CSF 0.44 L/ W RATIO: Pass CLMN WGT: (LEIS) 163.3E CLMN P. 0 71 CP 0.62 A 0.52 OVERALL: PAss POST DEPTH(FT): 4 LI 0.60 FC` Au 30 L/ 369 L2 0.30 BLDG WGT OVER CLMNS:(L8S) 1602.B MOST FRICTION RESISTENCE: 1750.07 3U"CONC COLLAR RESISTENCE: 7612.93 NORD UPLIFT RESISTANCE: (LBS) 3328 76 UPLIFT BLOCK RESISTENCE: 3115.53 3Z"CONC COLLAR RESISTENCE: 7905.51 REMAINING UPLIFT: (LBS) 1726.59 24"CONIC COLLAR RESISTENCE: 6801.45 36"CONC COLLAR RESISTENCE: 8523.91 End wall columns girted - GABLE COLUMN#I: 3-2X6 COLUMN FOOTER: 14 IN CONIC DISC FB REDUCE 0.46. TRUBUTARY: (FT) 8 AXIAL LIVE: (LB)G A: 32.63 FB 11C4.00 FBX' 2031.36 COMPRESSION: PASS AXIAL LIVE LOAD: (LBS) 0 AXIAL DEAD:(LB)0 SX: 59.12 E 2GOOD03 FBX 981.36 BENDING: PASS AXIAL DEAD LOAD:(LBS) 0 TTL AXIAL: (LB)0 1: 142.89 EMIR 1020000.00 FC ACT 0.00 DEFLECTION: PASS COLUMN SIZE: 328 LTERAL LOAD:(PLF) 100 74 0: 7.Z5 FC' 2271.25 MX 3225 76 COMBINED: PASS COLUMN EFFECTIVE LENGTH:(FT) 16.00 POST DEPTH(FT): L KE: 0.8 FCE X67 95 CSF Dd 48 L/ W RATIO: PASS LEX/DX: 21.19 CP 0.62 A 0.52 OVERALL: PASS FC' IL08.30 L/ 369 Main Headers HEADER REQUIREMENTS FASTENER REQUIREMENT HEADERSIQEA 1040 -------> 2-12"MICROLAMS (8)-RSS LAGS PER 2x10,(6)-RSS LAGS PER 2.8(22 PCS TOTAL) HFADFR SME R 1040 > 2-12"MICRQLAMS (8)-RSS LAGS PER 2xIO, (6)-RSS LAGS PER 2x8(22 PCS TOTAL) Wall Opening Member sizing 2021 JASON WALKER Endwall Opening#1 0 <==OPENING LOCATION USE 2-16"MICROLAM FB REDUCE 0.4A OPENING: (FT) 14' TRUSS LIVE RCTN: (LB)3951.E A: 24J5 FB 621.00 FBX' 1142.64 COMPRESN: PASS COLUMN SIZE: 326 TRUSS DEAD RCTN: (LEI)850./ SX: 22.69 E 160000O FBX 5022.66 BENDING'. FAIL COLUMN END CONDITION(KE): 0.8 TRUSS TOTAL RCTN: (LB)4802.1 I: 62.40 EMIR 580000.00 FC ACT 0.00 A: FAIL JAMB HEIGHT'. (FT) 8 COLUMN WIND TRIG: (FT)9,00 0: 5.5 FC' 1782.50 MX 5715.09 COMBINED: FAIL HEADER# 0 AXIAL LIVE: OLEO 0 LEX/DX: 27.93 FCE 611.2E CSF 2.65 L/W 96: Pass OTY OF TRUSSES ON HDR: aDO PCS AXIAL DEAD: (LE 0 CLMN R: 0.59 CP 0.31 A 2.64 OVERALL: FAIL COLUMN LOAD TRUSS OTY: 0 00 PCS TTL AXIAL: (LB)0 LI 0.46 FC- 559.9E L/ 73 TRUSS SPACING FT ATERAL LOAD:(PLF):78.60 LZ 0.38 MOST DEPTH(FT): HEADER END REACTION(LB)'.0 M BAY I #VALUE'' M BAY 5 0.00 M BAY 9 0.00 M BAY 13 0.0D X 0.1271 