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2003-595 (2) rT I,r P Tpt f!c7" _I 1 r•. 3Ir - _ �- �.?v. 5� 16.' (,oNCe tT��i�d RL t_. h1 TABLE 1609.6.2.1(1) m MAIN WINDFORCE-RESISTING SYSTEM WIND LOADS FOR A BUILDING WITH MEAN ROOF HEIGHT OF m 30 FEET LOCATED IN EXPOSURE Be pt Sr\ o HORIZONTAL LOAg5° VERTICAL LOADS MAXIMUM HORIZONTAL WALL LOADSu � Cn Windward Wind Load Root Angle End Zone Interior Zone End Zone Interior Zone Overhang Zone Velocity Direction Windward Leeward Wintlwerd Leeward End Interior Wall Roof' Wall Roof roof root root root zone zone 1E 4E 1 4 a to 6' 11S -5.9 7.6 -3.5 •13.8 •7.8 -9.6 -6.1 -20.6 -16.4 8.7 -6.7 6.4 -5.2 Transverse 2W 16.9 4.2 10.6 -2,3 •13.8 -9.6 -9.6 -7.3 •20.6 •16.4 10.8 -9.0 7.6 -6.7 85 30'<angte s 4W 12.9 8.8 10.2 7.0 5.0 -7.8 4.3 -6.7 -5.8 -6.5 9.6 -7.3 8.2 -6.1 Longitudinal All angles 11.5 -S.S 7.6 -3S -13.8 1 -7.8 -9.6 -6.1 .20.6 -16.4 8.7 -6.7 6.4 -5.2 0 to 5' 12.8 -6.7 0.5 -4.0 -15.4 -8.0 •10.1 •6.0 -23.1 •1S.4 918 C71.5 7.2 -5.8 20* 3.1 II an Transverse 30'<engla s 45' 1q q •4.g 9 -.G-t2,s�tItc 15,4// - ?8.8 14. 6 5 26.5 ,7,3i, r1F26.�L3 -•8.5 91 6. .10 `� ' ��r / '���4ti �d' 1.1 �q 5 '1'7. t `1 T rya r•� • Longitudinal All angles 12.8 -6. 6.5 -4.0 -1 A -8.8 -10.7 •6.8 -23.1 -18.4 9.8 •7.5 7.2 -5.8 0 to 6' 15.9 -8.2 10.5 4.9 -19,0 -10.8 -13.3 -8.4 -28.5 •22.7 12.D -9.3 8.8 -7.2 100 Transverse 20' 22.0 -S.8 14.6 -3.2 -19.1 •13.3 -13.3 -10.1 -28.6 •22.7 1 14.9 .12S 10.8 -9.3 30'<07gies45' 17.3 12,2 14.2 9.8 6.9 -10.8 5.9 •9.3 •8.1 -9.0 13.3 •10.1 11.3 -9.4 Longitudinal All angles 15.9 -8.2 10.5 -4.9 -19.1 -10.8 .13.3 -8.4 -28.5 •22.7 12.0 .9.3 8.8 •7.2 0 to 5' 17.5 -9.1 11.6 •6.4 21.0 -11.9 -14.6 •9.2 -29.4 -23.0 13.3 -10.3 9.7 •7.9 105 Transverse 20' 24.2 •6.4 16.1 •3.5 •21.0 -14.6 -14.6 •11.1 •29.4 -23.0 16.5 •13.8 11.9 -10.3 30'<angle x4W 19.7 •13A 15.6 10.8 7.6 -11.9 6.6 -10.3 -8.9 -7.9 14.6 •11.1 12.4 •9.2 Longitudinal All angles 17.5 -9.1 11.6 -6.4 -21.0 -11.9 -14.6 •9.2 -29.4 1 •23.0 13.3 -10.3 9,7 •7.9 a to S' 19.2 -10.0 12.7 .5.9 -23.1 -13.1 -16.0 -10.1 -34.5 -27.6 14.6 -11.3 10.7 -8.7 110 Transverse 20' 26.6 -7.0 17.7 -3.9 •23.1 16.0 -16:0 -12.2 -34.6 -27.5 18.1 •16.1 13.1 •11.3 30'<angle s45' 21.6 14.6 17.2 11.8 8.3 •13.1 7.2 -11.3 -9.8 -10.9 16.0 -12.2 13.7 -10.1 Longitudinal All angles 19.2 -10.0 12.7 .5.9 -23.1 •13.1 -16.0 1 -10.1 -34.5 -27.5 44.6 1 .11.3 10.7 •8.7 0 to S' 22.8 41.9 15.1 7.0 -27.4 •16.6 -19.1 •12.1 -41.1 -32.7 17.3 •13.4 12.7 •10.3 C Transverse 20' 31.6 -8.3 21.1 4.6 -27.4 -19.1 -19.1 •14.5 -41.1 -32.7 21.5 •18.0 15.6 •13.4 120 Q 30'<angle s45' 25.7 17.6 20.4 14.0 9.9 •15.6. 8.6 -13.4 -11.6 -13.0 19.1 -14.5 16.2 .12.1 fZ Longitudinal All angles 22.8 -11.9 15.1 -7.0 -27.4 -15.6 -19.1 -12.1 -41.1 -32.7 17.3 -13.4 12.7 •10.3 0 slow 24,8 ;-12.9 16.4 •7.6 -29.8 •16.9 •20.7 -13.1 -41.7 -32.6 16,8 •14.5 13.8 •11.2 O Transverse 20' 34.3 -9.1 22.9 -5.0 .29.8 •20.7 -20.7 •16.7 41.7 -32.6 23.3 •19.S 16.9 -14.5 IT 125 O 30'<angtes45' 27.9 19.1 22.2 15.2 10.7 -16.9 9.3 -14.5 -9.8 -11.2 20.7 •15.7 17.6 -13.1 Longitudinal All angles 24.8 -17-9 16.4 7.6 -29.8 -16.9 •20.7. -13.1 -41.7 -32.6 18.6 .14.5 13.8 -11.2 Z G 0105' 26.8 43.9 17.8 -8.2 -32.3 •18.3 22,4 14,2 •48.2 -38.4 20.4 -15.7 14.9 •12.1 O 130 Transverse 20' 37.1, .9.8 24.7 -5.4 -32.2 •22.4 22.4 17.4 48.2 •38.4 26.2 -21.1 18.3 -16.7 m 30'<angle s45' 30.1 20.6 24.0 16.5 11.6 -18.3 10.0 .16.7 -13.7 -15.2 22.4 •17.0 19.1 •14.2 r vy Longitudinal Allangles 26.8 -13.9 17.8 -8.2 -32.2 -18.3 -22.4 -14.2 48.2 -38.4 20.4 -15.7 14.9 -12.1 G D I (Conthitted) t 9O)o i.- . . . 17 2 jK gvt - .� 2 = l /(III ..... .. —77 4 � er IV - zoo - _. -ba —. 