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Home My WebLink AboutB07-0013 Plans2Nil ICJ Z)14C--CA Vc--CA- VY UVVI K,-1 !101 BED 2 106 SOUTH WALL T 01 21 31 4' SCALE: 1/2" = P-0" 6 "x6" rough cut heavy timber column wood valance GNG" rough cut heavy timber column painted gyp. board wall Surface towel bar Gil wood plank wall finish w/ diamond Score and nail pattern, alliqn planks with hor. tile joints 1 'IVA" kA1r)nA I`)_- o 4-.% U 41 (n cat 0 U BEDR of 4"x6" rough cut heavy timber column wood light valance owner provided decorative trim wood valance -1 wood valance wl — mirror wa5hinq licift mirrored mea cab with wood frame — aaJU5tabIC lit Make-up mirror — T 12G half 5 round the trim 11 T 1 2E 4 "x4" diamond pattern the Lnju I wood 5helve5, (x3) 2 I -1 wood countertop 2 (3) drawers, flush front apron front hewn umbers continue around bed for fabric canopy mounts panels attached to beams with gathered fabric on back walls- by owner robe hooks (x2), 5'-6 a.f.f. each bed corner random width wood planking on walls G"xG" rough wood valence T 1 2B 811x8" diamond pattern the wl T 12E cut heavy 1 1 511 framele55 gla55 Shower door timber column painted gyp. board 1-7flix 1 -4" button tiles and T 12D 1 .5 56MI finish circular border tIIC5 T 12A GNG" field tile handheld shower head with adjustable rod holder . ......... Gil wood plank wall finl5h wl 1 I I deep, wood diamond scare and nail • BEDR of 4"x6" rough cut heavy timber column wood light valance owner provided decorative trim wood valance -1 wood valance wl — mirror wa5hinq licift mirrored mea cab with wood frame — aaJU5tabIC lit Make-up mirror — T 12G half 5 round the trim 11 T 1 2E 4 "x4" diamond pattern the Lnju I wood 5helve5, (x3) 2 I -1 wood countertop 2 (3) drawers, flush front apron front hewn umbers continue around bed for fabric canopy mounts panels attached to beams with gathered fabric on back walls- by owner robe hooks (x2), 5'-6 a.f.f. each bed corner random width wood planking on walls G"xG" rough wood valence T 1 2B 811x8" diamond pattern the wl T 12E cut heavy 1 1 511 framele55 gla55 Shower door timber column painted gyp. board 1-7flix 1 -4" button tiles and T 12D 1 .5 56MI finish circular border tIIC5 T 12A GNG" field tile handheld shower head with adjustable rod holder I N4` wood base trim queen Sized bed- by owner 30"w framcle55 wood plank door, match wall finl5h and allignment M, Frc /N pebble stone tile I N4" wood ba5e, trim steam head, Gil a..f.f. 2h" x 3w" 5011d stone Shower curb A A Bz_1`.VLHROOM 110 WES' WALL OOM 1 111 SOUTH WALL B_LA"`__LrHROOM 110 N /W WALL T T T T- 8 7 T T T O` 31 L -0" 21 31 4' SCALE: 1/2" 1 1-0" 21 4' 5CALE: 1/2" P-011 01 21 31 4' 5CALF: 112" 1' Gil wood plank wall finl5h wl diamond T12D 1 -5" T 125 8 °x8" diamond pattern the wl T 12E I- 4"x 1 -411 towel bar wood valance above half round _511 score and nail pattern, align lanky with border tile button t I I I IC5 and T 12D 1 5 5CMI circular border tile5 hor. tile joints T 12A 6 "x6" field the I wood countertop i � 31 F T 11 GNG" rough cut heavy timber column framcic55 gla55 Shower door GNG" rough cut heavy A N 1 1/1 7_1 7N PTI 'I. I -Gil T 12A 6 "'x611 field the T 12C run vertically Shampoo niche with Stone slab Shelves 51 T 12D _5' half round border the 4 311 5011ri Stone slab W/ eased edge T5 pebble the heated bench 2 T 17 pebble stone the heated bench I wood 2h"x3w" Solid Stone 2 countertop Shower curb "_rHROOM 110 EAST WALL BA TH RO 0 M 110 N 0 R"_vLH WALU-` B T T T_ ► O' 21 21 31 4' SCALE: 1/2" = P of -0` 21 31 4' SCALE: 112" = 1 ' -0" 21 31-6II I I-Gil I -Gil 1121 align tile with o 4 7- 20" clia. "mushroom" bar5tool5 to be Secured to floor- owner provided contractor installed Gil x Gil brick tile in running bond pattern Stone the wall FG x Gil brick tile threshold align W/1063 jambs decorative I Ox 12 rough Sawn timber beams Stone T20 log door jambs cut to accommodate pocket door recess WUXI W_ timber column 36 "w G w x 2 1 I'd x I'h 5ohd 51ab stone countertop- tbd recessed shampoo Uroma 5teambath5" Steam unit niche w/ wood panel acce55 door 1 2 x 12" the Z/ wood valance wl mirror washing threshold II light above rece55cd mirrored med cab T3 12"x 12" floor tile- heated floor 1 0 /_ throughout this Space 1 5 x 12" undermount Sink w/ 10 / 8" wide Spread faucet < 24" towel warmer 24"w framele-55 glass 4A9. I 4N6" rough cut heavy Shower door timber column HUI, T 12C 2" tile F border Th x 3w" 5olid stone shower curb to match counter top Stone- TDD d stone _,tone tale 4 T5 pebble Stone the floor NOTE: THIS, 5HOWFP, 15 A 5TFAIVI 5HOWFK BA'_r ROOM 110 PLAN _L T T T 01 21 31 4' SCALE: 1/2" 1'-011 18'1w x 30"h reCC55Cd C\1 shampoo niche wl 3 5helve5 18" high T5 tile, heated bench with 4 '3" stone edging to match curb CJ 0 U O P4 P4 Ir P4 0 rT1 C) P4 0 C U C 0 j Gil wood plank wall finl5h wl 1 I I deep, wood diamond scare and nail • pattern, allign planks with V 5hCIVC5, (X3) Fj C� hor. the joints (G) adjustable body Spray 7 + -- nozzles- lay out to center on tlIC5- Vif . . ..... I --- 24 "w towel warmer C) —IN or, -7 — 2" 50IIJ stone slab wl haff round edge C\1 I - wood counter top 2 Co _7 C\j "PU wood plank front QV . . . . . . I N4` wood base trim queen Sized bed- by owner 30"w framcle55 wood plank door, match wall finl5h and allignment M, Frc /N pebble stone tile I N4" wood ba5e, trim steam head, Gil a..f.f. 2h" x 3w" 5011d stone Shower curb A A Bz_1`.VLHROOM 110 WES' WALL OOM 1 111 SOUTH WALL B_LA"`__LrHROOM 110 N /W WALL T T T T- 8 7 T T T O` 31 L -0" 21 31 4' SCALE: 1/2" 1 1-0" 21 4' 5CALE: 1/2" P-011 01 21 31 4' 5CALF: 112" 1' Gil wood plank wall finl5h wl diamond T12D 1 -5" T 125 8 °x8" diamond pattern the wl T 12E I- 4"x 1 -411 towel bar wood valance above half round _511 score and nail pattern, align lanky with border tile button t I I I IC5 and T 12D 1 5 5CMI circular border tile5 hor. tile joints T 12A 6 "x6" field the I wood countertop i � 31 F T 11 GNG" rough cut heavy timber column framcic55 gla55 Shower door GNG" rough cut heavy A N 1 1/1 7_1 7N PTI 'I. I -Gil T 12A 6 "'x611 field the T 12C run vertically Shampoo niche with Stone slab Shelves 51 T 12D _5' half round border the 4 311 5011ri Stone slab W/ eased edge T5 pebble the heated bench 2 T 17 pebble stone the heated bench I wood 2h"x3w" Solid Stone 2 countertop Shower curb "_rHROOM 110 EAST WALL BA TH RO 0 M 110 N 0 R"_vLH WALU-` B T T T_ ► O' 21 21 31 4' SCALE: 1/2" = P of -0` 21 31 4' SCALE: 112" = 1 ' -0" 21 31-6II I I-Gil I -Gil 1121 align tile with o 4 7- 20" clia. "mushroom" bar5tool5 to be Secured to floor- owner provided contractor installed Gil x Gil brick tile in running bond pattern Stone the wall FG x Gil brick tile threshold align W/1063 jambs decorative I Ox 12 rough Sawn timber beams Stone T20 log door jambs cut to accommodate pocket door recess WUXI W_ timber column 36 "w G w x 2 1 I'd x I'h 5ohd 51ab stone countertop- tbd recessed shampoo Uroma 5teambath5" Steam unit niche w/ wood panel acce55 door 1 2 x 12" the Z/ wood valance wl mirror washing threshold II light above rece55cd mirrored med cab T3 12"x 12" floor tile- heated floor 1 0 /_ throughout this Space 1 5 x 12" undermount Sink w/ 10 / 8" wide Spread faucet < 24" towel warmer 24"w framele-55 glass 4A9. I 4N6" rough cut heavy Shower door timber column HUI, T 12C 2" tile F border Th x 3w" 5olid stone shower curb to match counter top Stone- TDD d stone _,tone tale 4 T5 pebble Stone the floor NOTE: THIS, 5HOWFP, 15 A 5TFAIVI 5HOWFK BA'_r ROOM 110 PLAN _L T T T 01 21 31 4' SCALE: 1/2" 1'-011 18'1w x 30"h reCC55Cd C\1 shampoo niche wl 3 5helve5 18" high T5 tile, heated bench with 4 '3" stone edging to match curb CJ 0 U O P4 P4 Ir P4 0 rT1 C) P4 0 C U C 0 j O Z z • • O Z z decorative GxiS rough timber beams owner provided contractor in5talled window- provide wood 5helve5 rece55ed in wall beh ind built in wood bench with cu5hion top5 T I I A 8" x 12" brick tile 12" deep, I -1" , wood 5helve5, X3 cv NMI am- XUJF I x 411 Wood ba5e, 2' G" trim toilet, 211 5tone, the ba5e re: plumbing A B-L-A.'--VLHROOM 104 NO-'LN."-L-'H WALL 4 i 01 21 31 4' ;SCALE: 1/2" 11 -0" painted gyp. board fint5h 30" framele55, varying width wood plank door extra toilet paper 5helvin6j, rCCC55CCI, 2 5helve5 rece55ed toilet paper holder toilet I "x4" wood ba5e trim 'er, I 2 wood ;5, X3 SITTING 102 SOUTH WALL T T r 01 21 4' SCALE: 1/2" = 1'-0" painted gyp. board fini5h light valance window covering valance Wall 5conce re: electrica I - 2 wood car trirr T I 113 411x4 diamond patterr the B "l _rHROOM 104 SOUTH WALL A T T T r 01 21 31 4' SCALE: 112" = 1 ' -0" 1811w x 36 "h reCC55Cd mirrored med cab wl 5" flush wood frame 12" deep Wood 5helve5 (overcut joint5) painted gyp. board fini5h wood light valance T I I D I -IT tile trim EQ. 21-411 EQ. cap T I I A 8 "x 12" brick I— tile Wall 5conce TI IC TI IB 12'" wood car 2 tnju TI IC TI 113 - I - 71 granite counter top TI IA T17 decorative, G`xG` rough timber beam above decorative- GNG" rough timber beam above, I I A9.2 C\j centered on 5tair column 9A9,2 C) cl q) 31-311 31-311 lecorative G"xG" rough timber beam above 8 TI 113 4"x4" diamond rn the T I I c I -,Flat l� round trim tile T I I A 8"x 12" brick the I NO' wood ca5incj z 30" framele55, varying width wood plank door rece55ed 5hampoo niche W/(2) 51ab 5helve5 2" 5011d 5tone ecicjc trim Co I N4" wood ba5e trim -D A -FI '-r -D HROOM 104 NORTH WALL T 6 i T T T L_' 0' 21 31 4' SCALE: 112" = 1'-0" wood covering valance ®O o 0 0 0 o 2j_\ handheld 5hower head _C Plo on adju5t rod I NO flu5h Wood Ca51nqj T I I C 1-5" half 5 round the trim TI I B 4"x4" diamond pattern tile, _IC\ N ' , ' sl tti 1-11 ±M± 44 1 - 2 wood cap trir 4 "x4" cl►amon, 0 0 (6)adju5table Pattern ti11 _T body 5pray nozzIC5 —IN 11-8 " 1 '-2 L 1 11x4" wood ba5e trim toilet, re: plumbing 1 x4' wood ba5e 2" 5tone, tile ba5e trim T I I A 8"x 12" brick fill V tile LML �'w painted gyp. board fini5h light valance 2"h x 4' 5tone 51ab curb tc counter tor Wall 5Conce, re: electrical 12" deep 5helveE reCC556d toilet paper owner provided window- with rece55CCI 5helve5 in wall - 14 11 x 18" undermount 51nk wl 8 11 Wide 5pread faucet C5 5ed mirrored medicine cab wood valance Wa5hincj lirjhl -XI L ill 1 11 111j SITTING 102 P 01 21 31 4' SCALE: 1/2" 1 '-0" — T I I D 1 -1 10tile trim cap iG 4-emAicd B-LA _L 01 ti 5torage bench wl latche5 and cu5hion5 wall niche wl 5hallow 5helve5 for 5ki acCC55orie5, centerec Lo under heavy timber beam above owner provided contractor in5talled window, 5urface mount over wall niche, winclo� centered under heavy timber beam above rece55ed med cab in Bath 104- coordinate with window 5helf dept to avoid conflict5 I painted gyp. board finish Wood 5111 W1 I NG" Wood trim I wood trim cap 2 varying width wood plank wall fini5h pebble Stone tale bench I N4" wood ba5e trim BROOM 104 EAST WALL T T T 21 31 4' SCALE: 11211 1 1-011 A B **'VHROOM 104 PLAN T m T T T 01 .nch wl 2"w 5olici CA �mpoo niche e5 the 5hower power door door center hor, on tile floor - Ice above nter below U I oQ z 0 �4 0 P4 4 C > D • , > D O O O v v k-., 11 L-/ L1L.I N \-, I I I HNL- I Lj-\\-✓L-. BASE CABINETS/ UPPER CABINETS ffIP,F PLACE ICTCHEN WEST WALL KITCHEN NO"LD\-'*--rLH/WEST WALL ICTCHEN NORTH WALL T T T 31 01 31 31 0 21 4' SCALE: 1/2" 1 '-O" 21 4' SCALE: 1/2" P-0" 0, 21 4' SCALE: 112" = 1'-011 fireplace- re:2) 01 2' 3' 4' SCALE: 1/2" = I 1-011 NOTE: DIMFN51ON5 INDICATED ON THIS SHEET ARE TO FIN FACE Of SURFACES UNLE55 NOTED OTHERW15F F-77 -.0010 W P4 E- P4 -z� I x 0 0 P. P4 0 u O cn O C. m • m A '*-rH SOUTH WALL " recessed 4 MASTER BATH 0 21 31 4' SCALE: 1/2" = P-0" T 13A 12" x 12" stone the landhCld shower head 5 t on adjustable rod T15 12"x 12" mesh pebble the 21" solid stone bulln05C edge 5" flush frame, overcut top and bottom piece 2 1 11 w x 40" h medicine cab with wood frame electrical outlets in backside of timber shelf frame Q open shelves - timber framed 8x8 adjustable lit make-up mirror T 19 411 x 12" stacked pebble back5pla5h GN2 I "' 5011d stone Slab 2 countertop wood veneer base cabinets install toilet tank remote above seat- hide all pipes in wall M n — - shower bench - toilet pebble the re: plumbing WALL M.