HEADER MOMENT(FTUQ#VALUE #'VALUE M BAY 2 0 00 M BAY 6 0 00 M BAY 10 0,00 M BAY 14 0 00 E IF.06 HEADER SHEAR(1-8)0 Pass M BAY 3 0.00 M BAY 7 0.00 M BAY 11 0.00 M BAY 15 0 PC HEADER O#VALUE' #VALUE M BAY 4 0.00 M BAY 8 O.CO M BAY 12 0.00 M BAY 16 0.00 C9 (A) (B) (") (A) (B) O (A) (B) A I #VALUE #VALUEI #VALUE' A / #VALUE' 0.00 0 DO A I3 #VALUE 000 0_GO A 2 #VALUEI #VALUE #VALUE A 8 #VALUE' 0.00 0-00 A 14 #VALUE 0 0 0 00 A 3 #VALUEI 0.CO 0.00 A 9 #VALUE` 0.00 0 GO A 15 #VALUEI 090 0.00 A 4 #VALUE 0.00 0.DO A 10 #VALUE 000 0.00 A 16 #VALUE 0.00 0.00 A 5 #VALUE 0.00 0,00 A II #VALUE 0.00 0.00 2XL JAMB CAPACITY 2640 20D 2520 A 6 #VALUE O.GC 0.00 A 12 #VALUEI 0.as 0.00 2X6 JAMB CAPACITY 6960 RSS LAGS 1890 3 of 4 67/2021 MAS ENGINEERING Purlin Calculations 4X2 SPF #2 PLACED O 24 INCHES O.C. ROOF SLOPE:( /12) 4 TRUSS THICKNESS: (IN) 1.5 PURLIN SPAN:(IN)46.50 MOMENT LED SIMPLE SPAN: REDD SX: (I143) 1.76 PURLIN SPACING: (IN) 24 L 6 D @ ROOF PITCH:(PSF) 7z.44 (FT/)208.17MOMENT LED MULTI SPAN: ACTUAL SX: (I143)1.31 TRUSS/RAFTER SPACING: (IN) 48.00 (FT/#)214.54MOMENT TO USE: (FT/ SNOW LOAD: (PSF) 74.35 #)21L 54 DEAD LOAD: (PSF) 0.90 LIVE DEFL. ALLOWED : L/ 150 DEFL. ACTUAL LIVE MULTI SPAN 3PT: L/ 169 PURLIN WIDTH: (IN) 3.5 TOTAL DEFL. ALLOWED'. G 120 DEFL. ACTUAL TOTAL MULTI SPAN 3PT: L/ 16' PURLIN DEPTH: (IN) 1.5 CF...SIZE FACTOR: 1.15 PASSES DEFL. ACTUAL LIVE SIMPLE SPAN: L/90 CFU...FLAT USE FACTOR: 1.1 DEFL ACTUAL TOTAL SIMPLE SPAN:L/88 CR..REPETITIVE FACTOR: 1.15 PURLIN Fa (PA) 875 ELASTICITY: (PSI X IOTo 6TH) 1.4 Seismic Design WEIGHT OF BUILDING SIDE A 3182.72 PHYSICAL WEIGHT 1602 LB SNOW LD 1580,54 LB 2NO STORY LIVE LOAD(PLF) WEIGHT OF BUILDING SIDE 8 3182.72 PHYSICAL WEIGHT 1602 LS SNOW LD 1580.54 LB ZINC STORY LIVE LOAD(PLF) 0.12 SS SPECTRAL RESPONSE .2 0.04 SI SECSPECTRAL RESPONSE I SEC 1.6 FA SITE COEFFICIENT 2.4 Fv D SITE CLASS 7 R RESPONSE MODIFICATION FACTOR GIVEN THE MOMENT RESISTING FRAME TABLE 1617.6 3183 W WEIGHT OF THE BUILDING ON COLUMN I IE IMPORTANCE FACTOR B SEISMIC DESIGN CATEGORY - O.I9 SKIS MAXIMUM SPECTRAL RESPONSE ACCELERATION FOR SHORT PERIODS MAXIMUM 0.0 SMI SPECTRAL RESPONSE ACCELERATION FOR I SECOND 0.13 SDS DESIGN SPECTRAL RESPONSE ACCELERATION FOR