5 U �'Lr .T" . GF31 itiati5 �o4P��,r��Y �ca�o�w� d E�oR. `�1 1 INS w � a TABLE 1609.6.2.1(2) COMPONENT AND CLj IIDDING LOADS FOR A BUILDING WITH A MEAN ROOF HEIGHT OF 30 FEET LOCATED IN EXPOSURE Be m ZONE PER FIGURE EFFECTIVE BASIOWIND SPEEDV(mph-3-saconc gust) � �l• 1898.6(2) WIND AREA'(112) BS BO 100 105 110 120 125 130 140 146 15C 170 Sip 1 10 10.0 -13.0 Ili$) -114A 101) '48A Intl •19.S 1011 •218 10.5 •259 IIA -2S.I 12A •M.4 141 .1$„1 (5,4 -17.8 165 •4115 21.1 -52.0 0)1 20 10.0 •I2.7 lot) -14.2 104 -17.5 10t) -19.1 10.0 •212 10111011 252 10,7 •27,1, Ili, -29.6 13.4 •34.4 14.4 •36.9 15.4 •39A 19.8 .50.7 Ir v(,1� y 1 50 10.0 -122 lot) •13.7 10.0 •169 IlTo •18.7 10.0 •205 IU.O •14.4 IWO -26A 10.6 24.6 I21 .33.2 13:1 •35.6 14.1 -38.1 IS.l -48.9 � Y 1 loo 10.0 -11.9 1011 -133 1011' -165 10-0 •18.2 10.0 -19.9 1011 •23.7 10.0 -25.7 1011 278 11.4 •321 122 •34.6 13.0 -37,U 167 -47A �t 0 2 IO 10.0 •21.8 IOD -24.4 I01) -302 10.0 -33.3 IDA .36.5 I05 435 IlA •47.2 12.4 -51.0 143 •592 15A .635 165 •67.9 21.1 -872 O 0 2 20 IUD •195 IU.0 -21.8 101) .27.0 111.0 .29.7 111.0 •32.6 10,0 -38.0 10.7 42.1 11.6 45.6 13.4 -519 14A -56.7 15A •60,7 19.8 .78.0 2 50 IDA .16.4 10.0 .18A 10A .22.7 lot) .25.1 10.0 -275 IUD •32.7 1010 -15,5 to.6 -18,4 121 •44,5 13.1 47.8 14.1 •5I.1 18A •65.7 0 too 10.0 -14.1 1011 -151 101) .193 10.0 .215 I0.0 •2.1.6 IIYA ?K.1 10.0 -345 + + n 2Yt1t) -13A 11.4 I_._+ -41.11 13A •43.4 16.7 -5%6.4 g - 3 to 101) •32.3 10.0 -361 IOA 45A 1011 .50.1 101) -550 105 -65A 11.4 -71A 12A -76.8 14.3 •89.0 15.4 -95.5 165 1022 21.1 -1313 3 20 10.0 .272 1011 -30.5 till) -37.6 10,0 •415 111.0 455 lot) -542 11/,7 -5SS Ilb •63.6 11,4 -71.S 14,4 -7').1 1K4 •84,7 19.S •1083 3 SO 101) •19,7 111.0 -22A 10A •273 lot) •30.1 10.0 •33.1 ILIA -39.3 lilt) •41IJ 1U.6 •462 12..1 •55.3 11.1 '57A 14.1 .6L5 13.1 .79.9 3 10 1011 .14.1 10.0 •158 1 10.0 -195 101) •215 Io.O •23,6 io.0 •28,1 tut) :105 lot) •33,0 IIA •38.2 112 4111 13.0 •41.9 16.7 .56A 1 Ill IOt) -11.9 IDA -133 IDA -165 11.4 -182 12.5 -19.9 14.9 -23,7 162 -25.7 173 •27.8 20.3 -32.3 318 34.6 33.3 .37.11 iMAI -17,6 1 2O lilt) •I1.6 1U,U -110 0011 460 III,; •17.6 IIA -19.4 13.6 •23.0 148 25it Ibl) -2711 INS :31:1 199 •31.7 21,3 -36J) 271 -46.3 m I 51) IUI) .11.1 [(It) -123 1111) -15.4 Ill.[) •17.11 IU11 •18.6 11.9 •221 129 �24A 119 •26.0 16.1 -VL2 17.3 -32,4 IK5 •14.6 23.8 -445 I I(N) -lilt) 4II.8 fill) -12.1 1011 •149 1011 •165 IUM •IN,I 101 •21.5 11A •13.3 12A •252 14.3 •293, 15.4 31A 16.5 -11,6 21.1 •432 p 2 III lot) •25.1 HIM .282 10A -348 11.4 •383 125 -42,1 14.9 -50.1 16.2 -5;_1 175 •511,7 2113 68.1 21.8 43,1 23,3 •782 lot) -fUU5 ± 20 101) -22.8 I11A -25.6 lilt) •11.5 IDA -34.8 11.4 •382 13.6 45.4 14S 49,1 1611 •131 18.5 •61.8 19.9 -66.1 211 •7IA 27.3 .912 Ra 2 So 101) •19.7 10.11 .22.1 lot) •27.3 111.11 -30.1 10t1 •331) 11.9 -393 123 -42.7 139 -46.1 16.1 •53.5 17.3 -57.4 185 -61.4 23.8 -78.9 A _ 1ot) 101) -17A IUit -195 1011 24.1 Intl -266 10.0 •29.1 10.5 •34,7 11A .17,6 12A •4t1.7 1.13 •472 15.4 -50.6 16.5 •542 21.1 -69.6 .1 Ill lilt) •25.1 100 -282 IIIA •3.1,8 IIA •1N-1 12.5 •42.1 14!1 •Sll.l 162 -543 173 ..K7 211.3 •68,1 21.8 •73.1 231 •7112 301) .lUtYS (l: 3 2, loll •22S 111.0 -25A 10.0 .1).S IDA •34.8 IIA •3%2 13.6 45A 14% -49.1 1611 •51• 193 -(,1.9 19.9 -66.1 21.3 •7111 271 -912 1 50 10.0 •19.7 10.0 -22.1 101) •271 lilt) •311.1 MA •3.1.11 11.9 -391 129 •42.7 13,9 •46.1 16.1 •5.3.5 173 -57A I11.5 •61A 238 •78.9 81 IIYA -17.4 113.0 -195 fill) .24.1 lot) 26.6 10.11 _9.1 10-1 44.7 11.4 •17.6 12A -40.7 14.3 472 15.4 -50.6 165 .542 ZIA .69.6 1 to 119 -1311 111 -14.6 165 -1N11 18.2 •198 19!) •21.R 2.1.7 •251) 25.7 •28.t 278 •311A 123 .35.3 34.6 -37.8 37.0 •405 47.6 -52t) I 20 11,6 -121 11.0 -138 Wit -17.1 17.6 •INS 19.4 •20.7 211Y •24,6 2'11 •26.7 27D •10) 31.4 •33,5 31.7 •35,9 3611 -38A 463 •491 yu5 I Sfl 11.1 -111 111 -12A 15A -15A 17.11 •17.1 18.6 •19.2 22.2 -22A 24.1 •24A 26l) •2(1.N 1412 •31.1 32.4 -33.3 1 34,6 •35.7 445 -458 IINI 10,11 •10A 12,1 42A MY -149 165 •I6.5 19.1 •I81 21.5 •215 23.3 -211 252 ?5.2 29.3 •24.1 N 33,6 •13.6 332 -t32 17 - IU IIA -152 13-1 -1731 Ih5 .2111 182 •23.2 199 •255 3,1,7 •1143 25,7 .129 27.8 •$1r 32.3 •412 3l0 •47.3 47.6 .6R8 2 20 11.6 .145 1311 .161 16A -+_0,Y 17A •222 WA •241 21.0 •29.0 2531 -.11A !71) -3;11 11-4 -39.4 36t1 -451 461 -58.1 50 1I.1 .1.13 I25 .151 15A -INA 17.0 •20,K 18.6 -+_29 222 •27.2 ±4.1 -295 26t) -32t) 10.2 -31,1 34.6 42.5 443 .54,6 W AIIBY I08' •11.0 1.'A •14.6 149 -I8,1) 165 •f9,% I8.1 •21,% 21.5 •259 23,1 -28,1 252 -3oA 29,1 -351 33.6 •401 43.2 .52.0 10 119 •152 111 -17A Nis -21-1) 182 •232 19N •255 +_3.7 •10„1 25,7 32") 27,8- .33.6 11.3 •412 37.0 •471 47,6 •6U8 3 20 11.6 •145 1311 -16?1 16.0 -'_0.1 17.6 •22 2 P)A •24.3 21.0 •39,11 25.11 -31.4 27.0 :1411 %1.4 -19A 33. •423 36.0 •45.3 46.3 Z 3 50 11.1 -13.7 l25 -16.1 15,4 -189 IZ0 •20,8 INA -22.9 ++2 _72 24.1 29S 2611 -32A 102 •37.1 32A -39.8 34.6 •42.5 445 -54.6 '�. 