�ST�RN SHOWER/W.C. O'_Dr% "L W T T T r- 01 21 31 4' SCALE: 112" = 1'-0" G" x G" stone the bas V • new window, flush we trim, recessed (,jla2 chanr 1 1" wood trim, typ. 2 corner cabinet — wood plank wall finish wl ci1a55 doors system, re: c install toilet tank remot 5" flush frame w1over seat- hide all pipe top and bottom pies 6 cab w1wood frame I wood trim 2 wood plank wall finish 6 —IN C\ 4-; (f) 0 G" x G" stone the bas V • new window, flush we trim, recessed (,jla2 chanr wood veneer base cabinets t cabinet wl �ICIC5 MASTER SHOWER WEST WALL T T T 01 21 31 4' SCALE: 1/2" = P-0` wood plank wall finish towel warmer center on trim boards below window wall washing recessed light in timber einttif-,-A /;wr) P)riir/i F_ 50111L, I LN i. L[ LILIW®1_1 xrla A 0 - wood plank wood timber soffit corner cabinet mirror washing Ii, wl ci1a55 doors system, re: c 5" flush frame w1over top and bottom pies 2 1 llw x 40"h recessed med cab w1wood frame 6 18' "w recessed —IN C\ medicine cabinet, both (f) 0 sides 6 T 19 411 x 12" stacked 75 pebble back5rla5h 0 11' stone Slab countertop 1 4.; 2 wood veneer base cabinets t cabinet wl �ICIC5 MASTER SHOWER WEST WALL T T T 01 21 31 4' SCALE: 1/2" = P-0` wood plank wall finish towel warmer center on trim boards below window wall washing recessed light in timber einttif-,-A /;wr) P)riir/i F_ 50111L, I LN i. L[ LILIW®1_1 xrla A 0 - wood plank M corner cabinet wl ci1a55 doors 6 = E —IN • 6 -IN i i HEADS ", WALL H OA" MASTER SUITE N.Olkl N a M 9 01 21 31 4' SCALE: 1/2" = 1'-0" drop in tub, barn ultra tmu 2GOO -IN N IN cry ect '21" CC[ heavily seeded (antic[ue Cj1a55) &Jla55 doors Fplank paneled doors MASTER SHOWER WEST WALL T T T 0 21 4' SCALE: 1/2" = 1' -0" handheld shower head on adjustable rod with elevated heated bench T4 12" x 12" mesh pebble the (G) body spray heads Q each side) w/T4 pebble tile and 2 18 "h x 12 "w shampoo niche 1/211 slab edrjincj toilet, re: plumbing 7— 2 1 "w recessed med cab je/acce5s, below tub plumbing I wood timber soffit above, for S mirror washing fighting system re: electrical MATER BATS EAST WALL 14 T T T T— 15" x 12" undermount sink, re: 01 31 1 21 4' SCALE: 1/2" = 1'-0" plumbing 171 MASTER BA F1 T N O P TH W JL Tm " m T T T- 01 21 31 4' SCALE: 112" = 1'-0" 1*1 T �_ 5A9.4 ,4-`-'MASTl 6iSHOVV <' 208 ;(5; MI._t',111 I _1_1111� F. D. toilet paper holder T3 12 x 12" 1 stone tile- heated throughout this space milt I 8"w recessed N l > x f 2"h solid stone edicine cabinet — Slab shower F 'E J base cabinet —IN curb- GN2 4 w/ t.b. 414 1 20 towel warmer .6 18 "w x 18 "h shampoo ASTER niche BATH G x G" stone tile- recessed base 2A9.4 20' surround- heated cabinet w/ 3011 t.b. I _\ t- 8A9.4 x 8" timber frame wl drop in tub, open shelves, center 17111 G,_03,, LAV5 ?2' 37-5" x 711" overall lolu=5 under header 2 4 L2_0_G_ J 2 4 41 dimension above ALLIGN =-7 W4 m N _7 clectrifed corner cabinet w/ make-up mirror IF doors s' tyr• future optional sconce wood timber soffit above for wall Wa5hinc, 4" to G" wood location, both 51dC5 Of lighting system, re: elect 21-311 plank tub deck 1k door wl (2) mirror GN2 solid stone slab countertop 5 shower door 19" x 15" undermount sink, re: plumbing 2 1 "w recessed med cab 8" widespread faucet MASTER BATH WOOD PLANK WALL FIN15H A PT A MASTER B_fxqjL_'HR00M 207 j--j-cN - 4" TO 8" VARIOUS, WIDTHS WOOD PLANK5 - ALL VERTICAL PLANK5 ARE I'LU51-1 WITH T T T T— HORIZONTAL PLANKS, (INCLUDING MIRROR AND 0 21 4' SCALE: 1/2"= I -0 ' " WINDOW FRAMES) NOTE: DIMEN51ON5 INDICATED ON TH15 SHEET ARE TO FIN FACE Of 5URfACE5 UNLE55 NOTED OTHERW15[ ti 0 rT1 cc 0 0 '4 t C i L) - I V) V) t 0 777 —.0010 C Crj Z z • M • C Crj Z z • -9 = n 0 U LU O note: widen boards at Outside Cd6jC5 to aVOICI small patches Of gyp bd at intersection Of Wa115 c3ricl to reflect wood grid of floor pattern in Powder- not contiguous with Entry exhaust fan rotated 45 degrees to align with grid I x 4" wide wood cjricl rotated 45 degrees surface mounted over gyp bd ceiling to render a coeffereJ effect -grid to reflect wood grid of floor pattern 0 DOWN TO 5ITTING 102 BEYOND 5 EN RY 200 EAST WALL 01 21 3' 4' SCALE: 1/2" = 1 1-011 decorative pendant mounted in center of gyp panel- centered on door and within room note: widen boards at outside eclgc5 to avoid small patches of gyp at intersection of wails pendant light fixture, mounted at centerline of wood grid intersection- vif C\j exposed wood treads, risers and stringers GA9.5 -� �.TI t W3 ENVY W41 Q 200 J Cf) T I aluminum threshold with alum clad wood entry door system- extend . TI -5 tile/wood grid to threshold and 4A9 5 caulkjoit to match grout color L r �� TI ' __ _. .. __ . I 1 .11 CILO -1 1-1 1 - f - CLO tile and wood grid floorin6j pattern < [20 1 1 1 1 1 --- T I tile rotated 45 degrees with 4" wide wood grid set gyp bd only- no grid in closet run contiguous into closet fE Wood shelf and coat rod flush with tile- each length of Ayl? wood to be one piece with 91-5 3/811 ends cut on 45 -so 4 corners 81, center tile pattern between come together wall and first riser EN RY 200 WEST WALL �T ENTRY 200 RCP T T T z ENTRY 1T I PT A 200 N T Ir z 01 21 31 4' SCALE: 112"= P-0" 0 21 31 4' 5CALF: 112"= 11-0" of 21 31 4' SCALE: 1/2" P -0" NOTE: DIMEN51ON5 INDICATED ON TH15 SHEET ARE TO FIN PACE Of 5UP\fACf_5 UNLE55 NOTED OTHERWISE U P4 0 0 P4 0 0 0 9 C 0 I OR O POWDER 202 SOUTH WALL it T T T T 0 21 31 4' SCALE: 1/2" P-0" PT A POWDER 202 L�N T T T T 0 31 21 4' SCALE: 112" = P-0" line of arched ceiling with brick tile- CL along arc to avoid large areas of cjrou or fill with smaller stones decorative 8x 14 wood r )L beam ni wood trim board to align with beam 5T5 stone bar: custom millwork- re:interior5 buffet: custom n millwork re:inte 5" 2' 2'-511 1 111 _'H WALL 01 POWDER 202 NO-'r'%'"-L T T T T 01 21 31 4' SCALE: 1/2" P-0" T2 I brick arched ce trim board at bric stone transit decorative, 5co re: interiors /6 5T5 stone buffet: custom millwork- re:interioi5 N M �9 _'H WLL POWDER 202 NO'-U')%-"-L A of 21 31 4' SCALF: 1/2" P-0" 5T5 stone runs continuously behind brick vaults- not shown for clarity of arches trim board at brick to stone transitions T2 I brick arched ceilinoj arched 5T5 1:1— BAR 210 N 0-'L'X)'*"-vLH WALL �,T T T T 01 2' 31 4' SCALE: 1/2" = P-0" rim board to align lith beam vood planks in 5T5 stone ,aryincj widths brick wine bottle storage vaults- run stone continuous behind prior to building vaults gar: CU5t0M millwork- ,ennterior5 1 0,11, M brick vaults for wine storage brick 5hClVe5- run steel rods concealed through brick holes and anchor in walls wine cooler- Sub Zero 3 1 5W poll PC, of 12 "d Storage cabinet wood licjht Soffit mirror back owner provided IWO copper basin, mount on mirror pull out Storage owner provided V I " copper sink I --L" wood countertop 2 base cabinet VMER 202 EAST WALL- T T T 21 31 • SCALE: 112" = 1'-0" 1 1-811 1 1-311 21-GII under cou nter maker 'c e m BAR 210 SOUTH WALL 1 7 T 0 21 31 4' SCALE: 112" = 1'-0" buffet: custom millwork- re:interioi5 center line of arched brick ceiling above ___1 bar: custom millwork - re: interiors rim board to match beam _17 width- wrap corner symmetrically BAR 210 WEST WALL BAR 210 EAST WALL BAR 210 EAST WALL T T T T 0 N m T T r 12 T T I r T 3 01 31 01 31 31 21 4' SCALE: 112" 1'-01' 21 4' SCALE: 112" P-0" 0 21 4' SCALE: 112" = P-0" T2 I brick -tile arched ceiling bar: custom millwork - re: interiors M brick Vaults wine, Storage =J1 I I I I I tv = I) concrete MUM 1111111 �I111 11111111111 111 1111. 111 arched 5T5 1:1— BAR 210 N 0-'L'X)'*"-vLH WALL �,T T T T 01 2' 31 4' SCALE: 1/2" = P-0" rim board to align lith beam vood planks in 5T5 stone ,aryincj widths brick wine bottle storage vaults- run stone continuous behind prior to building vaults gar: CU5t0M millwork- ,ennterior5 1 0,11, M brick vaults for wine storage brick 5hClVe5- run steel rods concealed through brick holes and anchor in walls wine cooler- Sub Zero 3 1 5W poll PC, of 12 "d Storage cabinet wood licjht Soffit mirror back owner provided IWO copper basin, mount on mirror pull out Storage owner provided V I " copper sink I --L" wood countertop 2 base cabinet VMER 202 EAST WALL- T T T 21 31 • SCALE: 112" = 1'-0" 1 1-811 1 1-311 21-GII under cou nter maker 'c e m BAR 210 SOUTH WALL 1 7 T 0 21 31 4' SCALE: 112" = 1'-0" buffet: custom millwork- re:interioi5 center line of arched brick ceiling above ___1 bar: custom millwork - re: interiors rim board to match beam _17 width- wrap corner symmetrically BAR 210 WEST WALL BAR 210 EAST WALL BAR 210 EAST WALL T T T T 0 N m T T r 12 T T I r T 3 01 31 01 31 31 21 4' SCALE: 112" 1'-01' 21 4' SCALE: 112" P-0" 0 21 4' SCALE: 112" = P-0" T2 I brick -tile arched ceiling bar: custom millwork - re: interiors M brick Vaults wine, Storage =J1 I I I I I tv = I) concrete T5 stone arched GA9. G BAR E W31 opening 4 4wer brick shelf �� _j_ _ with added depth 1V4p 5A9.G , a� wine cooler FF—r= F jlf i III III conc retel F7, 11 I I 4Q Jill LL=L- __ \-- brick t aujt5 wine Storage 2' 0-11 W3D wine cooler- Sub Z I ro r 15W - 4 7' -911 trim board to Match beam width below counter ice mak r — _41 fink wkli5po5al 42" high transaction top will be wood, owner provided and prefabricated and installed BAR 210 PIA N T T T T 01 21 31 4' SCALE: UZI= P-011 NOTE: DIMENSIONS INDICATED ON THIS SHEET ARE TO FIN FACE Of SURFACES UNLESS NOTED OTHERWISE �4 F� t.i a C 0 0 L0 0 I � NIIIIIIIIIIII'm P-4 z C Cn :1 _A W EWA 4"x4" roue�h 30" frameless wood pL d( Oxb" rough cut hei timber, both sic light fixt re: electr 1 511x24" recess medicine cabii wood side 5pla match back5pl, blix 10" rough cut heavy timber 4"x4" rough cut heavy timber, beyond cjla55 3-11 5 safety Cjla55 set in cjlazincj, channels, tyr. all shower glass 8"x 10" rough cut heavy timber 4"x4H rough cut heavy timber, 6jla55 beyond 74'W" rough cut heavy timber column 6 Hx5" rough cut heavy 6 `x5` rough cut heavy timber, both sides timber, both sides Ll F-2 wood open shelves (x4) -3011 6jla55 shower door T 14D I -" the trim cap IG —JU T 1413 OxG" the —IN T 14C G"x 12" brick the (nJu 2 stone base tile toilet re: plumbing C\J ,g gyp, board 18" heated towel bar, center hor, on toilet wood trim wood plank wal Align boards with oint5) \V _'11x wood base trir toilet re: plumbing B 1, `0HROOM 303 WEST WALL /+ T NT T T LL___; 01 21 31 4' SCALE: 112" = 11 -01' EQ. 2 EQ. B A "_rHROOM 303 WEST WALL 01 21 31 4' SCALE: 1/2" = 1'-0" return wood planks to face of cjla55 I L_ return the to &JIa55 frame, frame, same for 5/x9.7 same for 5/x9,7 A B "FLHROOM 303 N.O_F)x_`_v WALL L H TN N H IT T r 01 21 31 4' SCALE: 112" = 11 -0" 2x wood base trim I 1111 I 311 (5 safety cjla55 set in cjIazincj channels, tyr. all shower CJla55 blix 10" rough cut heavy timber 4"x4" rough cut heavy timber, (x3) T I 4A 12 "x 12" the Z� T 14D I the trim car hand held 5howerhead on adjustable rod (G) body spray adjustable nOZZIC5 T 1 413 61IX6` tile T 14C Ox 12" the pebble tile bench 3" cove base tile BA_ `_r ROOM 303 EAST WALL .L-I-LH T T T r 01 21 31 4' SCALE: 1/2" = 11_011 T 14A the wrap head, sill and jamb 1 211x 12" field the around "shutter" i-de attern consistn of tiles 8IIx 10" rough cut heavy timber 4"x4" rough cut heavy timber, (x3) OxV rough cut heavy timber T 14A 12 "x 12" the 1-55 " border tile wl I the shelf T 14D I -" the trim cap I G T 145 OxG" the T 14C Glix 12" brick tile - T17 ease tile It PAINTED GYP. h cut heavy timber gal "h mirror W/ I IIXGII e 24"h recessed medicine cabinet wood back5pla5h, align with finish height of half wall "furniture piece" vanity cabinet wl 3 drawers, apron front w/ shelves behind center curtain * drawers behind left and right curtains B A _LV*1rHROOM 303 SOUTH WALL T T T T 01 31 21 4' SCALE: 112" = P-O" r _J 3x3 T 14E 3x 12 T 14F WxG" timber beam 3x8 T 14G 8x 12 T 14H above, both sides 2x3 T 141 2x 12 T 14J EQ. /_tiolet paper holder 1EQ- .l 11 1. 