SHORT PERIODS 0.06 SDI DESIGN SPECTRAL RESPONSE ACCELERATION FOR I SECOND 0.02 CS SEISMIC RESPONSE COEFFICIENT 58.20 V DESIGN BASE SHEAR 175 V'A ALLOWABLE SHEAR IN COLUMN A 175 V'B ALLOWABLE SHEAR IN COLUMN B 32.63 BD'A COLUMN A AREA 32.63 BO'B COLUMN B AREA 2.68 Fv'A ACTUAL SHEAR COLUMN A PASSES 2.68 Fv'R ACTUAL SHEAR COLUMN B PASSES 40f4 B/712021 e pF IN YD SIN f c * � 6 • DATE: 6ASON WALKER COMPANY: mas engi e Z VITRUVIUS BUILD: DESIGNED BY: michael sinni CUSTOMER: 3 W MOUNTAIN ROAD REVIEWED BY: michael sinni Z 2� PROD.ADDRESS: QUEENSBURY NY PROJECT NAME: JASON WALKER s P� _ gOFESSIO LEVEL: LOADING: ASD n6/g4/ 021 MEMBER NAME: CODE: 2018 International Building Code MEMBER TYPE: NDS: 2018 NDS MATERIAL: Weyerhaeuser 2.0E Microlam LVL (2)1.75 X 11.25 DRY • FILL �(�i"fy�`� S.. '*. '."rtC Ks t .tr - s, .-.... ..�•,.n k x � :.' {�jj.'.�y�,y 16{ t.A.hJ •• Start(ft):0 End(ft):8 Member Slope:0112 Actual Length(ft):8 Area Ix ly SSW Lams Cfn Kcr (in2) (in') (in`) (Ibf/ft) Creep Factor 39.38 415.28 10.05 11.48 2 7.35 1 EXISTIMETREW Fb(psi) Ft(psi) Fv(psi) Fc(psi) Fc-L(psi) E(psi)x10' Emin(psi)x10' Base Values 2600 1895 285 2510 750 2000 1016.535 Adjusted Values 2600 1895 285 2510 750 2000 1017 CM 1 1 1 1 1 1 1 CT 1 1 1 1 1 1 1 Bending Adjustment Factors CV =1.01 Cr =1 Volume factor Is applied on a load combination basis And Is Not reflected in the adjusted values Unbraced Length(ft) Beam End Span Length(ft) Top Bottom Elev.Din(ft) CL(Top) CL(Bottom) CL(Left) CL(Right) 1 8 0 8 0 1.00 0.73 1.00 1.00 PASS/FAIL MAGNITUDE STRENGTH LOCATION(ft) LOAD COMBO DURATION FACTOR CD Shear Stress Y(psi) 'ASS .- .._ 116.0 327.8 0 D+S 1.15 Bending Stress Y(psi) PAS3 :; .X 1965.4 3016.4 4 D+S 1.15 Deflection(in) 9 aSS 50.'. 0.133(=L/721) 0.267(=L/360) 4 S Tensile Stress(psi) PASS?99.'E'•1,. 28.4 3058.7 0 D+0.7E(+) 1.6 Bearing Stress(psi) AZ3 ( :,.. 248.6 750.0 8 D+S 1.15 Bending-Tension(Unit) PASS (G4,1°:,,, 0.36 1.00 4 D+0.75L+0.525E(+)+0.75S 1.6 • Units for V:Ibf Units for M:Ibf-ft Z axis DEAD LIVE LIVE ROOF SNOW WIND+ WIND- SEISMIC+ SEISMIC- ICE RAIN EARTH A 0 0 0 0 -20 20 -1600 -200 0 0 0 B 0 0 0 0 0 0 0 0 0 0 0 Y axis A 46 0 0 3000 0 0 0 0 0 0 0 B 46 0 0 3000 0 0 0 0 0 0 0 Reaction Location A