3 IW 10.8 •131) 12A .14.6 M9 •1%.0 161 .198 18.1 -21S 215 •25.9 231 -28.1 252 -30.4 29.1 •35.3 31A -37,8 33.6 405 432 .52.0 Q 4 10 13.f) •14,1 t4.6 -YS.N 1K.{t •195 I9,K •21.5 21,8 •23,6 ±5,9 •28,1 28.) •105 :W,4 -3157 1g,3 .182 17,8 •41.0 405 •43,9 52.0 •56,4 a 4 ±IY 12.4 •13-1 13N -153 171 .18.7 iK!) •211.6 20.9 .22.1. 14.7 •26.9 268 •N2 2911 -11t) 11.7 .16.1 16.1 •39.1 38.7 •42.1-. 49.6 -54.1 O 4 50 11.6 .12.7 130 .14-1 16A .17.6 17.8 -19A 195 ?11 232 25.4 251 •275 272 •29.K 31.6 -14,6 339 -37.1 36.2 -19.7 46.6 -51A 4 too 11.1 -121 12.4 -13.6 151 -16S 169 •I83 INS 20.4 22.11 .242 23.9 •261 25.9 =BA 10L0 •11.11 122 •35,; 34.1 •37.8 442 48.6 m lillz 3 5 10 131) •17A 14A •195 11 18.0 •24.1 19.K •26.6 21.K .9.1 25N •14,7 28.1 •37.6 3UA -40.7 151 .472 37,8 •5U.6 40,5 •54.2 52.0 •646 5 20 12A •11.2 139 -182 172 •225 IKA •24.8 208 •27.2 24.7 •32.4 261 -35.1 294) •.i%U ,t3.7 •44.0 16.1 472 38.7 •505 49b •60 � 5 50 11.6 •14.7 131t •165 16.1 QLL3 17S -!14 19.5 -24,6 23.2 •29.3 2.5,2 -31,$ 27,1 •143 %1.1, .wx 11.9 •42J .16.2 •45.7 46.6 -58.7 D- 5 To-o 11.1 -135 12,4 -I5.! 1 151 .19.7 169 -20.6 IN.5 •32.6 2211 •26.9 23.9 •2172 2.59 -111, Still -A i 16.7 ,122 .39-1 14A .42.1 44.2 •54•1 r For Sh 1 foot=304.8 mm,1 mile per hour=0.44 mis,r degree=0.01745 rad. p ba.For effective areas between those given above,the load is permitted to he interpolilled;Otherwise.use the load associated with the;lolcer e)rectiec area. vi 't L7 m z R - .. 63-35 rzIF ors f .. - - -- ------ - • - - --- --1-�- `- Via_ ,� . .� �.�r�'P. � . �'o_ �� - - -_ ..._ .-.. � op •l;r= 5.t�. �m tf-- Orl. — �..- - 1� Timber Column Design Design Assumptions: Species-SPF no 2 nelma Member Size- 2 x 4 Fc= 1000 psi C= 0.8 d= 3.5 E = 1100 ksi Ke= 1.0 w= 1.5 CC= 1.15 Kam= 0.3 CF= 1.00 Max Col. Ht. = 14.58 ft. Ljd a 50 Fc = 1150.00 psi Axial Capacity(pounds) Column La 2 x 4 (2) (3} (4) (5) CP (fL) 2x4 2x4 2x4 2x4 1 5987 7184 10776 14368 17960 0.99 2 5819 6983 10475 13966 17458 0.96 3 5485 6582 9873 13164 16455 0.91 4 4914 5897 8845 11793 14741 0.81 5 4122 4946 7419 9892 12365 0.68 6 3299 3959 5938 7918 9891 0.55 7 2610 3132 4698 6265 7831 0.43 8 2083 2500 3750 5000 6250 0.35 9 1688 2026 3039 4052 5065 0.28 ` 10 1391 1669 2503 3337 4172 0.23 b 11 1163 1395 2093 2790 3488 0.19 12 985 1182 1773 2364 2955 0.16 13 845 1014 1520 2027 2534 0.14 14 732 878 1317 1756 2195 0.12 15 640 768 1152 1536 1920 0.11 16 564 677 1015 1354 1692 0.09 17 501 601 902 1202 1503 0.08 18 448 537 806 1075 1343 0.07 19 403 483 725 966 1208 0.07 20 364 437 655 873 1091 0.06 21 330 396 595 793 991 0.05 22 301 362 542 723 904 0.05 Ki=0.6 for built up columns,must be nailed in accordance w/NOS 1991 15.3.3 Areal Capacities based on strong ards with weak axis of member continuously braced. 7. Timber Column Design Design Assumptions: Species- SPIF no 2 nelma Member Size- 2 x 6 Fc= 1000 psi C= 0.8 d = 5.5 E = 1100 ksi Ke= 1.0 W= 1.5 CD= 1.15 KcE= 0.3 CF= 1.00 Max Col. Ht. = 22.92 ft. LaId<60 Fc = 1150.00 psi Axial Capacity(pounds} Column Le 2 x 6 (2) (3) (4) (6) CP OIL) 2x6 2x6 2x6 2x6 I -1 9456 11347 17020 22694 28367 1.00 2 9356 11228 16842 22456 28069 0.99 3 9178 11013 16520 22026 27533 0.97 4 8898 10677 16016 21355 26693 0.94 5 8487 10184 15276 20368 25460 0.89 6 7915 9499 14248 18997 23746 0.83 7 7186 8623 12934 17245 21557 0.76 8 6356 7627 11441 15254 19068 0.67 9 -5522-1 6627 9940 13254 16567 0.58 10 4760 5712 8569 11425 14281 0.50 11 4102 