1, 2' F11 I 24"x24" shampoo niche 4" pebble stone bordering 24 Wood 51rJUare5 wl plank 0 N size and direction matching pebble stone catwalk floorin�) Q til e bench wl 2 "'w 5011d stone edge center pattern on door d cnin6j5 ay J 04- M trim (10 7 T5 pebble sloped wood threshold to Z� match door jamb stone tile, _-i- ! �_._ 31 1 5"w x 24"h recessed 3_11 medicine cabinet 8 safety 91a55 set in rjlazinej, channels Ch /N A F-7 BNTLHROOM 303 EAST WALL T T T T 01 21 31 4' SCALE: 112" = P-01' 31 25" Jeep wood countertop 19 "x 15" undermount sink wl 811 wide spread faucet B A PT A HROOM 303 N T T T r 1 01 21 4' SCALE: 112" = 1'-0" NOTE: DIMENSIONS INDICATED ON TH15 SHEET ARE TO FIN FACE Of SURFACES UNLESS NOTED OTHERWIS, 0 �4 0 rn 0 0 -0010 M-AZOT 301 SOUTH T T T- 01 21 31 • 5CALE: 1/2" '-011 MAZOT 301 WEST WALL T 01 21 31 4' SCALE: 1/2" = 1'-0" LOFT 300 SOUTH WALL 3 i of 31 I 2' 4' SCALE: 1/2" = I'-0` Lnlu 0 MAZOT 301 NORTH WALL T T T T ol 31 21 4' 5CALF: 1/2" P-01' LOFT 300 WEST WALL 2 0' 2' 21 4' SCALE: 112" = 1'-0" 51 MAZOT 301 WEST WALL T T T I 01 21 31 4' SCALE: 1/2" = I'-011 MAZOT PLATFORM 301 PLAN T of 21 31 4' 5CALE: 1/2" = I'-011 T T T T ol 21 31 4' SCALE: 112" = 1'-0" NOTE: DIMFN5ION5 INDICATED ON TH15 SHEET ARE TO FIN FACE Of 5UPfACE5 UNLF55 NOTED OTHERW15 I I -0010 w P4 :D O O O cn 2 • 0 m D. FORT WALI ...WAY 302 SOUTH RAILING T T T T 01 21 31 4' SCALE: 112" = 1 1-011 structural column wrapped in wood owner provided contractor installed window w1heavy timber frame DOOR CLEARANCE *? CONTINUE VAULT FROM BATHROOM 303? FORT WALKWAY 302 NORTH WALL WALL T T T T 01 21 31 4' SCALE: 1/2" = I �-O" owner provided contractor installed door with heavy timber frame ;___ _ FORT WAL1<_WAY 302 N/W WALL T T T T 01 21 31 4' SCALE: 112" = 1 -0" FORT WALIC-WAY 302 S/E RAILING TT T T 01 Z 31 4' SCALE: 1/2" = P-0" FORT WALKWAY 302 SOUTH WALL T T T T of 21 31 4' SCALE: 1/2" = 1'-0" I PTT I I i 1 C40191 T4 19110) S FORT WALKWAY 302 SOUTH RAILING T T T T 01 31 21 4' SCALE: 112" = 1'-0" owner provided contractor m5talled wood door and heavy timber frame -provide, Solid wood back panel to close off from Attic owner provided contractor installed wood window and heavy timber frame, -provide Solid wood back panel to close off from Attic WD2 wood plank flooring of varying widths- run boards con5i5tant direction to match Living Room below FORT WALI<,WAY 302 EAST WALL T T T T 01 21 31 4' SCALE: 1/2" = P-0" �ui Mro of 21 31 4' SCALE: 112" = 1' -0" NOTE. DIMENSIONS INDICATED ON TH15 SHEET ARE TO f IN FACE Of SURFACES UNLESS NOTED OTHERWISE W P4 �4 �) a U O o KC 0 0 U N-A I A M. • • z Cn • • • N v. O tL. O I LIVING 211 SOUTH WALL T T T 01 21 31 4' SCALE: 1/2" = 1 1-0" Note: Kitchen 15 shown here for overall image of room. Reference 2A9.3 for Kitchen interior elevation information. 10 it wide wood shelf wl wood corbels 1 2110.C. 1 xG rough sawn wood trim wood plank wall finish 14 "d rough hewn timber wl clove, tail joinery LIVING 211 NO-D'*-rH WALL -LN-JL T T T I U' 2' 21 4' SCALE: 112" = P-0" NOTE: DIMENSIONS INDICATED ON TH15 5HFFT ARE TO FIN FACE Of 5URfACF5 UNLE55 NOTED OTHERWISE 4 W P4 Ri 0 0 u 0 0 ;9 210:140 0 C� rr • 0 C� I x c 9 I O u O ya I G n u O Q z x C v ROOM _ _ ROOM ROO& NUMBER. L 30 Ufl-r 0 303 — 11 _ _ ..11...1.1 ... 1111. ... .................. ........... .11..11 . D`Y''6 ADD RACY/ SCRAPED LOG BEAMS =FLOORIN i G TOCLG ..... ........... ......... . ..... .-......_-.......................-._.................................................................................... ...... .._ .... _........ ....... ..1........... .. ........ 1 . . ..11...........11 ...:.......... L?YY6 TAG MATERIALDISCRIPTI0N NOTES /PRODUCT LOCATIONS :VENDOR > [�1� ,NUMBER : ................_........-.<.................................._.__......................................................_........................_.........................,........,................................. ...........- _.- ............I... ..1.........'.............1',1 1 . 1 D� --- UN I�INISHE D KEZAIiO Ck`i " CxfO0I3 DIVIDER STRIPS ENTRY 200, (U)POWDER 2(72, CLOSET ANN SACKS - 303-282-9300 ». »,,,,, ». „ »,,,..._,._. , ». - .,,,_- ..,,,,,,, »1,,,11:1.,,, 11.11.,.,: : Ti 12 1_ TERRA COTTA TILE DW6 __. 1-1-1 .... . -.. ...".1 11_.._11... -. - ....,.., .. ............ 1.111.... 11.11. _ . ,1111 .........__ LN7STAI LED 1T 45 ANGLE 201 CHRISTINE VAN ACKER ANN SACKS -TERRA COTTA AN` IQUE -DARK, . ......... 1... .. .............................................................._ ..............................z 'T2 $ 1/4 "x13 -3/1" TERRRA COTTA TILE ? : KII"CIIEN 212 t : Ltii RUi�NIltiG BO SID ........ - . 1 .11_.. .-.111.11- ........ 1 ..1._ ............. .,. ,1111_ .. -... ...., _. , .... .. . ..,. .1- ._...- sILING ;NOTES �t, 1tASTER BATFI 207, z\LASTT R WATER ANiv SACKS - 303 -282 -9300 } T3 1_12I3OT "1ICJNO 'III E L� 12 NSTALLED AT5 A21GLl ;CLOSET 2 1 OOi4t 1I0 CHRISTINE I3 T AV ACKER '. C 09 B TIII C : ............. : :,,,,,..,.,,,- ,- „,111,,1.. ,,...,...- ., -, », 1111,. ,,,- .,,.,.,,,,,,,,,,,,,,,,,,,, .:,,. .., .,.,,..,..,,,...,.,„ 1,1,,,,,,,11 »», ,...,.,..,.,. ............ .... . . „ ,.,.,.,.,,,,..,....,., 11,,_ i ..,.... .,,...., v .... ..............,..�..,..,,,,,... »,v,,,,y,,,.,.,v..,,, ..,., , ,,1111,,,..,....,,,,,,.,,..,.., , : D��6 ALA. TER SHOWER 208, vLiSTER > iNN SACKS - 303 - 282-9300 T4 12X121'IESH PEBBLE TILE - M ALUKU 12x12 111 1. V 9 CHRISTINE V Ax`I ACKER l A I LR CLOSET 20 L DW6€ ................ ..................... .........__........ ........................- ...... -......... ........I...................... .......... ............................. ............................... ............................. ...................................._....._.........-.............._....................... ........._......_.............. BATFMOO�4 101 SHOO \DER AND WC, ; D�Yj6 1I7.D LOCI BEAMS 'I O C'. 110 SHO \sdER, ANti SACKS -- 303 - 282 -9300 DVX 3 TS 12X12 MESH PEBBLE TILE - WHIFE TIMOR � 12x12 BATHROOM, _ �.... .. v.�.. .,......_, .:...n._. : BtA'THROOM303,BA'THROOM303 CHRISTINEEVANACKER FULL HEIGHT TILE C SHOWER SHOWER _ _. _ ._..... _.. 1.1-_11.... ........... _-... ......... 111 1 . - , , . , , DW6 SURROUND. 'TILE INSIDE # T11A STEAM SHOWER, HEATED � TC: NOT USED AT THIS TIME _. ......... 1111 1111.- .. .. .._- .111..1.. ..........____ ... .. ........ .- ................ -.... .._................ ...____............ ._. ......... .fUALLS� FLOQR /BF N CH .....I....I........I.. ..._ ............... ......- ..................,..... ,. ..111.......................... ...... ...... .1 x .. ...................-1-..... .............................., T7 NOT USED AT THIS TIME i I __.......-....._........__........_._......-..........__...._.__....._._...-...._ ............ ...........�.....__..I......._- _..._._..._.... ' .._ .......... ............................... 1111.. TAG MATERIAL DESCRIP'T'ION . XVATWPR IANr- ru rszA_irztir. Tst1e_uu�r,'TR(' NUMBER T13 OLD COURT C A NDLELTTE OC10 T15A - 82,/2_k$1f 2 (RUNNING BO NDj, T15B - BATFIROO�I 001 EURO BATH AND'IT[I E LLN'ER BAR '. 303 -298 -8453 - SAIRAII LE CC € ......»:..::.:.»» :..::.::.:::.:.....::,.,..:»,»::.:,:::..»...,:...»:..,,,..,... M:,,,» w:.,.,.,.»»,,.,»„,.:.:,-,: ..,.:....:.:»»....:.,..,- -..,:- ::,,,,.:::..,,,:..:.....:»».-,»,..».:::.,::::»„»:».::..,,,„:u::..,.:.,».::.,..::.::.,,.,,..,::.»:,»...:.:.»::.,:::..:,::.::..,:.,.:.»»»:..,..:..,.:.,»,»,.::. �.,»,..:.:...,...»».::.,...:..,.,,.,,. M,,.,...»..,.:.,»..»::„ �,,.._:.r::.:..:»...,.:. »,.,..» »„»1„111.„.. »:.,:..,,.,.,..:. ,.:..:.».,.»:.».. »».. : ANN SACKS - 303 - 282 -9300 V T16 61,'2X61/ 2 TERRA COTTA TILE ANN SACKS - TERRA COTTA r1NTIQ UE -DARK : KITCHFN 212 CHRISTINE AC1i7 R .11.1...1........... �.._ ................___........__....._...............................__..............__............................;.................................... ............................... ...111- ......1 *1111, - .......... s.....__...........-.......-....-..................................... I...._.......... ..... . ... ...... B.XFFI R0O -M 104 SHOWER, T1? 1?Xi2 MESH PEBBLE TILL L - Cti'TITTE T'It\lOR ,1_X12 BATIIIROO v1 110 SHOWER, EURO BATH rANTD TIIf E BATFIROOIl 303 SHOWER 303- 298 -8453 - SARAH LEU( . .. .. ......................._............................................................_...__...................................................__.....-.................__..................,.......................................................................................................................-....__.................. __......_....................." -...< ....... ... ..................... EURO BATFI AND TITLE € Tl$ '11\12 MESH PEBBLE TILE - MALUKU ;12X2`2 MASTER SHOWER 208 I 1303- 29M453 - SARAH LE IS i ...-_.-._......-..._._..._......-._...._ ..............................._._...............__.......... .........._......._...._....... _.._..._..............-.._._.....-................................._.........._....-.........._.-............:..........-..-...............-..................................... ._.>_......_.._..........._.... T19 4X12 STACTtED PEBBLES 4X12 `. MASTER LAV 206 �EURO BATH AND TLiLE 303- 298 -8453 - SARAFF LEW ' '; `: .. ....... .....................................- ..............._.............. :................—.........................................._.............................................................................. 1... ............................... i .... I .... ........_. ... ...... I ANN, SACKS - 303 -282 -9300 T20 j AQUES ROCKS A�TN S CKS - JAQUES ROCKS. SIZE: TBD i MEDIA 000, 4IEDIrA 000 BAR CHRSS'rTNE VAN ACKI3R L I T FINISH MA`'EIZ.I.�ALS LEGEND- FLOOR, WALLS NOT TO SCALE NOTES LOCATIONS —,.:.,.,...: :....:......:. »1,:11,,,.:1. ,,, „1,1,:11:.::,. „..,:.v...:..::. »..::::.:,.:r_::.»...,:.::::: 1,1:::11::._ :_.,_.:,,..:.N:. ,,11:, _ ,.:,,.:.:.:.::.,.:..: SPECIES TO MATCH W'D t VARIES- TI�I301 GFIC B2 tBASE 2: COVED CERtA \,IIC TII.E iMATCH SCIIEDULED FLOOR TILE VARIES- TIIROUGFIOL T ... ... ...... ...... .... ...... ....... .. ... .B_ ..... 3 BASE 3...:. _4_ RUBBER BASE .O.1.1I11- ',SONFfE 1/$ IRUBBER iYipcf -1 o02 \$LCH 003 . 11 -.. -. .. ...._.._ .. v,.1 111 .I' .. ,11.1.1 _ .1...1.1. 1,11,1: B4 BASE 4: 1h6 \RrOOD BASE SPECIES TO \LATCII LIGHT WOOD OF EX '.: FURNITURE FOR BASEMENT : .-...I.........._ ........:..............................................................................-............................................., ..............................- - .......... ........ .._.... .......... ................... ST3 MOSS ROCK CHATEAU BLEND - REFER TO......... . CSCtE PLACES, SITE WAILS, EXTERIOR STONE VENEER- EXTEMOR SON-NENALP, R \NDOM SQUARE PATTERN : COLMNWNS .................1....1....1..1 j.......................................................................... ............................... -....................................-........................................................................................................:.................................................................... ............................... ST4 STONE CAP- SITE WALLS iMOSS ROCK REFER TO SONNENALP, : ENTRY STOOP RA:N;DOM. SQti ARE I?AT FERN 11.11.. 1 - 1-1-1-- -1-. 1111 __...._... 11 1111 11;. 1111. .... _ _, .. ..... ....... 1111 .. . 11.11._ _„ ,_..v __. 1.1_11 STS >S'TONE VENEER - INTERIOR 1 IRNSTONE - COLOR: TBD KII CA N 212, BAR 210 _........._ ............. s....._..,....._.............................................................................................................................,...................................... ............................... .................... ............................... ..............11............11. ,... CON4 :CONCRETE UNF1NTSHED ;EXPOSED FOUNDATION WALLS ............................ ..........._- ................._ _. __...............__.......__........-.___....................................................._............1......_..................._...................................