B PROJECT:JASON WALKER QUEENSBURY NY 2018 International Building Code ASD � r • Member Name:New Floor Beam 2 Page 2 Type Left Magnitude Right Magnitude Load Start(ft) Load End(ft) Load Type Direction Point(Ibf) 6000 - 4 - Snow Y Point(Ibf) -20 - 0 - Wind(-) 2 Point(Ibf) 20 - 0 - Wind(+) 2 Uniform(Ibf/ft') 200 200 0 8 Seismic(+) 2 Point(Ibf) 200 - 0 - Seismic(-) 2 Self Weight(lbf/ft) 11.48 11.48 0 8 Dead Y PROJECT:JASON WALKER QUEENSBURY NY 2018 International Building Code ASD SIN _ r DATE: 6/4/2021 COMPANY: mas engineers w VITRUVIUS BUILD: JASON WALKER DESIGNED BY: michael sinnig r w CUSTOMER: 3 W MOUNTAIN ROAD REVIEWED BY: michael sinniger n PROD.ADDRESS: QUEENSBURY NY PROJECT NAME: JASON WALKER QU URY NY ? 6 699'11 � LEVEL: NOT YET ASSIGNED LOADING: ASD 9'bROFESs�O� MEMBER NAME: COLUMN DESIGN CODE: 2018 International Building C8 y04/2021 MEMBER TYPE: COLUMN NDS: 2018 NOS MATERIAL: Solid Sawn Spruce-Pine-Fir No.1 (4)1.5 X 5.5 DRY • • R I • s..... .�_ - . - .sr .. _ ... Start(ft)0 End(ft):16 Area IN: ly 8SW Lams G Kcr (in2) (in') (in`) (Ibf/ft) Creep Factor 33 83.19 6.19 6.37 4 0.42 1 Fb(psi) Ft(psi) Fv(psi) Fc(psi) Fc-L(psi) E(psi)x10' Emin(psi)x103 Base Values 875 450 135 1150 425 1400 510 Adjusted Values 1138 585 13S 1265 425 1400 510 CM 1 1 1 1 1 1 1 CT 1 1 1 1 1 1 1 Ci 1 1 1 1 1 1 1 CIF 1.3 1.3 1 1.1 1 1 1 Bending Adjustment Factors C fu=1 Cr =1 • � • Unbraced Length(ft) Column End Span Length(ft) X Y Offset CP Ke(X Axis) Ke(Y Axis) Kel./d(X Axis) KeVd(Y Axis) 1 16 16 16 0 0.20 1.00 1.00 34.91 32 PASS/FAIL MAGNITUDE STRENGTH LOCATION(ft) LOADCOMBO DURATION FACTOR CD Compressive Stress(psi) PASS(12.0%) 197.0 223.8 0 D 0.9 • Units for V:Ibf Units for M:Ibf-ft Z axis DEAD LIVE LIVE ROOF SNOW WIND+ WIND- SEISMIC+ SEISMIC- ICE RAIN EARTH A 6502 0 0 0 -10 -10 -40 -40 0 0 0 B 0 0 0 0 0 0 0 0 0 0 0 Reaction Location A B • • • Type Left Magnitude Right Magnitude Load Start(ft) Load End(ft) Load Type Direction Point(lbf) -6400 - 16 - Dead Z Point(Ibf) 10 - 0 - Wind(+) Z Point(Ibf) 10 - 0 - Wind(-) Z Point(Ibf) 40 - 0 - Seismic(+) Z Point(Ibf) 40 - 0 - Seismic(-) 2 Self Weight(Ibf/ft) 6.37 6.37 0 16 Dead Z PROJECT:JASON WALKER QUEENSBURY NY 2018 International Building Code ASD