4922 7383 9844 12305 0.43 12 3548 4257 6386 8515 10643 0.37 13 3086 3704 5556 7408 9259 0.33 14 2703 3243 4865 6486 8108 0.28 15 2382 2859 4288 5717 7146 0.25 16 2113 2536 3803 5071 6339 0.22 17 1885 2263 3394 4525 5656 0.20 18 1692 2030 3045 4060 5075 0.18 19 1526 1831 2746 3662 4577 0.16 20 1383 1659 2489 3318 4148 0.15 21 1258 1510 2265 3020 3775 0.13 22 1150 _ L 1380 2070 2760 3460 0.12 N=0.6 far built-up columns,must be nailed in accordance w/NDS 1991 I5A3 Axial Capacities based on strong was with we*a)ds of nvmtw continuously braced. T:LILVe, ArJ Tdar3 ..l�i� 3CY o. S_ rsc�•c� .D�S.i ....G�T. �_ - - - - - -- - - M«.. ... GPcr: S .g5l1: JA rA.4{'.a V$l�. ..�...r...._...U�G.....• ._.t V�k�.r.!;� f 4. �_. .. tires L •Z Z Z za d fijz�r4N 02��i: i�f� ,�..-�s�—��.71�.L�t�r �'. ,�.� � -- `��•3�~ �., Ted Prime Date and Time: 9/5/0312:30:36 PM MCE Parameters-Conterminous 48 States Zip Code- 12804 Central Latitude = 43.349572 Central Longitude =-073.677666 Data are based on the 0.10 deg grid set Period SA (sec) Mg) 0.2 034.2 Map Value, Soil Factor of 1.0 1.0 010.1 Map Value, Soil Factor of 1.0 MCE Parameters x Specified Soil Factors 0.2 052.3 Soil Factor of 1.53 �5 1.0 024.2 Soil Factor of 2.40 ICa• TAP d Jig~�Tr`�! gb�. t.i'' . �'t#"�c,(��r..`'n•�— .-.w�tu_�-_. t��•51c��_.Goll�ttNS 7D_. ���-------_ - - -Ar - - -- - - IS n1C` 1'S tt 5 �2��Go,,,,n, Ni�j � .. - 7sor�`a(z ` a► YJuv�.. �-���-- � .�rn..��,. Pad • _�. �-_ . _.. . . . 33z Ft Mta,,� 0641.� Lbw ftL�VH,,Do. ii"cnlYn 'F r�� •i^ fC� 1kNUhaR- iat� cA.. .10 - - _ . . .. ._n _.r__, .._.. .a-- -- -----• -�- - '-� - ' -- --• • -- TAP Fr, 7i up vIFT-- 7`t�' T NAi G� -- ' rr P Timber Column Design Design Assumptions: Species-SPF no 2 nelma Member Size- 2 x 4 F,= 1000 psi C= 0.8 d = 3.5 E= 1100 ksi Ike= 1.0 W= 1.5 CD= 1.60 w tit Q KcE= 0.3 CF= 1-00 Max Col. Ht. = 14.58 ft. Leld <60 Fc = 1600.00 psi - Axial Capacity(pounds) Column L, 2 x 4 (2) (3) ;(4) (5) Cp OL) 2x4 2x4 2x4 2x4 1 8301 9961 14942 19922 24903 0.99 2 7961 9653 14330 19107 23883 0.96 3 7249 8698 13048 17397 21746 0.86 4 6064 7276 10915 14553 18191 0.72 5 4701 5641 8461 11282 14102 0.56 6 3567 4281 6421 8562 10702 0.42 7 2742 3290 4936 6581 8226 0.33 8 2154 2585 3878 5170 6463 0.26 9 1730 2076 3114 4152 5189 0.21 10 1416 1700 2549 3399 4249 0.17 11 1180 1415 2123 2831 3539 0.14 12 997 1196 1794 2392 2990 0.12 13 853 1023 1535 2047 2658 0.10 14 738 885 1328 1771 2213 0.09 15 644 773 1160 1546 1933 0.08 16 567 681 1021 1362 1702 0.07 17' 504 604 906 1209 1511 0.06 18 450 540 810 1080 1349 0.05 19 404 485 728 970 1213 0.05 20 365 438 657 876 1095 0.04 21 331 398 597 796 994 0.04 22 302 363 544 725 907 0.04 0.6 for built-up columns,must be nailed In accordance w/NDS 199115.3.3 Axial Capacities based on strong axis with weak axis of member continuously braced. Co? ..Cc"q, Coal _.... . . _ �_ _'.... �.. ..r�..'_� x..q._._� 671 C 19 9.1 SMr2Ar . uw_�_t?��►�.tJ-`�"...�. �.�ra b+�.t r•�.C-� ��fl`v �v2 4�a- R _ 63-�s� 6N /U t�c.-cJ -• �.�f�"`� 4 �4�1.��n!'� "5/v c:��...J -_= '�rp ��7E?� _ - Tre ---- ••---_ -- - „- - --Wit- -- - ; . T PLFZpljf"w1ND> oa •L 5.L• - �P - -- - : o-!� -- ����-ro,�� 1(•9 is �1z UP Design Loads (per Section 1603) Suttons MarketPlace Furniture Store Addition Queensbury New York Floor Live Load 100 psf Roof Snow Load: Ground Snow Load 70 psf Flat-roof Snow Load 50 psf Exposure factor Ce 1.0 Importance factor I (snow) 1.0 Thermal Factor Ct 1.0 Wind Load: Basic Wind Speed 90 mph Importance Factor I (wind) 1.0 Wind Exposure B Component and Cladding (10 sf) 20 psf 30 psf(at overhang) Seismic Load: Seismic Use Group I S (ds) 0.35 S (di) 0.24 Seismic Force Resisting System-Bearing Wall System: Light Frame Walls w/Shear Panels Design Base Shear 3 Kips. Analysis Procedure Simplified Analysis: Sect. 1617.5 ho —------------ REVISION BY DATE U) 4-J .2E < C) E U 4-1 Q) V) 4-J n ill :J C) Q ODZ < u < c Z Z T-- z :D LD # Cd :�j OZ < 1 0 6.6 , 0 C) < '0 10 0z 11 g- 0 a-- < < z < < w < I - u 0z m 10 0 i (L C) Z 0) 01 co 0, < < 0 r- 0 Z < >z U I < < q I 1 7 < 0 cz C� �i -0 4 1 @ 0 cc # v o (!) 