-1............................,............................,............................ ............................... i PLSI <NOT USED IN, NEW CONSTRUCTION OPTION ............. ..... i.......................:..................................1-.........-...... ..............s................ ........1...1...,....11 ......... .... _ — ......... - . : PLS2 �NLW 4TUCC0 MArCHLXISI'ING I � TLTRIORPATIO 103 __....... ': CI I LI NGS ... ........ . ,_ ....... , 1 111...1 ..... ............................... .....: ....... ........ :...,... ,........ 11.,......__ JAG ::MATEItIALDESCRIPTTON N0'TF$ LOCATIONS :i}TUiVITi�sR,y. 1111..1 - , . ,.... _..._.._......... _._ . ....__.. - .11...1..1 .. _._ ..,,.. ...... .. .. ... .. ... ODW : `i T N i......._........_ ........................_..............._..._............-.__....__.........__.........._._ .... ___ .._.............................._............... ........__.... ... ............. .......- ... __ ....... ._._ .... . ...... . ..... .._... ..._..._..__.___ ....... __...... DRYWALL W/ HEAVY HU,NIP & BUMP ,PAINT TBD, PROVIDE TEXTURE SAMPLE FOR D W2 ' tFEXTURE APPROt AL a .1111.. DW3 ENTETRIOIR ..G.... YP SOFFITBOARI7 PAINT IaBT� SOFFITS 1111_,.. DW4 tTNFIN ,STIED DRYWAIJ TAPED ONLY :BASE LrAYZ?R FOR TNT FINESII ...... ................. ................... ..........................._... , . . DW5 :NOT USED LN NEW CONSTRUCTION OPTION } ......1 . 1 .....1.....1.... _ - __.......... _ ;. _1.1..._.11. 1111.._......._ _.__..._.._ ..........111.,1.. .... ..11_.1...1. ......- ...1111... ...... ._, ......111 D W6 DRYWALL CV /LIGHT HUMP &BUMP TEXTURE PAINT TBD, PROVIDE TEXTURE SAMPLE FOR .,:> - - - -,.„ »,.,, - -. »»......_,..,»,.:...,. � ....:.:..:...._....,..,,,.,,:. w�::..,..,.:,..„.,- ..,w..- ” "-- ,- VALu..,..~.,,...,,_:,.,, -, k..,,:,,..: ,. „.�....,:.„ „1111..., ._..,_:. -- -_ ,,, .....,:.,., -.,- -, ,...- ,- „.-.._.__..,,».,- »,.,,..:, ...k. WD.I ......... .jRISERS AND .T.... R� ...E.. A D...S STMA A ....... ___ .... ...... . ........... ... ....... .........__..... ............. ...................................................................:.......... .............1............1.... . . : WD3 PLYWOOD DECKING UNT H—E.D 1. <RE- S`TRUC'T ATTIC _131 .1 .0.1.-4 ....... .....I.,. ....... WDa CVWOOI?T &G.. _....._... ,1111.. OWNT.RPROVIDED .. CEILINGS .1.1. .111. 1111.. -., . ... . - 1.1.1.1. _ ... ... . WD6 2X8 T&G PLtANKS SPI:?CILS "f0 KLATCH WD5, SELECT GRADE, SEMI :STAIR 1 j TRANSPARAN'`T PENS FR<A'TLNTG SEALER .. - __......... ............__ ...................... ............................... .. . � 1 111.. 1111 .1.1..11... WD7 HEAVY' TIMBERS- EXPOSED DECORATIVE f G ARYING SI7F.S SELECT GR:ADF SEN, � BAR 210 I tVLN7G ROCT4I 211. {F} LOFT s AND OR STRUCI DRAT. BEAPv1S "FKANSPARA_�T PENLTR.ATING SEALER 300, FORT WALKWAY 302 ;11.......1........ .. ...._ ...... ., - .. .....:.....I.,................. 1111. . . ......... . . _..... ........1...11.1.. . _ ... .1111 EXT UOR SOFFIT AT DECK, SOFFIT' ;EEC T GRADE, SEMI TINSP TNT WD8 � 1x8 `T' &G CEDAR �PEN'E'TRATJN, G SEALER UNDER PLISTER BED I XTENSION, ' :ENTRY PORCH SOFFIT :..._1111......... . - . . .. .................... .... ...................._.......,11 .11. ...... ..............._............, -.. -1.11 ... .. .. ,,_ 11,11_.._. .._ .1 ..11 1 .. , WD9 ;COFFERED CY "OOD CETLLN7G SPT?CIC;S `TO ALA fCH WD4, 4'X4` GRII7, PROFILE ENTRY 200, POWDER 202 4 ?TBD, INSTALLED 45 ANGLE ..............................>.......-.........,........_.......................................................... ......................_........ _..................11 -._. -...........-...._.,.,........-... 1.............. .......... ......... ............... 1... PT3 PAINT EXTERIOR ACRYLIC LATEX ;TBD :EXTERIOR SOFFITS . . . ..:1.111. . -........, ............... 111 ........ 1111._. ,....... 1-111_ -. 1,1.,11. ..11.11 -..,. PAINT 5. INTERIOR- :EGGSHELL ACRYLIC PTS N-BD :: GYP BD CEILINGS AND SOFFITS T .__... ENAitfEL . ...... .......................... . 1 .111 _.,...-........f.............. .. _. ,... 1111, 11 .11, .... -1-.. _.1111 ... .. ...- 1..,11 .1_11 .11... ...._ 1111... _ ... T11 TTR.IICEENAN1 TILE -MILK WFIITE fTIIA - 8X12, : BATHROOM 101 FR{k E ti N TIL L -MILK V FAfE T12i GKG Brl FIROOC 110 2 i T11.1 TR KEL.N AN TILL -BONG CITE F13A 12X12 MASTER SITOCVER 208 1T L3 ....... , .... - -1-1- _ 714TRTIEENAN TILE MILK WHITE "T14t1 - 12X12 1111.. BAfHROO tit 303 ___M T21 s BRICK VENEER �THINBRICK - COLOR: TBD : BAR 210 .... ... .. MISC FINISH SURFACES 1,111-1-1.11-.11- TAG MAT ERIALDESCRIPTION "NUMBER GN2+V` STONE COUN'T`ERTOP N. GN..3 <W00D COUNTERTOP ......... . GN4 STONE COUNTERTOP ........111........1 � ............................ . ... - ... ..... 111 ........................... 1 N RTOI GN5 CVOODCOU TR. "T i— , :. GN6 O C C \ RETE COUNTERTOP GNl STONE COUNTERTOP 'VENDOR ROBINSON BRICK COMPANY VENDOR ANN? SACKS - 303- 282 -9300 CFI RISTINE VAN ACKER ANN SACKS -- 303 - 282 -9300 CHRISTINE ..E+ tCK� t ". , , .... .ANN SACKS - 303 -282 -9300 CH RISTWE VAN ACF ER ., ANN SACKS - 303- 282 -9300 CHRISTINE. VrAN ACKER_.. ROBINSON BRICK COMMENTS i ... .- ............................. .._.. .........._....I ............... COMMENTS _.1111.. 1111 . ....................... 1111 .. ..._�.....,, _. _. 1111._. 1111_- 11.11_. _.. _1111__ .._ _ _.11 __. _. NOTES LOCATIONS VENDOR COMM ENTE -...-._.. 11 ... 1 . ................. -... 1.1.11 ..... .... _.._..... -.... .............. ,. . i KFTCHLN 21� ......... ._..... ............ .......... ........:.. .._....... _.. ......... .. ........, .... .. .. ..,..,, 11...1..: ... ,.,. 1111,., , ....:...,. 1111.. .....,,,—, 1111, ..,.,. 1111 z MASTER BATH LAYS 206, BATA ROOM ANAL SACKS - 303 - 282 -9300 ; OWNER SLAB - #AS2385 - 2 :001 : CHRRTIST`INE- VAN ACKER :PROVIDED ,.,,. ».., . ...,,...,. ......................,»,,.,,,,...,:..: ...»,.:,....,..,,.,_.,,,,,,,,,_ ..:. - -,,,. 1111... , ..:.w......,,., .:.,,,..:,..- ,.:...... 1111.. -,, -, ,.,:....,.,, „,»,».....�.- » ».,.,,.:- :..„. -- _.__,.,..,___.__, TBD - RUSTIC WOOD :POWDER 202 � OWNER PRO VIDED .....-....£....1-111 ..............................................................................................................._......-..._.............................:_.........................................................._...>......_.....,..................................................._._............ ............................... k BATHROOM T01, BA's HROOM 110, OWNER ;TBD - GR:INTTTE, SNOW W FIFfE BATFIti00M 303 `PROVIDED ...................................................................._.....................................I_........-........:........I--....__..................................................................................;.....................-................ ..........I-- ................__ .... ............................... ---!.I , TBD - BUTCHER BLOCK ' KrrCHEN 212 OWNER : PIROC IDED ».., <:...:..:..:.:.....:.,,.w 1111.:. „.N.,::. 1111,: .:w, M.. .....v,.::. „.,: ,:..,._...:...,, --: ,:,::,.:. ..,.,. „..,.:::,.:„Mw....,..,,., - „:..::,.:..»...,: .,»,.:,. �.,..,...,::..>....:,..»»::::,,. ,...,.::.,,,..,,w: ».v:,,n..:.,, ,. „.,,.w, »,,,,:,,..,.:.: ,., M..,:. OWNER KITCHEN 212 CONCRETE -COL OR: TBD I PROVIDED ............................................................................................. ............................... ........................ ............................... ........ ......... _............. .... .. , .....:.. ......... ................ --BLACK SOAPSTONE - SLr.B 52X21 BEHIND OWNER a :K'TTCFIEN 212 €RA,NGE ° PROVIDE, _ ................ _................................................................... ............................... _.....r..........- ............ _ _..........................................................................:...................,.........................................................,..... ............................... FTMK S 31 ,ALL STON>u COUiN"TERTOPS 1 a u O 2 c ,1 c O I- I v In p z MATERIAL DESCRIPTION :NOTES MBER i; .... ........................I....11 ....1111....................... I WOOD SF-IAKES TO lNf ATCH P AT PRIMARY f RFl : RESIDENCE ......11.1 .............-1.11.1..._1.1 ............-...................._..............1_.... ._.....................1 ..... -. _ ... - ............. __ ....... - ......... . ... - .......... __ ....... .......... .... I._..- _._....._........ LOCATIONS ALL ROOFING SURFACES VENDOR FINISH MATERIALS LEGEND- EDEN �- CEILINGS, MISC 1 T S T NOT TO SCALE I �4 ;,44 u n i�., I r � M �w �D P4 u y c pww.� c p p” C C W F c C � C = '”" � C � C g C C a � ."”" C 0 G C3 E 4 r T 7 U C z �) L cri E P C c P. { _1c —.0010 ” p C/ p �` = �4 O M T'q Z d u WWI NV) pq C) N. N - BONTa CtT3II "E EURO BATH AND TITLE 7'13 :,MASTER SHOCI'`ER 208 'i 9 9 - 4 ` II : :30311 298 -8453 - SriTRATI LECC 4 - 14D - 1- =T14A- 12'� L T11B 6X6 T1 C 6X12 T Y EURO BATH AND TllLE T14 T TRII�ENAN TILE - JIILK W %TETE i it / 16 TRIM CAP, T14E > BATFT 303 E : a : 3X8, T "14H - 8X12, T14I -- 2.X3, T'14J - 2X12 ... 303- 298 -8453 - SARAH LEC \'IS : 3 .. 11 . ... .. ....................... -11 1 1. ..... > >..... - NOTES LOCATIONS —,.:.,.,...: :....:......:. »1,:11,,,.:1. ,,, „1,1,:11:.::,. „..,:.v...:..::. »..::::.:,.:r_::.»...,:.::::: 1,1:::11::._ :_.,_.:,,..:.N:. ,,11:, _ ,.:,,.:.:.:.::.,.:..: SPECIES TO MATCH W'D t VARIES- TI�I301 GFIC B2 tBASE 2: COVED CERtA \,IIC TII.E iMATCH SCIIEDULED FLOOR TILE VARIES- TIIROUGFIOL T ... ... ...... ...... .... ...... ....... .. ... .B_ ..... 3 BASE 3...:. _4_ RUBBER BASE .O.1.1I11- ',SONFfE 1/$ IRUBBER iYipcf -1 o02 \$LCH 003 . 11 -.. -. .. ...._.._ .. v,.1 111 .I' .. ,11.1.1 _ .1...1.1. 1,11,1: B4 BASE 4: 1h6 \RrOOD BASE SPECIES TO \LATCII LIGHT WOOD OF EX '.: FURNITURE FOR BASEMENT : .-...I.........._ ........:..............................................................................-............................................., ..............................- - .......... ........ .._.... .......... ................... ST3 MOSS ROCK CHATEAU BLEND - REFER TO......... . CSCtE PLACES, SITE WAILS, EXTERIOR STONE VENEER- EXTEMOR SON-NENALP, R \NDOM SQUARE PATTERN : COLMNWNS .................1....1....1..1 j.......................................................................... ............................... -....................................-........................................................................................................:.................................................................... ............................... ST4 STONE CAP- SITE WALLS iMOSS ROCK REFER TO SONNENALP, : ENTRY STOOP RA:N;DOM. SQti ARE I?AT FERN 11.11.. 1 - 1-1-1-- -1-. 1111 __...._... 11 1111 11;. 1111. .... _ _, .. ..... ....... 1111 .. . 11.11._ _„ ,_..v __. 1.1_11 STS >S'TONE VENEER - INTERIOR 1 IRNSTONE - COLOR: TBD KII CA N 212, BAR 210 _........._ ............. s....._..,....._.............................................................................................................................,...................................... ............................... .................... ............................... ..............11............11. ,... CON4 :CONCRETE UNF1NTSHED ;EXPOSED FOUNDATION WALLS ............................ ..........._- ................._ _. __...............__.......__........-.___....................................................._............1......_..................._...................................-1............................,............................,............................ ............................... i PLSI <NOT USED IN, NEW CONSTRUCTION OPTION ............. ..... i.......................:..................................1-.........-...... ..............s................ ........1...1...,....11 ......... .... _ — ......... - . : PLS2 �NLW 4TUCC0 MArCHLXISI'ING I � TLTRIORPATIO 103 __....... ': CI I LI NGS ... ........ . ,_ ....... , 1 111...1 ..... ............................... .....: ....... ........ :...,... ,........ 11.,......__ JAG ::MATEItIALDESCRIPTTON N0'TF$ LOCATIONS :i}TUiVITi�sR,y. 1111..1 - , . ,.... _..._.._......... _._ . ....__.. - .11...1..1 .. _._ ..,,.. ...... .. .. ... .. ... ODW : `i T N i......._........_ ........................_..............._..._............-.__....__.........__.........._._ .... ___ .._.............................._............... ........__.... ... ............. .......- ... __ ....... ._._ .... . ...... . ..... .._... ..._..._..__.___ ....... __...... DRYWALL W/ HEAVY HU,NIP & BUMP ,PAINT TBD, PROVIDE TEXTURE SAMPLE FOR D W2 ' tFEXTURE APPROt AL a .1111.. DW3 ENTETRIOIR ..G.... YP SOFFITBOARI7 PAINT IaBT� SOFFITS 1111_,.. DW4 tTNFIN ,STIED DRYWAIJ TAPED ONLY :BASE LrAYZ?R FOR TNT FINESII ...... ................. ................... ..........................._... , . . DW5 :NOT USED LN NEW CONSTRUCTION OPTION } ......1 . 1 .....1.....1.... _ - __.......... _ ;. _1.1..._.11. 1111.._......._ _.__..._.._ ..........111.,1.. .... ..11_.1...1. ......- ...1111... ...... ._, ......111 D W6 DRYWALL CV /LIGHT HUMP &BUMP TEXTURE PAINT TBD, PROVIDE TEXTURE SAMPLE FOR .,:> - - - -,.„ »,.,, - -. »»......_,..,»,.:...,. � ....:.:..:...._....,..,,,.,,:. w�::..,..,.:,..„.,- ..,w..- ” "-- ,- VALu..,..~.,,...,,_:,.,, -, k..,,:,,..: ,. „.�....,:.„ „1111..., ._..,_:. -- -_ ,,, .....,:.,., -.,- -, ,...- ,- „.-.._.__..,,».,- »,.,,..:, ...k. WD.I ......... .jRISERS AND .T.... R� ...E.. A D...S STMA A ....... ___ .... ...... . ........... ... ....... .........__..... ............. ...................................................................:.......... .............1............1.... . . : WD3 PLYWOOD DECKING UNT H—E.D 1. <RE- S`TRUC'T ATTIC _131 .1 .0.1.-4 ....... .....I.,. ....... WDa CVWOOI?T &G.. _....._... ,1111.. OWNT.RPROVIDED .. CEILINGS .1.1. .111. 1111.. -., . ... . - 1.1.1.1. _ ... ... . WD6 2X8 T&G PLtANKS SPI:?CILS "f0 KLATCH WD5, SELECT GRADE, SEMI :STAIR 1 j TRANSPARAN'`T PENS FR<A'TLNTG SEALER .. - __......... ............__ ...................... ............................... .. . � 1 111.. 1111 .1.1..11... WD7 HEAVY' TIMBERS- EXPOSED DECORATIVE f G ARYING SI7F.S SELECT GR:ADF SEN, � BAR 210 I tVLN7G ROCT4I 211. {F} LOFT s AND OR STRUCI DRAT. BEAPv1S "FKANSPARA_�T PENLTR.ATING SEALER 300, FORT WALKWAY 302 ;11.......1........ .. ...._ ...... ., - .. .....:.....I.,................. 1111. . . ......... . . _..... ........1...11.1.. . _ ... .1111 EXT UOR SOFFIT AT DECK, SOFFIT' ;EEC T GRADE, SEMI TINSP TNT WD8 � 1x8 `T' &G CEDAR �PEN'E'TRATJN, G SEALER UNDER PLISTER BED I XTENSION, ' :ENTRY PORCH SOFFIT :..._1111......... . - . . .. .................... .... ...................._.......,11 .11. ...... ..............._............, -.. -1.11 ... .. .. ,,_ 11,11_.._. .._ .1 ..11 1 .. , WD9 ;COFFERED CY "OOD CETLLN7G SPT?CIC;S `TO ALA fCH WD4, 4'X4` GRII7, PROFILE ENTRY 200, POWDER 202 4 ?TBD, INSTALLED 45 ANGLE ..............................>.......-.........,........_.......................................................... ......................_........ _..................11 -._. -...........-...._.,.,........-... 1.............. .......... ......... ............... 1... PT3 PAINT EXTERIOR ACRYLIC LATEX ;TBD :EXTERIOR SOFFITS . . . ..:1.111. . -........, ............... 111 ........ 1111._. ,....... 1-111_ -. 1,1.,11. ..11.11 -..,. PAINT 5. INTERIOR- :EGGSHELL ACRYLIC PTS N-BD :: GYP BD CEILINGS AND SOFFITS T .__... ENAitfEL . ...... .......................... . 1 .111 _.,...-........f.............. .. _. ,... 1111, 11 .11, .... -1-.. _.1111 ... .. ...- 1..,11 .1_11 .11... ...._ 1111... _ ... T11 TTR.IICEENAN1 TILE -MILK WFIITE fTIIA - 8X12, : BATHROOM 101 FR{k E ti N TIL L -MILK V FAfE T12i GKG Brl FIROOC 110 2 i T11.1 TR KEL.N AN TILL -BONG CITE F13A 12X12 MASTER SITOCVER 208 1T L3 ....... , .... - -1-1- _ 714TRTIEENAN TILE MILK WHITE "T14t1 - 12X12 1111.. BAfHROO tit 303 ___M T21 s BRICK VENEER �THINBRICK - COLOR: TBD : BAR 210 .... ... .. MISC FINISH SURFACES 1,111-1-1.11-.11- TAG MAT ERIALDESCRIPTION "NUMBER GN2+V` STONE COUN'T`ERTOP N. GN..3 <W00D COUNTERTOP ......... . GN4 STONE COUNTERTOP ........111........1 � ............................ . ... - ... ..... 111 ........................... 1 N RTOI GN5 CVOODCOU TR. "T i— , :. GN6 O C C \ RETE COUNTERTOP GNl STONE COUNTERTOP 'VENDOR ROBINSON BRICK COMPANY VENDOR ANN? SACKS - 303- 282 -9300 CFI RISTINE VAN ACKER ANN SACKS -- 303 - 282 -9300 CHRISTINE ..E+ tCK� t ". , , .... .ANN SACKS - 303 -282 -9300 CH RISTWE VAN ACF ER ., ANN SACKS - 303- 282 -9300 CHRISTINE. VrAN ACKER_.. ROBINSON BRICK COMMENTS i ... .- ............................. .._.. .........._....I ............... COMMENTS _.1111.. 1111 . ....................... 1111 .. ..._�.....,, _. _. 1111._. 1111_- 11.11_. _.. _1111__ .._ _ _.11 __. _. NOTES LOCATIONS VENDOR COMM ENTE -...-._.. 11 ... 1 . ................. -... 1.1.11 ..... .... _.._..... -.... .............. ,. . i KFTCHLN 21� ......... ._..... ............ .......... ........:.. .._....... _.. ......... .. ........, .... .. .. ..,..,, 11...1..: ... ,.,. 1111,., , ....:...,. 1111.. .....,,,—, 1111, ..,.,. 1111 z MASTER BATH LAYS 206, BATA ROOM ANAL SACKS - 303 - 282 -9300 ; OWNER SLAB - #AS2385 - 2 :001 : CHRRTIST`INE- VAN ACKER :PROVIDED ,.,,. ».., . ...,,...,. ......................,»,,.,,,,...,:..: ...»,.:,....,..,,.,_.,,,,,,,,,_ ..:. - -,,,. 1111... , ..:.w......,,., .:.,,,..:,..- ,.:...... 1111.. -,, -, ,.,:....,.,, „,»,».....�.- » ».,.,,.:- :..„. -- _.__,.,..,___.__, TBD - RUSTIC WOOD :POWDER 202 � OWNER PRO VIDED .....-....£....1-111 ..............................................................................................................._......-..._.............................:_.........................................................._...>......_.....,..................................................._._............ ............................... k BATHROOM T01, BA's HROOM 110, OWNER ;TBD - GR:INTTTE, SNOW W FIFfE BATFIti00M 303 `PROVIDED ...................................................................._.....................................I_........-........:........I--....__..................................................................................;.....................-................ ..........I-- ................__ .... ............................... ---!.I , TBD - BUTCHER BLOCK ' KrrCHEN 212 OWNER : PIROC IDED ».., <:...:..:..:.:.....:.,,.w 1111.:. „.N.,::. 1111,: .:w, M.. .....v,.::. „.,: ,:..,._...:...,, --: ,:,::,.:. ..,.,. „..,.:::,.:„Mw....,..,,., - „:..::,.:..»...,: .,»,.:,. �.,..,...,::..>....:,..»»::::,,. ,...,.::.,,,..,,w: ».v:,,n..:.,, ,. „.,,.w, »,,,,:,,..,.:.: ,., M..,:. OWNER KITCHEN 212 CONCRETE -COL OR: TBD I PROVIDED ............................................................................................. ............................... ........................ ............................... ........ ......... _............. .... .. , .....:.. ......... ................ --BLACK SOAPSTONE - SLr.B 52X21 BEHIND OWNER a :K'TTCFIEN 212 €RA,NGE ° PROVIDE, _ ................ _................................................................... ............................... _.....r..........- ............ _ _..........................................................................:...................,.........................................................,..... ............................... FTMK S 31 ,ALL STON>u COUiN"TERTOPS 1 a u O 2 c ,1 c O I- I v In p z MATERIAL DESCRIPTION :NOTES MBER i; .... ........................I....11 ....1111....................... I WOOD SF-IAKES TO lNf ATCH P AT PRIMARY f RFl : RESIDENCE ......11.1 .............-1.11.1..._1.1 ............-...................._..............1_.... ._.....................1 ..... -. _ ... - ............. __ ....... - ......... . ... - .......... __ ....... .......... .... I._..- _._....._........ LOCATIONS ALL ROOFING SURFACES VENDOR FINISH MATERIALS LEGEND- EDEN �- CEILINGS, MISC 1 T S T NOT TO SCALE I �4 ;,44 u n i�., I r � M �w �D P4 u y c pww.� c p p” C C W F c C � C = '”" � C � C g C C a � ."”" C 0 G C3 E 4 r T 7 U C z �) L cri E P C c P. { _1c —.0010 ” p C/ p �` = �4 O M T'q Z d u WWI NV) pq C) .... ... .. MISC FINISH SURFACES 1,111-1-1.11-.11- TAG MAT ERIALDESCRIPTION "NUMBER GN2+V` STONE COUN'T`ERTOP N. GN..3 <W00D COUNTERTOP ......... . GN4 STONE COUNTERTOP ........111........1 � ............................ . ... - ... ..... 111 ........................... 1 N RTOI GN5 CVOODCOU TR. "T i— , :. GN6 O C C \ RETE COUNTERTOP GNl STONE COUNTERTOP 'VENDOR ROBINSON BRICK COMPANY VENDOR ANN? SACKS - 303- 282 -9300 CFI RISTINE VAN ACKER ANN SACKS -- 303 - 282 -9300 CHRISTINE ..E+ tCK� t ". , , .... .ANN SACKS - 303 -282 -9300 CH RISTWE VAN ACF ER ., ANN SACKS - 303- 282 -9300 CHRISTINE. VrAN ACKER_.. ROBINSON BRICK COMMENTS i ... .- ............................. .._.. .........._....I ............... COMMENTS _.1111.. 1111 . ....................... 1111 .. ..._�.....,, _. _. 1111._. 1111_- 11.11_. _.. _1111__ .._ _ _.11 __. _. NOTES LOCATIONS VENDOR COMM ENTE -...-._.. 11 ... 1 . ................. -... 1.1.11 ..... .... _.._..... -.... .............. ,. . i KFTCHLN 21� ......... ._..... ............ .......... ........:.. .._....... _.. ......... .. ........, .... .. .. ..,..,, 11...1..: ... ,.,. 1111,., , ....:...,. 1111.. .....,,,—, 1111, ..,.,. 1111 z MASTER BATH LAYS 206, BATA ROOM ANAL SACKS - 303 - 282 -9300 ; OWNER SLAB - #AS2385 - 2 :001 : CHRRTIST`INE- VAN ACKER :PROVIDED ,.,,. ».., . ...,,...,. ......................,»,,.,,,,...,:..: ...»,.:,....,..,,.,_.,,,,,,,,,_ ..:. - -,,,. 1111... , ..:.w......,,., .:.,,,..:,..- ,.:...... 1111.. -,, -, ,.,:....,.,, „,»,».....�.- » ».,.,,.:- :..„. -- _.__,.,..,___.__, TBD - RUSTIC WOOD :POWDER 202 � OWNER PRO VIDED .....-....£....1-111 ..............................................................................................................._......-..._.............................:_.........................................................._...>......_.....,..................................................._._............ ............................... k BATHROOM T01, BA's HROOM 110, OWNER ;TBD - GR:INTTTE, SNOW W FIFfE BATFIti00M 303 `PROVIDED ...................................................................._.....................................I_........-........:........I--....__..................................................................................;.....................-................ ..........I-- ................__ .... ............................... ---!.I , TBD - BUTCHER BLOCK ' KrrCHEN 212 OWNER : PIROC IDED ».., <:...:..:..:.:.....:.,,.w 1111.:. „.N.,::. 1111,: .:w, M.. .....v,.::. „.,: ,:..,._...:...,, --: ,:,::,.:. ..,.,. „..,.:::,.:„Mw....,..,,., - „:..::,.:..»...,: .,»,.:,. �.,..,...,::..>....:,..»»::::,,. ,...,.::.,,,..,,w: ».v:,,n..:.,, ,. „.,,.w, »,,,,:,,..,.:.: ,., M..,:. OWNER KITCHEN 212 CONCRETE -COL OR: TBD I PROVIDED ............................................................................................. ............................... ........................ ............................... ........ ......... _............. .... .. , .....:.. ......... ................ --BLACK SOAPSTONE - SLr.B 52X21 BEHIND OWNER a :K'TTCFIEN 212 €RA,NGE ° PROVIDE, _ ................ _................................................................... ............................... _.....r..........- ............ _ _..........................................................................:...................,.........................................................,..... ............................... FTMK S 31 ,ALL STON>u COUiN"TERTOPS 1 a u O 2 c ,1 c O I- I v In p z MATERIAL DESCRIPTION :NOTES MBER i; .... ........................I....11 ....1111....................... I WOOD SF-IAKES TO lNf ATCH P AT PRIMARY f RFl : RESIDENCE ......11.1 .............-1.11.1..._1.1 ............