0 C;6 .92 CL cn 0 0� U- 4-1 X fu ui 0.0 0 �0 4� ::3 (3) C: 4+ w 0 z U) < (3) 0 fu V) z V)0.6 'o a) < u z <0 z le LO (a z 4� 0 oz C) 0- ML)o < 2 i� >ce �Q tD < ",3 <1 z (D CY < ID Z <a ,T)cD 00 0 (L <,n z z zJOm < �C) < 0z Z:� > n Q �n < 1) no < 0 Ay < �ktpflEm z'24 lz ID 0'9 41, wW 0 x < Lo co, z-d) 0 OL <� oo Fz , �p IV T —----- 0040 f' 0<6< ---- .....- a 0 z + ��R; a �,P- <> Z6 -,ol- 5; z *0 02 Cc) T om z,) zooms 2 < a OE O N z cl, m C) z u - DATE: 7-31-2003/ 'Dow < D� 0 O zn Z) w Z �)- E- x DWG.4 C'F, z ID < (D (b n< �ID o < 6z, Z, I z 0 a) amp z A01 E 0- '). <C),C)25� - < 'c C, MAINTAIN 1" CLEARANCE A r- (2)2X6 W/ HD2A HOLD DOWN. BLOCK AN NAIL ALL PLYWOOD EDGES AS PER TYP. NAILING. SEE NOTE 3 EXISTING ON DRWG. A2 STORAGE STRUCTURE leg 4 o z 1 w I 3 —) m3` gm� � c°5Ez N W Z gaN I N M N CONCEALED COUNTER FLASHING 300# ASPHALT SHINGLE ROOF - ALUM. DRIP EDGE 1X6 CEDAR ON 1X10 CEDAR FASCIA AWNING WINDOWS 5/4 X 6 CEDAR TRIM 6" EXPOSURE CEDAR BEVEL SIDING 5/4 X 12 CEDAR TRIM----- M 0 CD co 0 W C3 0 z 0 0 u U W 0 0 IY a i PLAN SHOWS PROPOSED LAYOUT FOR SPRINKLER HEADS. FINAL LAYOUT TO BE SUBMITTED TO FIRE MARSHALL FOR APPROVAL BEFORE INSTALLATION. • PROPOSED SPRINKLER HEAD 2 • GENERAL OFFICE Tm • 2-2X12 HDR 4 17 1 -2 W 0 4 A2 0 w c 23'-0" 12'-6" 1 FLOOR PLAN i SCALE: 1 /4=1'—O" 20"X30" CLEAR ACCESS — HATCH —LOUVERED COVER W/ INSECT SCREEN 12 5 • N I 1) r- n u 3-2X12 HDR 03 3529 -3 13'- M ^n • OFFICE • �f► • - �I► CLOSE UP EXISTING DOOR OPENING. PROVIDE NEW SURFACES TO MATCH EXISTING (NEW ANS EXISTING) 150 AMP SUB PANEL BACKFEED FROM EXISTING ELECTRICAL SERVICE EMERGENCY LIGHT W/ BATTERY PACK 12'-6" y IEXIT LIGHT CANOPY ROOF ABOVE ------ --, ; T MAINTAIN 1" CLEARANCE - - - - I SLOPE GRADE UP TO EDGE OF I. CONCRETE SLAB. 101 dI I I O 4- THK. CONCRETE SLAB bi i i_I Wf 6X6 to/to WWF • • i I � 8 POURED CONCRETE FOUNDATION I WALL ON 16" WIDE X 8• THK. CONC. FOOTING ------- -J i 6X6 CEDAR COLUMN (2)2X6 W/ HD2A HOD - 2-2X8 HDR SLOPE GRADE UP TO EDGE OF DON DOCONCRETE SLAB. 4)-4" NAIL PLYWD. W/ 8d'S SPACED 4" CC AT EDGES. BLOCK ALL EDGES SHEAR PANEL AND NAIL W/ 8d'S SPACED 12"CC D 202WN W/ HD2A HOLD IN FIELD (CENTER) OF THIS PANEL O STEMS OFFICE • 3�- Ll qp 2-2X12 HDR 417 1 -2 t 4 A2 A2 6'-0" ----------------------- OUTLINE OF CRICKET ROOF BEY I LINE OF METAL BUILDING SLOPE GRADE TO SLAB CAD 1.5/12 SLOPE_ LINE OF CONCRETE FOUNDATION AND FOOTING I i 20'-0" r� NEW ADDITION -------------- �---------------------------------------------------------j NORTH ELEVATION SCALE: 1 /4=1'-O" ,I � i I / I ----- ----- --------- --------------- —----------- ' ----I------ ---- ---- ---------------------------------- EXIST. CEILING —i- COUNTER FLASHING I I o I 6 I M ( 1 � OUTLINE OF EXISTING FRAME BUILDING I OUTLINE OF 3 HOUR FIRE WALL BEYOND I i CANOPY EXIST. T.O. FLOOR —MATCH ROOF DfiTAILING --SIDING ON PLYWOOD I EXIST. CEILING --6X6 CEDAR COLS I -� 2 � I o I � I —3'-0"X7'-O" ; o MANDOOR I /--CONCRETE SLAB; CONC. FOUNDATION �& FOOTING I ! r-EXIST. T.O. FLOOR EXISTING STRUCTURE WINDOWS SHOWN ARE PELLA PROLINE � I = o 3 N �Wo r N A2 g<lg N on Z6 w9< CA o M �P w�Z Cp I vjaw NdTICE LEVER HANDLES REQUIRED ON ALL PASSAGE DOORS WHETHER INTERIOR OR EXTERIOR DOORS NOCE KRAFT PAPER RISULATION MUST BE COVERED BY NON-COMBUSTIBLE BAr?r" --OUTLINE OF EXISTING FRAME BUILDING -EXIST. CEILING COUNTER FLASHING XIST. T.O. FLOOR NOTICE FOAM INSULATION DUST BE C°!' BY A 15 MINUTE THERMA 20"X30" CLEAR ACCESS HATCH -LOUVERED COVER W/ INSECT SCREEN 12 5 — 77EX17 --. CEILING sLLE ST. T.O. FLOOR TOWN COIF QUEEENIS URY BUILDING & C PT, REVIEWED BY _ DATE xh FTE COPY s� Yw f E3ii F.1iti ��rl ll7l rti, M�k�S are In full r s ,;,s jJ din Codes 300# ASPHALT SHINGLE ROOF ALUM. DRIP EDGE 1X6 CEDAR ON �-1 X10 CEDAR FASCIA 5/4 X 6 CEDAR TRIM "EXPOSURE CEDAR BEVEL SIDING ----5/4 X 12 CEDAR TRIM EXISTING STRUCTURE �'_�LINE OF CONCRETE FOUNDATION -\ AND FOOTING I 20'-0" NEW ADDITION Lt L---------------------------- --------------------------� SOUTH ELEVATION 4 SCALE: 1 /4=1'-0" WINDOWS SHOWN ARE PELLA PROLINE Elm -Ow. • ■I!1■�I■■■■■■■■■!