-...................._..............1_.... ._.....................1 ..... -. _ ... - ............. __ ....... - ......... . ... - .......... __ ....... .......... .... I._..- _._....._........ LOCATIONS ALL ROOFING SURFACES VENDOR FINISH MATERIALS LEGEND- EDEN �- CEILINGS, MISC 1 T S T NOT TO SCALE I �4 ;,44 u n i�., I r � M �w �D P4 u y c pww.� c p p” C C W F c C � C = '”" � C � C g C C a � ."”" C 0 G C3 E 4 r T 7 U C z �) L cri E P C c P. { _1c —.0010 ” p C/ p �` = �4 O M T'q Z d u WWI NV) pq C) 'VENDOR ROBINSON BRICK COMPANY VENDOR ANN? SACKS - 303- 282 -9300 CFI RISTINE VAN ACKER ANN SACKS -- 303 - 282 -9300 CHRISTINE ..E+ tCK� t ". , , .... .ANN SACKS - 303 -282 -9300 CH RISTWE VAN ACF ER ., ANN SACKS - 303- 282 -9300 CHRISTINE. VrAN ACKER_.. ROBINSON BRICK COMMENTS i ... .- ............................. .._.. .........._....I ............... COMMENTS _.1111.. 1111 . ....................... 1111 .. ..._�.....,, _. _. 1111._. 1111_- 11.11_. _.. _1111__ .._ _ _.11 __. _. NOTES LOCATIONS VENDOR COMM ENTE -...-._.. 11 ... 1 . ................. -... 1.1.11 ..... .... _.._..... -.... .............. ,. . i KFTCHLN 21� ......... ._..... ............ .......... ........:.. .._....... _.. ......... .. ........, .... .. .. ..,..,, 11...1..: ... ,.,. 1111,., , ....:...,. 1111.. .....,,,—, 1111, ..,.,. 1111 z MASTER BATH LAYS 206, BATA ROOM ANAL SACKS - 303 - 282 -9300 ; OWNER SLAB - #AS2385 - 2 :001 : CHRRTIST`INE- VAN ACKER :PROVIDED ,.,,. ».., . ...,,...,. ......................,»,,.,,,,...,:..: ...»,.:,....,..,,.,_.,,,,,,,,,_ ..:. - -,,,. 1111... , ..:.w......,,., .:.,,,..:,..- ,.:...... 1111.. -,, -, ,.,:....,.,, „,»,».....�.- » ».,.,,.:- :..„. -- _.__,.,..,___.__, TBD - RUSTIC WOOD :POWDER 202 � OWNER PRO VIDED .....-....£....1-111 ..............................................................................................................._......-..._.............................:_.........................................................._...>......_.....,..................................................._._............ ............................... k BATHROOM T01, BA's HROOM 110, OWNER ;TBD - GR:INTTTE, SNOW W FIFfE BATFIti00M 303 `PROVIDED ...................................................................._.....................................I_........-........:........I--....__..................................................................................;.....................-................ ..........I-- ................__ .... ............................... ---!.I , TBD - BUTCHER BLOCK ' KrrCHEN 212 OWNER : PIROC IDED ».., <:...:..:..:.:.....:.,,.w 1111.:. „.N.,::. 1111,: .:w, M.. .....v,.::. „.,: ,:..,._...:...,, --: ,:,::,.:. ..,.,. „..,.:::,.:„Mw....,..,,., - „:..::,.:..»...,: .,»,.:,. �.,..,...,::..>....:,..»»::::,,. ,...,.::.,,,..,,w: ».v:,,n..:.,, ,. „.,,.w, »,,,,:,,..,.:.: ,., M..,:. OWNER KITCHEN 212 CONCRETE -COL OR: TBD I PROVIDED ............................................................................................. ............................... ........................ ............................... ........ ......... _............. .... .. , .....:.. ......... ................ --BLACK SOAPSTONE - SLr.B 52X21 BEHIND OWNER a :K'TTCFIEN 212 €RA,NGE ° PROVIDE, _ ................ _................................................................... ............................... _.....r..........- ............ _ _..........................................................................:...................,.........................................................,..... ............................... FTMK S 31 ,ALL STON>u COUiN"TERTOPS 1 a u O 2 c ,1 c O I- I v In p z MATERIAL DESCRIPTION :NOTES MBER i; .... ........................I....11 ....1111....................... I WOOD SF-IAKES TO lNf ATCH P AT PRIMARY f RFl : RESIDENCE ......11.1 .............-1.11.1..._1.1 ............-...................._..............1_.... ._.....................1 ..... -. _ ... - ............. __ ....... - ......... . ... - .......... __ ....... .......... .... I._..- _._....._........ LOCATIONS ALL ROOFING SURFACES VENDOR FINISH MATERIALS LEGEND- EDEN �- CEILINGS, MISC 1 T S T NOT TO SCALE I �4 ;,44 u n i�., I r � M �w �D P4 u y c pww.� c p p” C C W F c C � C = '”" � C � C g C C a � ."”" C 0 G C3 E 4 r T 7 U C z �) L cri E P C c P. { _1c —.0010 ” p C/ p �` = �4 O M T'q Z d u WWI NV) pq C) 1 a u O 2 c ,1 c O I- I v In p z MATERIAL DESCRIPTION :NOTES MBER i; .... ........................I....11 ....1111....................... I WOOD SF-IAKES TO lNf ATCH P AT PRIMARY f RFl : RESIDENCE ......11.1 .............-1.11.1..._1.1 ............-...................._..............1_.... ._.....................1 ..... -. _ ... - ............. __ ....... - ......... . ... - .......... __ ....... .......... .... I._..- _._....._........ LOCATIONS ALL ROOFING SURFACES VENDOR FINISH MATERIALS LEGEND- EDEN �- CEILINGS, MISC 1 T S T NOT TO SCALE I �4 ;,44 u n i�., I r � M �w �D P4 u y c pww.� c p p” C C W F c C � C = '”" � C � C g C C a � ."”" C 0 G C3 E 4 r T 7 U C z �) L cri E P C c P. { _1c —.0010 ” p C/ p �` = �4 O M T'q Z d u WWI NV) pq C) R I e 13 O O BASEMENT FINISH PLAN TURNT T Ir- 01 LY 8 O O O I tJ O w P4 c C p C rv.ol will I -.0014 c • c ca Ca ti � T. O, NE �� 09-1 Ill T.O.STOdlf 99 T.O.STONE ✓ ✓-A&ll I A5,5 c\j M Ln DN T.O. DECK 951-77/811 BEDROOM I III WQE� W4 T.O. DECK �G> 1001-7 11211 9A9.1 3 A9. T.O.CONC 011 100 1- CON V411� T.O.5TONE �J\.O.5TON i, it l = 100-5 1/2 41 -3 1/2 REF A2.2 FOR 5TONE,' L,"ff' LAYOUT\AND fIN15,H TH15 AREA if N�— T.O.5Td 1001-411 if I U L -A I t-1 \! k—1 IN PATIO 103 'T.O.5TONP 0 It 070` -5 1/211.( T 0 M M P 51TTI NV- 'Pie HALL 1109 1 CPT2 T.O.5TONf- 7 �001,8 3/411 3H �3 tl LAV 1105 \c) < PLATFORM FO—GA 10721 -4 1 ;PT I v'tl 1 T. ECK I ODI– 0,, I k- 0 11c) T.O CURB T.-DCONC 11001-7 1 /211 44. 1 EXPANDED REF A-'2,,2 FOR G ARAG F 1 .4 W31D �NshTtII5 LAYOUT AR&�, 6 4 )m ROOM W4A W4H 4 4 4 1 OA9.1 4 4 4. 1 4 4 W4B 4 41 4 GARAGE ' ENTRY - ICON OPEN 11 13 1 1 1 A DN T.O. DECK 951-77/811 BEDROOM I III WQE� W4 T.O. DECK �G> 1001-7 11211 9A9.1 3 A9. T.O.CONC 011 100 1- CON V411� T.O.5TONE �J\.O.5TON i, it l = 100-5 1/2 41 -3 1/2 REF A2.2 FOR 5TONE,' L,"ff' LAYOUT\AND fIN15,H TH15 AREA if N�— T.O.5Td 1001-411 if I U L -A I t-1 \! k—1 IN PATIO 103 'T.O.5TONP 0 It 070` -5 1/211.( T 0 M M P 51TTI NV- 'Pie HALL 1109 1 CPT2 T.O.5TONf- 7 �001,8 3/411 3H �3 tl LAV 1105 \c) < PLATFORM FO—GA 10721 -4 1 ;PT I v'tl 1 T. ECK I ODI– 0,, O MrAll SM, 1 VIM I A5.0 O P4 �4 Li a P-4 0 -..Nola k- 11c) BED 2 X Ill— �NY 11OG 5 1 L i! n Jo, W4A W4H 1 OA9.1 VE5T T5 IT 5 13 ..lV4F w I� _ gT,4 41i 4 4 4 a V4 -4 4 U21, GARAGE 2 1 14 47 EIT � 4 4 Iff f &2' 'l f,DP,-CQNCPETF AAYOUT AND fIN15H T��S ROO m 4 4 'ONC T.O. C q W3A 1 00 —011 I . 4 d 4 4 d 41 c,l O MrAll SM, 1 VIM I A5.0 O P4 �4 Li a P-4 0 -..Nola O mom a O 0 0 U M.i O vt Mv vl� aeE I I INS) LOFT LEVEL FINISH 01 41 GI 5' SCALE: 1 /4" m n I la z 0 8-1 I FEE C. a u u 0 0 P4 0 P. P4 0 u No us rzkqbr o:wh.. F----::] I1 Jul r C'4 O 0 0 v I C w O F O L 4 BASEMENT LEVEL FINISH REFLECTED CEILING PLAN a T■ ■ ■ T T z 0' 4' 6` 8' SCALE: 1/4" = I ' -O" I N - -a IN 06, re-1 -m__ j 0 FXP05ED WOOD TREADS AND RISERS ABOVE, EXPOSED WOOD TREADS ABOVE. OPEN TO ABOVE- EXIST FLOORING AND J015T5 REMOVED IN TH15 LOCATION EXP05ED FLOOR JOISTS (RE: 5TRUCT.). GYP, BD. 50FFIT (DW2) - PAINT PT5 FULLY INSULATE CEILING CAVITY W/ SOUND INSULATION BATTS. GYP. BD. (DW4) - TAPED ONLY, UNFINI5HFD WATER RESISTANT GYP BD THROUGH TH15 AREA 0 FULLY INSULATE CEILING CAVITY W /R -2 1 INSULATION AT GARAGE LOCATIONS FULLY INSULATE CEILING CAVITY W /R-49 FACED BATT INSULATION AT EXTERIOR PATIO LOCATIONS DECORATIVE I Ox 12 ROUGH TIMBER WOOD BEAMS- (9-' " WIDE x 1 I �' "" DEEP A55UMF 0 0 v w NOTE: RFf FRENCE A3.0 fOR BASE RFf LECTED CEILING LAYOUT, COORDINATION • AND NOTES REf FRENCF A3.4 , r r LAYOUT. COORDINATE ALL DUCTWORK •i If ICATION5 AND ADDITIONI PRIOR INSTALLATION. x c 0 x 0 a p a z V x a B44 a -.0010 IN ow- +M "i • • .il 1 � • i �� al r � rr r I a x C �J G x a U 0 c z C�1 -- _ LEVEL, ONE FINISH REFLECTED CEILING PLAN 1 AU T��T T —�� G' 4' 6' 8' SCALE: 114" = P-0" M m lam-m-LIF Will SION "o- w 0 9 I x8 T *G CEDAR (WD8). (E) GYP. BD. (DWI) - PATCH AND REPAIR AS NEEDED - PAINT PT5 GYP. BD. SOFFIT QW2) - PAINT PT5 EXTERIOR GYP. SOFFIT BD. - PAINT PT3. EXIST STUCCO SOFFIT TO REMAI N- PAINT PT3 CONTINUE WOOD WD5 ON VERTICAL fACE Of 50f f IT- ALIGN ALL JOINTJ W/HORIZONTAL . , pal FULLY INSULATE CEILING CAVITY W/ SOUND BATTS. f ULLY INSULATE CEILING CAVITY W1 R-49 BATT INSULATION, WRAP ALL PIPES IN CAVITY a TAPE : PLUM 51 NG/M a TAG WOOD PLANKS (WD5) - (OWNER PROVIDED CONTRACTOR INSTALLED) RE.-INTERIORS FOR PERIMETER TRIM BOARD DETAILS WOOD BEAMS WRAPPED IN STUCCO TO MATCH EXTERIOR.. DECORATIVE GxC ROUGH TIMBER BEAMS 2 I LIGHT FIXTURE ROUTED INTO THE BOTTOM OF THE DECORATIVE BEAMS - RE: I NTERIORS OWNER PROVIDED CONTRACTOR INSTALLED LIGHT FIXTURE NOTE: REf ERFNCF A3.1 fOR ' i COORDINATION ■ ! NOTES i U O a 0 0 B i 10 w H U w '+s C) w z 0 x 0 U a 0 N w w O P4 • 5 1*1 • I q x C V w O 0 CA O C? O V LEVEL TWO FINIS. REFLECTED CEILING PLAN O` 4' 6' 8' SCALE: 1/4" = 1'-0" I► 1 1J r 4 w F-A 61L Bel -m-, j EXPOSED WOOD BEAMS WD7, 2x8 T *G PLANKS - WDG. EXPOSED WOOD TREADS WD I (RISERS OPEN). GYP. BD. DW2 - PAINT PT5 GYP. BD. 50FFIT DW2 - PAINT PT5 FULL HEIGHT CABINETRY, PROVIDE TRIM CLOSURES AS REQUIRED TO MATCH CABINETRY. EXTEND WOOD WD5 TO VERTICAL PACE OF 50f:fIT- ALIGN JOINTS WITH HORIZONTAL 5URFACE5 CERAMIC TILE T3. FX15TING GYP. BD. (DWI), PATCH AND REPAIR AS NEEDED, PAINT PT5 I x8 T *G CEDAR - WD8. TKI M BOARD CUT TO FIT IN KI DGE VALLEY- MATCH WD5 EXIST I x8 T *G CEDAR TO REMAIN- FINISH TO MATCH WD8 FULL HEIGHT TIMBER P05T - WD7. FULLY INSULATE CEILING CAVITY W1 SOUND BATTS. `•i R rR R R i R "r i r 1 iiR � R • . "i R R i • it ' R EXTERIOR GYP. SHEATHING, DW3 - PAINT PT3 MODIFIED EX15T SKYLIGHT i i • Ri R i i "• -'� ._+ri•R � • r•i. r r it iiR rR,.' Ri '15111 1 iii it -• - i ii• NOTE: REf ERENCE A3.2 fOR BASE RIff LECTFD CFILI NG LAYOUT, COORDINATION i R NOTES • Lon 1� w x H U w x U a n w x Is FS I p a w O x Q c C; 9 2A5.0 z 0 O S O O v LOFT LEVEL FINISH REFLECTED CEILING PLAN T T 0' 4' G' 8' SCALE: 114" = 1'-0" HIM slr PULL HT. TIMBER POST - WD7. EXISTING EXPOSED WOOD BEAM W1 NEW WOOD WRAP TO MATCH WD7. WRAP TO PROVIDE 10"WX24"D. Q DECORATIVE WOOD BEAM - WD7. T *G WOOD PLANKS - WD5 (OWNER PROVIDED CONTRACTOR INSTALLED) INSTALL OVER (E) WOOD DECKING WHERE EXISTS. FURR DOWN TO ALIGN INSTALLATION OF WOOD DECKING W1 ADJACENT AREAS INSTALLED OVER TOP OF (E) DECK PLANKS. Q WALL CENTERED UNDER BEAM - TERMINATES @ UNDERSIDE OF BEAM. ADDED 2x4 BRACES AT 30" O.C. MAX- 5'MAX HEIGHT PROM TOP OF FLOOR JOISTS TO BOTTOM OF BRACES SO ATTIC IS IN COMPLIANCE W/TOWN OF VAIL GRFA DEDUCTION CRITERIA I I PROVIDE GYP. BD. - DW4 TAPED ONLY AND PREPPED TO RECEIVE FINISH MATERIAL. SOFFIT FRAMING BELOW REf ERENCE O- BA5E REf LECTED CEILING LAYOUT., COORDINATION AND NOTE5 ir i w O 0 Q I z 0 H c�7 O V 91 rmmmm r 0 ::7400 ow I t fl, I A • rr w x w H P. a w H 0 H L(} w w O r� w 2 ww 0 F_ ZI a 04 m 9 0 �L. x z l.: z 0 u 9 z x GENERAL. 1. ALL CONSTRUCTION SHALL CONFORM TO THE 2003 EDITION OF THE INTERNATIONAL BUILDING CODE (IBC) INCLUDING LOCAL JURISDICTION AMENDMENTS. 2. IN SUCH CASE THAT THERE IS NO ARCHITECT FOR THIS PROJECT THE ENGINEER OF RECORD OR OWNER'S REPRESENTATIVE SHALL BE SUBSTITUTED FOR ALL OR ANY REFERENCE TO THE ARCHITECT. 3. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE MEANS OR METHOD OR SEQUENCE OF CONSTRUCTION. THE CONTRACTOR SHALL BE RESPONSIBLE FOR AND PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTION. THESE MEASURES SHALL INCLUDE, BUT NOT BE LIMITED TO: BRACING, SHORING OF LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND IMPLEMENTATION OF ALL SCAFFOLDING, BRACING AND SHORING. OBSERVATION VISITS TO THE SITE BY THE STRUCTURAL ENGINEER SHALL NOT INCLUDE INSPECTION OF THE ABOVE ITEMS. THE STRUCTURAL ENGINEER WILL NOT BE RESPONSIBLE FOR THE CONTRACTOR'S MEANS, METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES OF CONSTRUCTION, NOR WILL THE STRUCTURAL ENGINEER BE RESPONSIBLE FOR'CONSTRUCTION SITE SAFETY, OR THE SAFETY PRECAUTIONS AND THE PROGRAMS INCIDENT THERETO. 