�.:ii■■■�■�■■1■�!■■■■�■�■�1■�!■■■■■■�■�1��!■■■■■■■�■1■�!■■!■■■■■�1��1■■■■■■■■■1��!■�■■■■!■■1■�1�■�11■■■■■1■��■1►1■rrir■1■r::it1■■\�irr1■riirilr■ir�il�r�■■!■r■�r■1■��r■irtirriilr�i■��ir•�irlrri�Mr�ii�ir�ri�ir�iiY�rr�r�Yrl.i W ir�+.rr�rrrr���rrrrrrr.i+r.rr.�-��.-.�. - NOON NOON BFJE lmigm ■o3 NOON NOON son ■ ■o■■ ■NNE Boom ■■■ ■�!■ ■■■ ■©oo moo ■oo oe©■ .. = • NOON NOON ..■L■ ----- NONE ■■■■ NOON NOON - ■■■■ soon NONE 'soon NOON • •- • ■■VI■ ONE NONE NOON Boom NONE ■■E■ NOON NONE ■II ■■ i .. - • • • • i Ln Ln L_ DD � c W _I 00 ++ 0 'o LZ4 0 U) O 4-) - U o o Q Q:� U a, _0 L- o C) Ln • i o v p o� Cam•, Z z a �a o� 0 PLAN& ELEVATIONS DETAILS DALE 9803 WEATHERSHIELD UNDERLAYMENT- 2'-0' INSIDE HEATED SPACE 300# LAMINATED SHINGLES ON-- 15# FELT PAPER 5/8" CDX PLYWOOD SHEATHING- 12" BATT INSULATION R38----__, 1 /2" GYP. BD. PREFABRICATED WOOD ROOF TRU 12" HEEL HEIGHT ON TRUSS--\ ALUM ROOF EDGE- 1X6 CEDAR ON 1 X10 CEDAR FASCIA 2X10 SUB FASCIA- 1/2" CEDAR PLYWOOD — SOFFIT W/ CONT. ALUM SOFFIT VENT 2X4 ® 16" O.0 FRAMING 1X6 CEDAR TRIM- 6" EXPOS. CEDAR BEVEL SIDING TYVEC WRAP 1 /2" CDX PLYWOOD SHEATHING 2X6 ® 16" O.C. 5 1/2" BATT INSULATION (R 19) 5/8' GYPSUM BOARD P.T. 2X6 SILL 1/2" ANCHOR BOLTS 0 48" O.C. APPROX. GRADE---�, SLOPE AWAY FROM STRUCTURE 6" IN 10 FEET 8" THK. POURED CONCRETE FOUNDATION 2" RIGID INSULATION-R8 POROUS BACKFILL POURED CONCRETE FOOTING- W/ 3 # 4 REBAR CONTINUOUS UNDISTURBED SOIL---,_ 5 12 2'-0" x 0 I 2'-O" 300# LAMINATED SHINGLES ON- 15# FELT PAPER 5/8" CDX PLYWOOD SHEATHING PREFABRICATED WOOD ROOF TRUSS W/ LATERAL BRACING AS REQUIRED BY TRUSS FABRICATOR 2X6 DIAGONAL BRACE 045 DEGREE ANGLE - FROM TOP OF CORD AT EXTERIOR WALL TO TOP OF WALL PLATE. NAIL TO EA. TRUSS W/ (3) 16D NAILS. (1) BRACE AT EACH END OF ADDITION PROVIDE LOWER CORD BRACING FOR TRUSSES. PROVIDE END WALL ANGLE (STRONGBACK) BRACE EACH END 1 /2" GYP. BD. 2-2X6 TOP PLATE (4) 16 d NAILS TYP. EACH TRUSS PLYWD SHEATH'G TO LAP TRUSS MEMBERS 6" MIN. WOOD BASE TRIM 5/4 X 4 P.T. NAILER 4" CONCRETE SLAB W/ 6X6 10/10 WWF 6" COMPACTED POROUS FILL COMPACTED BACKFILL CARPET ON PAD EXTERIOR BEARING WALL SCALE: 3/4"=1'-O" FLASH IN NEW ROOF TO EXISTING - REMOVE 4 COURSES OF SHINGLES AND RESHINGLE INTO NEW ROOF EXTEND TOP 2X6 MIN. CORD OF TRUSS FIELD CUT TO FIT EXIST. ROOF-i 2X4 ® 16" O.C. STUD WALL 5/8" GYP. BD. EXISTING EXTERIOR WALL REMOVE SIDING AND FELT PAPEF MAINTAIN INSULATI 2X4 0 16" O.C. STUD WALL- 5/8- GYP. BD. 6d MIN. WALLBOARD NAILS 07" O.C. MAX. 1" GAP TYP. NEW ADDITION ® EXIST. CONST. WOOD BASE TRIM CARPET ON PAD POURED CONCRETE HAUNCH W/ 3#4 REBAR CONT. 4" CONCRETE SLAB W/ 6X6 10/10 WWF-I 0 6" COMPACTED POROUS AW COMPACTED BACKFI* EXISTING FOUNDATION & I 0 12 5I LI�IJ 111\V 1\VVI V II�Vv 1 VI�V 7—REMOVE SHINGLES AT AREA OF NEW ROOF. MAINTAIN INSULATION) WOOD TRUSS 0 16" O.C. 2X10 ® 16" O.C. OUTRIG SEE NOTES SECTION 1-7 -CUT BACK EXISTING ROOF EAVE TO ALLOW PLACEMENT OF TRUSS 2X4016" STUD WALL - SEE NOTES SECTION 1 (4) 16 d NAILS TYP. EACH TRUSS 2X4 BLOCKING----- — — ---- — --- — 2-2X6 TOP PLATE- 2-2X12 HDR W/ 2" RIGID INSULATION FILLER 1 X6 CEDAR TRIM--`,-`y P.T. 2X4 ILL 0.177 DIA. P.A.F. 0 16" O.C. INTERIOR BEARING WALL SCALE: 3/4"=1'-O" 3529 CLAD AWNING PELLA PROLINE 2-2X6 SILL- 1 X6 CEDAR TRI SEE NOTES SECTION SLOPE AWAY FROM STRUCTURE 6" IN 10 FEET SEE NOTES SECTION 1 x u SEE NOTES SECTION 1 WOOD WINDOW TRIM 5/4 JAMB EXTENDERS 5/4 WOOD SILL WOOD WINDOW TRIM NOTES SECTION 1 SEE NOTES SECTION 1 :Illle ii 11:1111 111= 1i:1111 1� II=1 :lilt: HE =1111: 11=1111 it I= II=1 =1111: END WALL Ca) WINDOW SCALE: 3/4"=1'-O" 12 5� SEE NOTES SECTION 1 1 X8 CEDAR TRIM 4171 CLAD DOUBLE HUNG PELLA PROLINE 2-2X6 SILL- 1X6 CEDAR TRI SEE NOTES SECTION 1 SLOPE AWAY FROM STRUCTURE 6" IN 10 FEET SEE NOTES SECTION EXTERIOR BEARING WALL@WINDOW SCALE: 3/4"=1'-0" ALUM. TOP FLASHING ALUM. BASE FLASHING FLASH IN NEW ROOF TO EXISTING AS SHOWN EXTEND TOP 2X6 MIN. CORD OF TRUSS FIELD CUT TO FIT EXIST. ROOF 12 5 NAIL HERE REMOVE 4 COURSES OF SHINGLES AND RESHINGLE INTO NEW ROOF 000 `-NAIL HERE DO NOT NAIL / MAINTAIN 1" GAP �---- EXISTING ROOF STRUCTURE �REMOVE SHINGLES AT AREA OF NEW ROOF. MAINTAIN INSULATION NEW ROOF @EXISTING STRUCTURE SCALE: 1 1/2"=1'-O" SEE PLAN FOR 2- 2X6 SHEAR WALL COLUMN EXISTING SIDING' HOLD BACK 1" ALUM. FLASHING- NAIL AT EXIST. WALL ONLY NEW SIDING- HOLD BACK 1" EXTERIOR WALL@EXISTING SCALE: 1 1 /2"=1'-O" EXISTING WOOD FRAME WALL REMOVE SIDING AT NEW ADDITION MAINTAIN 1" GAPS 2X4 ® 16" O.C. NEW STUD BEARING WALL 2X6 ® 16" O.C. NEW STUD EXTERIOR WALL C�� :71C L- I un • i o 0 a�IZ �� Z p � Q C IVA FROM D 0 L 0 Q NOTES WALL SECTIONS DALE 9803 M. raim No, A ^ TRUSS DE5IGNDATA DESIGNLOAIDS PER SECTION 1603 PROJECT HAS BEEN DESIGN TO THE FOLLOWING MINIMUM LOAD CRITERIA 2X6 016" O.C. FIRST FLOOR LIVE LOAD 100 PSF 2X6 016" O.C. STUD WALL < ` STUD WALL 8 PLF (NET UP -WIND) ROOF SNOW LOAD: 5/8" GYPSUM BOAR _ GROUND SNOWLOAD 70 PSF 1 100 PLF (S.L.) FLAT ROOF SNOW LOAD 50 PSF 20 PLF (DL) EXPOSURE FACTDR Ce 1.0 IMPORTANCE ACTOR 1 (SNOW) 1.0 5/8" GYPSUM BOARD THERMAL FACTOR Ct 1.0 (EXECUTIVE WOODSMITH WIND LOAD: MOLDING #CA-2 5/4X6 TRIM TYP. BASIC WIND SPEED 90 MPH OR APPROVED EQUAL) (EXECUTIVE WOODSMITH IMPORTANCE =ACTOR 1 (WIND) 1.0 MOLDING PRE-ENGINEERED WOOD TRUSS WIND EXPOSURE B #CA-2 OR APPROVED EQUAL) ® 2'-0' O.C. COMPONENT AND CLADDING (10 SF} 20 PSF 30 PSF (AT OVERHANG) SEISMIC LOAD: 0.1 SEISMIC USE GROUP 1 SEE WALL SECTIONS 0.35 (DL) SEE WALL SECTIONS FOR STRUCTURE S 0.24 FOR STRUCTURE SEISMIC FORCE RESISTING SYSTEM -BEARING WALL SYSTEM: LIGHT FRAME POPLAR SILL ;' WALLS W/ SHEAR PANELS LINE OF SIDING BELOW DESIGN SHEAR BASE 3 KIPS ROOF SOFFIT (Il ANALYSIS PROCEDURE SIMPLIFIED ANALYSIS: SECT. 1617.5 1X POPU EXTENDI CAULK WINDOW TYP. WINDOW HEAD SCALE: HALF SIZE ix POPU EXTEND' CAULK WINDOW TYP. WNDOWJAMB, SCALE: HALF SIZE POST- SEE PLAN TYP. (2) 2X6- THRU BOLTS PER MANUF. SPECS. WINDOW UNIT 2X4 OR 2X6 016* O.C. ... , i3/4! -•-....... ........... CAULK PERIMETER STUD WALL 5/8" GYPSUM BOAR 1X POPLAR FRAM (EXECUTIVE WOODSMITH _....... ........ EXTENDERS MOLDING #BB-1 SIMPSON HOLDDOWN HD2A OR APPROVED EQUAL) SEE FOUND PLAN FOR LOCATIONS BASE MOLDING ao _ 2X SILL PLATE 5/8" DIA EPDXY ANCHOR BOLT (HILT] HIT HY150 OR EQUIV.) �_ 2X6 P.T. BOTTOM PLATE POPLAR SILL CONCRETE SLAB SEE PLAN FOR SIZE ^ FOUNDATION WALL CARPET ON PAD (EXECUTIVE WOODSMITH MOLDING #CA-2 e v - OR APPROVED EQUAL) a P. v Lu p, 5/4X6 TRIM TYP. y'.i w - a e. FOR STRUCTURE p p - �„ _ ° _ : e p fr .p a .. _ p _ �' -.e - a SEE WALL SECTIONS o . .. Q 5/8' GYPSUM BOARD } . d P p - _ - � 4 STUD WALL 2X6 016" O.C. TYP. WINDOW SILL SCALE: HALF SIZE x Iq WOOD 4 PANEL DOOR AND F TYP. DOORJAMB/HEAD SCALE: HALF SIZE " GYP. BD. 0 16" O.C. D WALL BLE JAMB DS ;CUTIVE WOODSMITH .DING #CA-2 APPROVED EQUAL) BASE DETAIL SCALE: HALF SIZE ;�,HOLDD OWNDETAIL luj SCALE: 1 1 /2"=1'-O" GENERAL NOTES 1 • CONTRACTOR TO OBTAIN AND PAY FOR BUILDING PERMIT. CONTRACTOR TO CONTACT ALL APPLICABLE AGENCIES TO SCHEDULE INSPECTIONS AS REQUIRED. 2. CONTRACTOR TO BUILD PER ARCHITECTS PLANS. DISCREPANCIES OR DEVIATIONS FROM PLANS TO BE IMMEDIATELY BROUGHT TO THE ARCHITECTS ATTENTION BEFORE CONTINUING ANY RELATED WORK. 3. CONTRACTOR TO BID ON ITEMS AS SPECIFIED. WHERE "OR EQUAL" IS STATED, IT IS AT THE OWNERS OPTION TO ACCEPT SUBMITTED ITEM. WHERE ITEM IS SUBMITTED BY CONTRACTOR TO BE CONSIDERED FOR "AS EQUAL", THE CONTRACTOR IS RESPONSIBLE FOR THAT ITEM TO BE COORDINATED WITH OTHER SYSTEMS OR MATERIALS IN THE JOB AT NO COST TO THE OWNER. 4. PLEASE PROVIDE WRITTEN PROPOSAL TO COMPLETE THIS PROJECT AS ILLUSTRATED PER THIS SET OF DRAWING. CONSTRUCTION 1. ALL CONCRETE WORK TO BE 4000 PSI PLANT MIX. REINFORCING BAR TO BE DEFORMED BILLET ASTM A615 STOCK ,SIZE AS INDICATED. 