4. IT IS THE CONTRACTOR'S RESPONSIBILITY TO INSPECT AND ENSURE THAT ALL STRUCTURAL WORK IS IN CONFORMANCE WITH THE CONTRACT DOCUMENTS. ANY STRUCTURAL INSPECTION /OBSERVATION PROVIDED BY OTHERS (INCLUDING THE STRUCTURAL ENGINEER OF RECORD) DOES NOT RELIEVE THE CONTRACTOR OF THIS RESPONSIBILITY. ANY STRUCTURAL DEVIATIONS FROM THE CONTRACT DOCUMENTS THAT ARE FOUND AT A LATER DATE AND ARE DECLARED TO BE SIGNIFICANT BY THE STRUCTURAL ENGINEER OF RECORD SHALL BE CORRECTED BY THE CONTRACTOR (AT THE CONTRACTOR'S EXPENSE). ANY INDIVIDUAL PERFORMING STRUCTURAL INSPECTIONS /OBSERVATIONS IS NOT AUTHORIZED TO DIRECT OR APPROVE VE ANY CHANGES FROM THE CONTRACT DOCUMENTS OR STOP AND /OR DELAY THE WORK. 5. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND COORDINATE SITE CONDITIONS WITH THE DRAWINGS PRIOR TO BIDDING OR START OF CONSTRUCTION. ANY CONFLICTS, DISCREPANCIES, OR OMISSIONS SHALL BE RESOLVED WITH THE ARCHITECT PRIOR TO CONSTRUCTION AND PRIOR TO PROCEEDING. DO NOT USE SCALED DIMENSIONS. USE WRITTEN DIMENSIONS OR WHERE NO DIMENSION IS PROVIDED, CONSULT WITH THE ARCHITECT FOR CLARIFICATION BEFORE PROCEEDING WITH THE BID OR THE WORK. 6. CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON THE STRUCTURE SO AS NOT TO EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. 7. WHERE ANY DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, STRUCTURAL NOTES AND SPECIFICATIONS, THE GREATER REQUIREMENTS SHALL GOVERN. WHERE NO SPECIFIC DETAIL IS SHOWN, CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ON THE PROJECT, OR IF THERE IS NO SIMILAR WORK, THEN CONSTRUCTION SHALL BE AS IS STANDARD IN THE INDUSTRY. 8. NOT ALL OPENINGS OR EQUIPMENT ARE SHOWN ON THE STRUCTURAL DRAWINGS, AND IT IS THE GENERAL CONTRACTORS RESPONSIBILITY TO COORDINATE WITH THE SUBCONTRACTORS AND EQUIPMENT SUPPUERSf MANUFACTURERS. EQUIPMENT BEING SUPPORTED BY OR SUSPENDED FROM THE STRUCTURE SHALL BE COORDINATED WITH THE MANUFACTURER OF ANY PRE - ENGINEERED FRAMING OR COMPONENTS. ALL OPENINGS SHALL BE PROPERLY REINFORCED AS APPROVED BY THE ENGINEER, 9. REFER TO ARCHITECTURAL, MECHANICAL, PLUMBING, ELECTRICAL AND CIVIL DRAWINGS FOR LOCATION AND DETAILS OF BLOCKOUTS, INSERTS, OPENINGS, CURBS, EQUIPMENT LOADS, EQUIPMENT BASES AND PADS, PIPING, DUCTS, SITE WORK ITEMS, ETC. AND DIMENSIONS NOT SHOWN ON STRUCTURAL DRAWINGS. 10. APPROVED EQUAL OPTIONS ARE FOR THE CONTRACTOR'S CONVENIENCE AND ARE SUBJECT TO APPROVAL BY THE ARCHITECT. IF AN OPTION IS CHOSEN, THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL CHANGES AND COSTS NECESSARY AND FOR COORDINATION OF ALL DETAILS AS REQUIRED TO INCORPORATE THE OPTION INTO THE WORK. 11. ALL PRE - ENGINEERED /PREFABRICATED ITEMS AND MATERIALS SHALL BE INSTALLED IN STRICT ACCORDANCE WITH THE MANUFACTURERS REQUIREMENTS AND ALTERATIONS ARE ALLOWED ONLY IN WRITING. 12. ALL DETAILS SHOWN SHALL BE INCORPORATED INTO THE PROJECT AT ALL APPROPRIATE LOCATIONS, WHETHER SPECIFICALLY INDICATED OR NOT. TYPICAL DETAILS' MAY OR MAY NOT BE CUT ON THE DRAWINGS, AND DETAILS MAY OR MAY NOT BE CUT AT ALL SPECIFIC LOCATIONS, BUT SHALL APPLY UNLESS NOTED OTHERWISE. 13. WHERE REFERENCE IS MADE TO VARIOUS BUILDING CODES, TEST STANDARDS, REFERENCE STANDARDS, ETC. FOR MATERIALS OR PERFORMANCE, SUCH REFERENCE MATERIALS SHALL BE THE CURRENT ADOPTED EDITION AND /OR ADDENDUM. 14. ANY ENGINEERING DESIGN PROVIDED BY OTHERS AND SUBMITTED FOR REVIEW SHALL BEAR THE SEAL OF A PROFESSIONAL CIVIL OR STRUCTURAL ENGINEER REGISTERED IN THE STATE OF THE LOCAL JURISDICTION. 15. FOR CLARITY, ALL ROOF, WALL AND /OR FLOOR OPENINGS MAY NOT BE SHOWN ON STRUCTURAL DRAWINGS, FOR EXACT SIZE, NUMBER AND LOCATION OF OPENINGS, SEE ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS. FOR FRAMING AT OPENINGS, SEE TYPICAL STRUCTURAL DETAILS. VERIFY ALL SIZES, WEIGHTS AND LOCATION OF MECHANICAL AND ELECTRICAL EQUIPMENT, DUCTS, ETC. WITH MECHANICAL AND ELECTRICAL ENGINEERS THROUGH ARCHITECT. 16, ALL GLASS CURTAIN WALLS, WINDOWS, STOREFRONT WINDOW SYSTEMS, ETC. AND THEIR SUPPORT MULLIONS OR MUNTINS SHALL BE AS DESIGNED AND DETAILED BY OTHERS. COORDINATE WITH ARCHITECT AND PROVIDE DESIGN CALCULATIONS, AND DRAWINGS SEALED BY A REGISTERED ENGINEER. 17. COORDINATE ALL SHOP DRAWING SUBMITTAL REQUIREMENTS WITH THE STRUCTURAL NOTES AND THE ARCHITECT. 18. DESIGN LOADS: ROOF LIVE LOAD = 100 PSF (INCREASED VALUE FOR SNOW DRIFT) ROOF DEAD LOAD = 25 PSF GROUND SNOW LOAD, Pg = 25 PSF FLAT -ROOF SNOW LOAD, Pf = 80 PSF SNOW LOAD IMPORTANCE FACTOR is = 1.0 THERMAL FACTOR, Ce = 1.0 ROOF WIND UPLIFT LOAD = 5 PSF (NET) FLOOR LIVE LOAD = 40 PSF (REDUCIBLE PER IBC SECTION 1607.9) CONCENTRATED FLOOR LIVE LOAD = 2000 LBS PLACED PER IBC TABLE 1607.1 FLOOR DEAD LOAD = 25 PSF DECK DEAD LOAD = 85 PSF (STONE PAVERS WITH SNOW MELT SYSTEM OVER WOOD) DECK LIVE LOAD = 100 PSF COMPOSITE FLOOR LOAD =107 PSF WIND: BASIC WIND SPEED = 90 MPH (3 SEC GUST);Iw = 1.0, EXPOSURE "C "; BUILDING CATEGORY = I INTERNAL PRESSURE COEFFICIENT, GCp = t 0.18 (ENCLOSED BUILDING PER ASCE 7, SECTION 6) COMPONENTS AND CLADDING = PER IBC TABLE 1609.6.2.1(2) 10 PSF MIN SEISMIC: SEISMIC USE GROUP I; Sds = 0.34; Sd1 = 0.1; le = 1.0; SITE CLASS D; SEISMIC DESIGN CATEGORY C, R = 4.5 ORDINARY REINFORCED CONCRETE SHEAR WALLS. FOUNRATIONS. 1. FOUNDATION DESIGN BASED ON SOILS REPORT #406 0006 BY HP GEOTECH, INC. DATED FEBUARY 9TH, 2006. DESIGN SOIL BEARING PRESSURE = 3000 PSF AT 3' -6" BELOW LOWEST ADJACENT FINISHED GRADE. SPREAD FOOTINGS SHALL BEAR ON FIRM UNDISTURBED SOIL ENGINEERED FILL PER THE SOILS REPORT AND TYPICAL EARTHWORK DETAIL. FOR BOTTOM OR TOP OF FOOTING ELEVATIONS, COORDINATE WITH FOUNDATION DETAILS AND /OR PLANS. 2. ALL CONSTRUCTION SHALL COMPLY WITH THE RECOMMENDATIONS OF THE SOILS REPORT. THE STRUCTURAL ENGINEER IS NOT RESPONSIBLE FOR ANY GEOTECHNICAL ASPECTS OF THIS PROJECT. 3. THE OWNER SHALL EMPLOY A REGISTERED SOILS ENGINEER TO PERFORM NECESSARY TESTING AND INSPECTIONS FOR QUALITY CONTROL AND TO ENSURE THAT THE REQUIREMENTS OF THE SOILS REPORT ARE COMPLIED WITH. TEST REPORTS SHALL BE SUBMITTED DIRECTLY TO THE ARCHITECT AND ENGINEER FROM THE SOILS ENGINEER, WITH COPY TO CONTRACTOR. INCLUDE THE FOLLOWING INFORMATION IN THE REPORTS: TEST REPORT ON BORROW MATERIALS • VERIFICATION OF EACH FOOTING SUB GRADE • FI ELD DENSITY TEST REPORTS SI • ONE OPTIMUM MOISTURE • MAXIMUM DENSITY CURVE FOR EACH TYPE OF SOIL ENCOUNTERED. 4. FILLED EXCAVATIONS OR BURIED STRUCTURES SUCH AS CESSPOOLS, CISTERNS, EXISTING FOUNDATIONS, ETC., OR ANY UNUSUAL SOILS CONDITIONS ENCOUNTERED DURING SITE CLEARING OR EXCAVATION SHALL BE BROUGHT TO THE ATTENTION OF THE SOILS ENGINEER IMMEDIATELY. 5. ABANDONED FOOTINGS, NEW OR EXISTING UTILITIES, ETC., THAT INTERFERE WITH NEW CONSTRUCTION SHALL BE REROUTED OR REMOVED AS COORDINATED WITH THE ARCHITECT AND AS DIRECTED BY THE SOILS ENGINEER. 6. SLOPE ALL EXTERIOR FINISHED GRADES AWAY FROM THE BUILDING TO ENSURE NO PONDING OF WATER OCCURS AROUND BUILDINGS. CONTRACTOR SHALL PROVIDE FOR PROPER DE- WATERING OF EXCAVATIONS FROM SURFACE WATER, GROUND WATER, GROUND WATER, SEEPAGE, ETC. 7. BACKFILL MATERIAL. DO NOT PLACE ANY BACKFILL BEHIND WALLS BEFORE CONCRETE OR MASONRY HAS ATTAINED FULL DESIGN STRENGTH. CONTRACTOR SHALL BRACE OR PROTECT ALL WALLS, INCLUDING PIT WALLS BELOW GRADE FROM EARTH PRESSURE LOADS AND OVERTURNING, UNTIL THE STRUCTURE IS COMPLETELY IN PLACE AND HAS ATTAINED FULL STRENGTH. CONTRACTOR SHALL PROVIDE FOR DESIGN, PERMITS AND INSTALLATION OF ALL BRACING. 8. CONTRACTOR IS RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF ALL SHORING, CRIBBING, SHEATHING, SHEET PILING, ETC. AS REQUIRED TO SAFELY RETAIN EXCAVATIONS, EARTH BERMS AND TRENCHES DURING CONSTRUCTION. CAST -IN -PLACE CONCRETE: 1. CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF ACI 301, "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS" AND ACI 318, "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE ", AND IBC CHAPTER 19. 2. CONCRETE SHALL BE READY MIXED CONCRETE IN ACCORDANCE WITH ASTM C94. MINIMUM 28 DAY COMPRESSIVE STRENGTH SHALL BE AS FOLLOWS: NORMAL WEIGHT CONCRETE STRENGTH MAXIMUM AGGREGATE SIZE (INCHES) MAXIMUM SLUMP (INCHES) FOOTINGS 3,000 PSI * 1 1/2" 5 " -7" SLAB ON GRADE 3,000 PSI * in 5 " -7" COLUMNS 4,000 PSI 3/4" 4 " -6" WALLS 3,000 PSI 3/4" 4" -6" NON- STRUCTURAL FILL I 1,000 PSI 1 1/2" 1 6 " -8" * DESIGNED FOR 2500 PSI U.N.O. BUT SPECIFIED AS 3000 PSI FOR DURABILITY PURPOSES 3. SLABS -ON -GRADE HAVE BEEN DESIGNED IN ACCORDANCE WITH THE DESIGN OF SLABS ON GRADE" ACI 360. FLOOR SLABS SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE "GUIDE FOR CONCRETE FLOOR AND SLAB CONSTRUCTION ", ACI 302.1, 'CONCRETE FLOORS ON GROUND ", PORTLAND CEMENT ASSOCIATION, AND ACI 318. 4. CEMENT SHALL CONFORM TO ASTM C150, TYPE 11. AGGREGATE PER ASTM C33. LIGHTWEIGHT AGGREGATE PER ASTM C330. DO NOT TAMP SLABS (USE ROLLER BUG, VIBRATING SCREED OR BULL FLOAT ONLY). PROVIDE AIR - ENTRAINING ADMIXTURE AT ALL EXPOSED CONCRETE AT A RATE ADEQUATE TO PROVIDE 5.0% AIR AT POINT OF PLACEMENT, TESTED IN ACCORDANCE WITH ASTM C233. 5. CONCRETE CONTAINING SUPERPLASTICIZING ADMIXTURE SHALL HAVE FIELD- VERIFIED 3" MAXIMUM SLUMP PRIOR TO ADDING ADMIXTURE AND 8" MAXIMUM SLUMP AT PLACEMENT. MIX DESIGNS SHALL BE DESIGNED BY THE CONCRETE PRODUCTION FACILITY IN ACCORDANCE WITH ACI 301 AND APPROVED BY THE STRUCTURAL ENGINEER PRIOR TO CONSTRUCTION. THE CONTRACTOR SHALL CONSIDER THE USE OF SUPERPLASTICIZER WHERE CONGESTION OF REBAR IS LIKELY TO CAUSE ROCK POCKETS OR VOIDS. THE CEMENT FOR THE MIX SHALL BE TYPE IL THE RATE OF PLACING SUCH CONCRETE SHALL BE REDUCED OR THE FORM STRENGTH SHALL BE INCREASED TO SAFELY RESIST INCREASED PRESSURE AGAINST THE FORMS. DO NOT USE WITH COLORED CONCRETE. 6. FIBER MESH REINFORCEMENT IN SLABS ON GRADE (IF USED) SHALL CONFORM TO ASTM C 1116, TYPE 111, SYNTHETIC FIBERS OF 100 PERCENT VIRGIN POLYPROPYLENE FIBRILLATED FIBERS CONTAINING NO REPROCESSED OLEFIN MATERIALS; 70 KSI. PROVIDE MINIMUM OF 1.5 POUNDS OF FIBERS PER CUBIC YARD OF CONCRETE USED. 7. CONCRETE SHALL BE FREE OF CHLORIDE. 8. FLY ASH ADDITIVES (WHEN USED) SHALL CONFORM TO ASTM C618, CLASS F. FLY ASH SHALL NOT REPLACE MORE THAN 18% OF CEMENT BY WEIGHT. 9. PROVIDE SLEEVES FOR UTILITY OPENINGS IN CONCRETE BEFORE PLACING CONCRETE. DO NOT CUT ANY CONFLICTING REINFORCING. CORING OR CUTTING CONCRETE IS NOT PERMITTED EXCEPT AS SHOWN. NOTIFY THE ARCHITECT IN ADVANCE OF CONDITIONS NOT SHOWN ON THE DRAWINGS. NO PIPES, CONDUITS, DUCT, ETC. SHALL BE PLACED IN CONCRETE COLUMNS, OR FOOTINGS UNLESS SPECIFICALLY DETAILED, -SIMUCTURAL NOTES PROJECT SPECIFICATION Or REQUIREMENTS) j i CONCRETE CONT. REINFORCING CONT. 10. NO CONSTRUCTION JOINTS OTHER THAN THOSE SHOWN ON THE DRAWINGS SHALL BE INSTALLED WITHOUT APPROVAL OF THE ENGINEER. PROVIDE 3/4" CHAMFER AT ALL CORNERS, U.N.O. 11. CONCRETE SHALL NOT BE DROPPED MORE THAN FIVE FEET VERTICALLY WITHOUT USE OF TREMIES. 12. CONCRETE FOOTINGS AND PADS MAY BE POURED AGAINST NEAT EXCAVATIONS PROVIDED THE REQUIRED CONCRETE COVERAGE FOR REINFORCING IS MAINTAINED. CONCRETE WALLS AND COLUMNS SHALL BE DOWELED FROM SUPPORTS S WITH BARS OF THE SAME SIZE AND PACING. SEE 'REINFORCING STEEL" FOR LAP REQUIREMENTS. 13. OPENINGS, POCKETS, BLOCKOUTS, ETC. SHALL NOT BE PLACED IN CONCRETE SLABS, DECKS, BEAMS, JOISTS, COLUMNS, WALLS ETC. UNLESS SPECIFICALLY DETAILED ON THE STRUCTURAL DRAWINGS. NOTIFY THE STRUCTURAL ENGINEER WHEN DRAWINGS PREPARED BY OTHERS SHOW OPENINGS, POCKETS, BLOCKOUTS, ETC. THAT ARE NOT SHOWN ON THE STRUCTURAL DRAWINGS. DO NOT PROCEED UNTIL DIRECTED BY THE ENGINEER IN WRITING. 14. PROVIDE 1/2" PREFORMED JOINT FILLER WHERE EXTERIOR SLABS ABUT VERTICAL SURFACES, TYPICAL U.N.O. COORDINATE WITH ARCHITECT. 15. MECHANICALLY VIBRATE ALL CONCRETE WHEN PLACED, EXCEPT THAT SLABS ON GRADE NEED BE VIBRATED ONLY AROUND EMBEDDED ITEMS AND UNDERFLOOR DUCTS, ETC. CAST CLOSURE POUR AROUND COLUMNS AFTER COLUMN DEAD LOAD IS APPLIED. 