2. ALL FRAMING WOOD MEMBERS TO BE CONSTRUCTION GRADE OR BETTER WITH FIBERSTRESS FB=1200 ALL WOOD MEMBERS IN CONTACT WITH CONCRETE,MASONRY OR MOISTURE TO BE PRESSURE TREATED STOCK. WOOD TRUSS TO BE PRE ENGINEERED TO DESIGN DATA.. 50 PSF LIVE LOAD AND 20 PSF DEAD LOAD= 90 PSF TOTAL LOADING 3. PLYWOOD SHEATHING TO EXTERIOR GRADE GLUE WITH C/D FACE . 5/8" THICK FOR ROOF AND 1/2" THICK FOR SIDE WALL APPLICATION. 8d NAILS 06" O.C. 0 EDGES, 8d NAILS 012' O.C. IN FIELD. ALSO SEE NOTES ON PLANS 4. SIDING TO BE 6' EXPOS. BEVEL PROFILE. HOOD TO BE B+ GRADE RED CEDAR WITH SOUND KNOTS . 5• FASCIAS,RAKES, DECKING AND TRIMBOARDS TO BE B+ GRADE/SOUND KNOT RED CEDAR, SIZE AS SHOWN ON DRAWINGS. 6. WINDOWS TO BE CLAD WOOD UNITS BY "PELLA PROLINE' SIZE AND MODEL AS NOTED. PROVIDE HEAD FLASHING JAMB EXTENDERS,ALUM. SCREENS,OPERATORS ETC. AS REQUIRED FOR PROPER INSTALLATION,COLOR TO BE CHOSEN BY OWNER. 7. ROOF SHINGLES TO BE 3001 ASPHLT LAMINATED.. FINAL TEXTURE AND COLOR SELECTION TO BE PER OWNERS APPROVAL TO BE APPLIED OVER 15# SATURATED FELT PAPER. AT ALL EAVES ,PROVIDE WEATHERSHIELD ROOF EDGE UNDERLAYMENT TO A DISTANCE OF 2'-0" INSIDE LINE OF HEATED SPACE (FROM ROOF EDGE TO LINE OF EXTERIOR WALL PLUS TWO ADDITIONAL FEET UP SLOPE). PROVIDE ALUMINUM VALLEY AND COUNTER FLASHING WHERE REQUIRED. 8. EXTERIOR STAIN TO BE BY OLYMPIC, CABOT, CUPERNOL, OR SICKENS. COLOR TO BE SELECTED BY OWNER/ARCHITECT FROM CONTRACTOR SUBMITTED SAMPLES. 9. FIBER GLASS INSULATION TO BE BY OWENS-CORNING IN THICKNESS AS SHOWN. RIGID INSULATION TO BE CLOSED CELL FOAL R8. 10. GYPSUM BOARD TO BE BY US GYPSUM IN THICKNESS SHOWN. 11. INTERIOR CASING TO BE CLEAR PINE OR POPLAR IN DETAILED PROFILE. CONTRACTOR TO PROVIDE SAMPLES OF STOCK FOR APPROVAL BEFORE COMMENCING WORK. 12• INTERIOR WOOD DOORS TO BE 6 PANEL DOOR BY MORGAN . SUBMIT CATALOGUE FOR OWNERS SELECTION OF MODEL TO BE USED. 13. EXTERIOR ENTRANCE DOOR TO BE BY THE THERMATRUE J 3/4" THICK INSULATED WITH METAL CLADDING SUBMIT MANUF. CATALOGUE FOR OWNERS SELECTION OF DOOR MODEL. 14. INTERIOR DOOR HARDWARE TO BE SOLID BRASS AS SELECTED FROM CATALOGUES BY BALDWIN ,IVES OR APPROVED EQUAL. EXTERIOR DOOR HARDWARE TO BE BY SARGENT, SLAGE OR RUSWIN. TO BE POLISHED BRASS AND OF LIGHT COMMERCIAL DUTY SPECIFICATION. SUBMIT MANUF. CATALOGUES FOR OWNERS SELECTION. 15. CARPET TO BE PURCHASED AND INSTALLED BY OWNER. 16, INTERIOR PAINT TO BE BEST QUALITY BENJAMIN MOORE. PRIMER COAT PLUS 2 COATS SEMIGLOSS. 17. CAULK AT ALL WINDOWS AND DOOR FRAMES TO WOOD TRIM AT EXTERIOR. 18. CONTRACTOR TO SUBMIT SAMPLES OF ALL FINISHES AND MATERIALS FOR OWNER APPROVAL BEFORE COMMENCING WORK. 19. NAIL FRAMING IN ACCORDANCE WITH NYS BUILDING CODE FASTENER SCHEDULE TABLE 2304.9.1 UNLESS MORE STRINGENT REQUIREMENTS ARE SHOWN ON DRAWINGS. ROOM FINISH SCHEDULE oc oR mz ROOM NAME FLOOR BASE WALLS DOORS FRAMES TRIM CEILINGS REMARKS NORTH EAST SOUTH WEST MAT. FIN. MAT, FIN. MAT. FIN. MAT. FIN, MAT. FIN. MAT, FIN. MAT. FIN. MAT, FIN. MAT, FIN. MAT. FIN. HGT, EXTERI❑R - - - - - - I - - - - - - - - - - - - I - - - - 101 C❑RRID❑R CONC CARP WD PT GYP PT GYP PT GYP PT GYP PT WD STAIN WD PT WD PT I GYP PT 9'-0 - 102 GENERAL ❑FFICE C❑NC CARP WD PT GYP PT GYP PT GYP PT GYP PT WD I STAIN WD PT WD PT GYP PT 9'-0 - 103 OFFICE CONCI CARP WD j PT GYP PT GYP PT GYP PT GYP PT WD STAIN WD PT WD PT GYP PT 9'-0 - 104 STEVE'S ❑FFICE C❑NC CARP WD I PT GYP PT GYP PT GYP PT GYP PT WD STAI WD I PT WD PT GYP PT 9'-0 - DOOR SCHEDULE DOORS FRAME SADDLE REMARKS W m TO FROM SIZE Y Z 3a CM mm W 2 am o 2 i� oz NO. NAME NO. NAME W X H 2 4o io 101 - EXTERIOR 101 CORRIDOR 3'-O" X 6'-8" 1 3/8" B HM - HM - - - - ALUM - INSULATED METAL DOOR 102 102 GENERAL OFFICE 101 CORRIDOR 3'-0" X 6'-8" 1 3/8" A WD - WD - - - - - - - 103 103 OFFICE 101 CORRIDOR 3'-0" X 6'-8" 1 3/8" A WD - WD - - - - - - - 104 104 STEVE'S OFFICE 101 CORRIDOR 3'-0" X 6'-80' 1 3/8" A WD - WD - - - - - - - E101 E101 EXIST. STRUCTURE 101 CORRIDOR 3'-O" X 6'-8" 1 3/8" 1 A WD - WD - - - - - - - i 00 c0 L � 0- D_ T 0 .o -v c 0 4-) , U v o - o 0ICU -0 o L0 SCHEDULES DETAILS DATE 9/8 03 DWG. NO. fA J08 NO. `J—*\\