16. CONCRETE WHICH HAS CONTAINED WATER FOR MORE THAN 90 MINUTES (60 MINUTES IF AIR TEMPERATURE EXCEEDS 85') SHALL NOT BE USED. RETEMPERING OF CONCRETE AFTER INITIAL SET HAS OCCURRED IS NOT PERMITTED. 17. CURE EXPOSED CONCRETE FOR A MINIMUM OF 7 DAYS IN ACCORDANCE WITH ACI 308, ACI 360 AND ACI 302.1 PROCEDURES IN ORDER TO PREVENT SHRINKAGE CRACKING. CURE WITH CURING AND SEALING COMPOUND, MOIST CURING, MOISTURE - RETAINING COVER CURING, OR COMBINATIONS THEREOF. IF CURING COMPOUND IS USED, APPLY AT A RATE SPECIFIED BY THE MANUFACTURER, BUT NOT LESS THAN I GALLON PER 200 SQUARE FEET OF SURFACE AREA. 18. CONCRETE COMPRESSIVE STRENGTH AND SLUMP SHALL BE TESTED PER ASTM C31, C39 AND 0172 AND IN ACCORDANCE WITH IBC SECTION 1905. FOR EACH CLASS OF CONCRETE USED PROVIDE 4 CYLINDERS PER TEST FOR EACH DAY'S CONCRETE PLACEMENT NOR LESS THAN ONE TEST FOR EACH 50 CUBIC YARDS OF CONCRETE, NOR LESS THAN ONCE FOR EACH 5,000 SQUARE FEET OF SURFACE AREA FOR SLABS OR WALLS (NOTE: ALL CONCRETE EXCEPT CURBS AND SIDEWALKS SHALL BE TESTED). TEST ONE CYLINDER AT 7 DAYS AND TWO AT 28 DAYS, WITH ONE HELD. TESTING SHALL BE DONE BY A QUALIFIED TESTING LABORATORY. 19. ALL HOT WEATHER CONCRETING SHALL MEET THE REQUIREMENTS OF ACI 305; AND ACI 306 FOR COLD WEATHER CONCRETING. 20. PLAIN THREADED BARS SHALL BE ASTM A36 OR A307, GRADE A. ANCHOR RODS (ANCHOR BOLTS) SHALL BE ASTM F1554 GRADE 36 (Fy = 36 KSI), BOLTS, ANCHOR RODS, EXPANSION BOLTS, ETC., SHALL BE INSTALLED WITH STEEL WASHERS AND TIGHTENED NUTS. 21, AT MOISTURE SENSITIVE FLOORINGS, TO HELP RESIST BELOW -SLAB MOISTURE ENTERING THE SLAB, THE CONCRETE MIX SHALL HAVE A MAXIMUM 0.45 WATER TO CEMENT RATIO AND SHALL INCLUDE A WATER - REPELLENT ADMIXTURE (SUCH AS RHEOMIX 235 BY MASTER BUILDERS, DARAPEL BY GRACE PRODUCTS OR EQUIVALENT; WITH DOSAGE PER MANUFACTURER). DISCLAIMER: THE STRUCTURAL ENGINEER IS NOT AN EXPERT IN THE FIELD OF MOISTURE RETARDENT SLABS AND SYSTEMS THAT RELATE TO PREVENTING BELOW -SLAB MOISTURE PENETRATING THE SLAB AND IS THEREBY NOT RESPONSIBLE FOR ANY POSSIBLE MOISTURE THAT MAY PENETRATE THE SLAB (THE STRUCTURAL ENGINEER DOES NOT GUARANTEE THE WATER REPELLING ADMIXTURE WILL PREVENT ALL OR ANY BELOW -SLAB MOISTURE FROM ENTERING THE SLAB; ANY WATER 22. THE FLOOR SLAB SHALL BE PLACED WITH A VIBRATORY SCREED USING A LASER LEVEL TO ACCOMPLISH A FINISH WITH CLASS A TOLERANCE; HAVING TRUE PLANES WITHIN 1/4 INCH IN 10 FEET, AS DETERMINED BY A 10 FOOT STRAIGHTEDGE PLACED ANYWHERE ON THE SLAB IN ANY DIRECTION. BEFORE INSTALLING THE FLOOR COVERING, (MINIMUM OF 28 DAYS AFTER FLOOR SLAB IS PLACED) ALL JOINTS SHALL BE INSPECTED / MEASURED FOR SLAB CURL, AND JOINTS NOT MEETING SPECIFICATIONS SHALL BE GROUND FLAT, PRIOR TO ACCEPTANCE OF SLAB BY THE ARCHITECT. (NOTE: THE COST FOR GRINDING SHALL BE CARRIED AS AN ALLOWANCE BY THE GENERAL CONTRACTOR WITH THE GRINDING BEING PERFORMED UNDER THE DIRECTION OF THE SUB - CONTRACTOR). 23. MINIMUM STRENGTH FOR REMOVAL OF BOTTOM FORMS AND SHORING SHALL BE 757. OF SPECIFIED STRENGTH AT 28 DAY. COLUMNS AND WALLS FORMS MAY BE REMOVED IN 24 HOURS FOR A MINIMUM 4,000 PSI CONCRETE. 24. WHEN SPAN EXCEEDS 20' -0» CAMBER UP ALL CONCRETE BEAMS AND ONE -WAY SLABS L /400 AT MIDSPAN. CAMBER UP ALL OVERHANGS L /300 AT EDGE OF CANTILEVER, RECORD CAMBERS AT UNDERSIDE OF STRUCTURE IMMEDIATELY BEFORE AND AFTER RESHORING AND IMMEDIATELY AFTER DESHORING. SEE TYPICAL DETAILS FOR CAMBER AT TWO -WAY SLABS. REINFORCING STEEL. 1. REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60 (Fy = 60 KSI) DEFORMED BARS FOR ALL BARS #5 AND LARGER. ASTM A615, GRADE 40 (Fy = 40 KSI) DEFORMED BARS FOR ALL BARS #4 AND SMALLER, EXCEPT #2 BARS SHALL BE SMOOTH. REINFORCING TO BE WELDED SHALL CONFORM TO ASTM A706, GRADE 60 (Fy = 60 KSI) LOW ALLOY DEFORMED BARS. WELDING OF REINFORCING SHALL BE ACCORDING TO AWS D1.4. NO TACK WELDING OF REINFORCING BARS ALLOWED. 2. ALL REINFORCING STEEL SHALL BE DETAILED, FABRICATED AND PLACED IN CONFORMANCE WITH THE CURRENT EDITIONS OF ACI 318 AND THE CRSI "MANUAL OF STANDARD PRACTICE FOR REINFORCED CONCRETE CONSTRUCTION ", AND AS MODIFIED BY THE DRAWINGS. ALL REINFORCING BAR BENDS SHALL BE MADE COLD. 3. ALL REINFORCING STEEL SHALL BE ACCURATELY PLACED AND SUPPORTED BY GALVANIZED METAL OR PLASTIC CHAIRS, SPACERS OR HANGERS. PROVIDE THE FOLLOWING MINIMUM CLEAR CONCRETE COVERAGE: 4. UNLESS NOTED OTHERWISE, LAP SPLICES IN CONCRETE SHALL BE PER THE TYPICAL DETAILS AND /OR PER THE CURRENT EDITION OF ACI 318. STAGGER ALTERNATE SPLICES A MINIMUM OF ONE LAP LENGTH. ALL SPLICE LOCATIONS ARE SUBJECT TO APPROVAL AND SHALL BE MADE ONLY WHERE INDICATED ON THE DRAWINGS. EXTEND ALL HORIZONTAL REINFORCING CONTINUOUS AROUND CORNERS AND INTERSECTIONS OR PROVIDE BENT CORNER BARS TO MATCH AND LAP WITH HORIZONTAL BARS AT CORNERS AND INTERSECTIONS OF FOOTINGS AND WALLS. 5. REINFORCING BAR SPACING GIVEN ARE MAXIMUM ON CENTERS. DOWEL ALL VERTICAL REINFORCING TO FOUNDATION. SKEW HOOKS AS REQUIRED FOR CONCRETE COVER. SECURELY TIE ALL BARS IN POSITION BEFORE PLACING CONCRETE. CONCRETE COLUMN DOWEL EMBEDMENT SHALL BE A STANDARD COMPRESSION DOWEL EMBEDMENT LENGTH PER THE TYPICAL DETAILS AND /OR THE CURRENT EDITION OF ACI 318. DOWELS BETWEEN FOOTINGS AND WALLS OR COLUMNS SHALL BE THE SAME GRADE, SIZE, SPACING AND NUMBER AS THE VERTICAL REINFORCING ABOVE. 6. SPLICED (LAPPED) BARS SHALL BE PLACED AT THE SAME EFFECTIVE DEPTH UNLESS NOTED OTHERWISE. REINFORCING BARS NOTED "CONTINUOUS" OR WITH LENGTH NOT SHOWN SHALL BE FULLY CONTINUOUS AND SPLICED ONLY AS SHOWN, OR WHERE APPROVED BY THE ENGINEER. 7. REINFORCING BAR HOOKS SHALL BE STANDARD ACI HOOKS UNLESS NOTED OTHERWISE. 8. WHERE REINFORCING IS SHOWN CONTINUOUS THROUGH CONSTRUCTION JOINTS, BD -SAE DOWEL BAR SPLICE DEVICES AS MANUFACTURED BY RICHMOND SCREW ANCHOR CO. (OR APPROVED EQUAL) MAY BE USED. SIZES AND TYPES SHALL BE SELECTED TO DEVELOP THE FULL TENSION STRENGTH OF THE BAR PER ICC RESEARCH RECOMMENDATION. 9. GENERAL CONTRACTOR SHALL NOTIFY THE ARCHITECT /ENGINEER TO OBSERVE COMPLETED FOOTING EXCAVATION AND ALL REINFORCING INSTALLATION BEFORE ANY CONCRETE IS PLACED. 10, CONTRACTOR SHALL PROVIDE 3% (OF TOTAL REINFORCING STEEL WEIGHT) OF ADDITIONAL REINFORCING STEEL TO BE PLACED AND LOCATED AT THE ENGINEER'S DISCRETION DURING CONSTRUCTION. MASONRY: 1. MASONRY WORK SHALL CONFORM TO ALL REQUIREMENTS OF IBC CHAPTER 21 AND ACI 530, 'BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ", AND ACI 531, "BUILDING CODE REQUIREMENTS FOR CONCRETE MASONRY STRUCTURES ". THE COMPRESSIVE STRENGTH SHALL BE DETERMINED BY THE UNIT STRENGTH METHOD AS SPECIFIED BELOW. PRISM TESTS MAY BE USED AS AN ALTERNATE METHOD IF REQUESTED BY THE CONTRACTOR IN WRITING. 2. HOLLOW CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90, NORMAL WEIGHT, F'm = 1500 PSI, WITH A NET COMPRESSIVE STRENGTH OF 1900 PSI AS TESTED PER ASTM 0140 (PROVIDE MATERIAL AND STRENGTH CERTIFICATES FROM BLOCK MANUFACTURER FOR EACH TYPE OF BLOCK, EACH PROJECT). PROVIDE RUNNING BOND UNLESS NOTED OTHERWISE. RADIUSED WALLS SHALL NOT BE STACKED BOND UNLESS SPECIFICALLY NOTED ON THE DRAWINGS. 3. MORTAR SHALL CONFORM TO ASTM 0270, TYPE S WITH 28 DAY COMPRESSIVE STRENGTH OF 1800 PSI, AS TESTED PER ASTM C1019. MASONRY CEMENT, PRE -MIXED MORTAR AND RETARDANT ADDITIVES SHALL NOT BE USED (USE PORTLAND CEMENT PER ASTM 0150 ONLY) UNLESS APPROVED IN WRITING BY THE ENGINEER. 4. GROUT SHALL CONFORM TO ASTM C476 AS TESTED PER ASTM C1019, FINE OR COARSE GROUT, WITH 28 DAY COMPRESSIVE STRENGTH OF 2000 PSI, TESTED PER ASTM 01019. USE SUFFICIENT WATER FOR GROUT TO HAVE AN 8" MIN /10" MAX SLUMP TO PROVIDE ADEQUATE FLUIDITY FOR PLACEMENT INTO ALL CELLS AND JOINTS WITHOUT SEGREGATION OF THE CONSTITUENTS, AND SHALL BE MIXED THOROUGHLY. 5. HORIZONTAL JOINT REINFORCING SHALL BE LADDER TYPE IN CMU WALLS AND TRUSS TYPE IN BRICK OR COMPOSITE WALLS WITH No. 9 GAGE WIRE CONFORMING TO ASTM A82. PROVIDE MINIMUM 12" LAPS AT ALL SPLICES. 6. SEE DETAILS AND NOTES ON DRAWINGS FOR SIZE AND SPACING OF REINFORCING BARS (IN NO CASE SHALL WALLS HAVE LESS THAN #4 VERTICAL BARS AT 48 INCHES O.C. IN 8" CMU WALL, AND #5 AT 48" O.C. IN 12» CMU WALLS) LAP SPLICES OF REINFORCING IN MASONRY AS NOTED BELOW, UNLESS NOTED OTHERWISE. TIE ALL VERTICAL BARS AT 5' -O" MAXIMUM VERTICALLY WITH SINGLE WIRE LOOP TIE BY A.A. PRODUCTS COMPANY. PROVIDE VERTICAL DOWELS FROM FOOTINGS CONTINUOUS THROUGH STEM WALLS INTO MASONRY ABOVE. DOWELS SHALL MATCH SIZE AND SPACING OF ALL VERTICAL REINFORCING. VERTICAL WALL REINFORCEMENT SHALL PENETRATE 6" MINIMUM INTO BOND BEAMS AT THE TOP OF WALLS. EXTEND ALL HORIZONTAL BOND BEAM REINFORCING IN MASONRY CONTINUOUS AROUND CORNERS AND INTERSECTIONS OR PROVIDE BENT CORNER BARS TO MATCH AND LAP HORIZONTAL BOND BEAM REINFORCING AT CORNERS AND INTERSECTIONS. ALL REINFORCING IN MASONRY SHALL BE ACCURATELY LOCATED PRIOR TO GROUTING AND THE POSITION MAINTAINED DURING GROUTING. MINIMUM LAP SPLICES IN MASONRY SHALL BE AS FOLLOWS: GRADE 40 BARS 1 BAR /CELL 40 BAR DIAMETER 2 BAR /CELL 52 BAR DIAMETER AT 8" CMU WALL 2 BAR /CELL 40 BAR DIAMETER AT 12" CMU WALL GRADE 60ARS 1 BAR /CELL 48 BAR DIAMETER 2 BAR /CELL 63 BAR DIAMETER AT 8" CMU WALL 2 BAR /CELL 48 BAR DIAMETER AT 12" CMU WALL 7. ALL CELLS AND COURSES WITH REINFORCING AND ADDITIONAL GROUT SPACES AS REQUIRED BY THE DRAWINGS SHALL BE FILLED SOLID WITH GROUT. LIMIT MAXIMUM GROUT LIFT TO 5' -0" WITH EACH GROUT POUR STOPPING 1 -1 /2 INCHES BELOW THE TOP COURSE OF LIFT. PLACE GROUT CONTINUOUSLY, DO NOT INTERUPT GROUTING FOR MORE THAN ONE HOUR. MECHANICALLY VIBRATE GROUT IN VERTICAL SPACES IMMEDIATELY AFTER POURING AND AGAIN ABOUT 5 MINUTES LATER. RODDING OF GROUT IS NOT ACCEPTABLE. 8. PROVIDE TEMPORARY BRACING AND SHORING FOR ALL MASONRY WALLS TO RESIST ALL LATERAL LOADS DURING CONSTRUCTION UNTIL THE MASONRY HAS BEEN PROPERLY ANCHORED TO THE BUILDING STRUCTURE AND HAS REACHED A THE SPECIFIED COMPRESSIVE STRENGTH. SHORE ALL HORIZONTAL MASONRY BEAMS AND LINTELS FOR 28 DAYS AFTER GROUTING OR UNTIL THE'MASONRY REACHES THE SPECIFIED COMPRESSIVE STRENGTH PRIOR TO REMOVING THE SHORES AND BRACES. 9. UNLESS NOTED OTHERWISE ON THE DRAWINGS, PROVIDE VERTICAL MASONRY CONTROL JOINTS SUCH THAT NO STRAIGHT RUN OF WALL EXCEEDS 24' -O ". COORDINATE LOCATIONS WITH ARCHITECT. 10. CONTRACTOR SHALL PROVIDE LINTELS AS REQUIRED AT ALL OPENINGS. REFER TO TYPICAL DETAILS AND LINTEL SCHEDULES. NOTE: ALL WALL OPENINGS MAY NOT BE SHOWN ON STRUCTURAL DRAWINGS REFER TO ARCHITECTURAL DRAWINGS. MECHANICAL AND ELECTRICAL DRAWINGS FOR ALL OPENINGS SIZE AND LOCATIONS. k%SONRY: CONT. 11, QUALITY ASSURANCE: A. ALL MASONRY UNITS SHALL HAVE STRENGTH CERTIFICATES PROVIDED BY THE SUPPLIER PRIOR TO CONSTRUCTION, AND FOR EVERY 5000 SQUARE FEET DURING CONSTRUCTION. 3 SAMPLES PER MORTAR OR GROUT TEST. TEST ONE SAMPLE AT 7 DAYS AND TWO AT 28 DAYS. ALL TESTING DONE BY A QUALIFIED TESTING LABORATORY PER ASTM C1314. B. MORTAR SHALL BE TESTED FOR THE FIRST DAY'S WORK AND EVERY 3 DAYS THEREAFTER OR EVERY 5000 SQUARE FEET DURING CONSTRUCTION. PROVIDE 3 SAMPLES PER MORTAR TEST. TEST ONE SAMPLE AT 7 DAYS AND TWO AT 28 DAYS. C. GROUT SHALL BE TESTED FOR EVERY 5000 SQUARE FEET OF WALL, BUT NOT LESS THAN ONE TEST FOR EACH PROJECT. PROVIDE 4 SAMPLES PER GROUT TEST. D. ALL TESTING DONE BY A QUALIFIED TESTING LABORATORY. 12. ALL MASONRY CONSTRUCTION SHALL MEET THE REQUIREMENTS OF IBC SECTION 2104.3 FOR COLD WEATHER CONSTRUCTION (AMBIENT TEMPERATURE BELOW 40 "F); AND SECTION 2104.4 FOR HOT WEATHER CONSTRUCTION (AMBIENT TEMPERATURE EXCEEDS 90'F). 13. SOLID BRICK MASONRY UNITS SHALL CONFORM TO ASTM C216, GRADE MW, TYPE FBS, F'm = 1500 PSI, COMPRESSIVE STRENGTH OF 3000 PSI AS TESTED PER ASTM C67, PROVIDE RUNNING BOND UNLESS NOTED OTHERWISE. LAY UP TWO -WYTHE BRICK WALLS WITH FULL HEAD AND BED MORTAR JOINTS. ALL LONGITUDINAL VERTICAL JOINTS SHALL BE GROUTED SOLID. TWO -WYTHE WALLS SHALL BE GROUTED IN 1' -O" LIFTS. MECHANICALLY VIBRATE GROUT IMMEDIATELY AFTER POURING PER PREVIOUSLY STATED SPECIFICATIONS. 14. MASONRY CHIMNEYS SHALL BE CONSTRUCTED PER IBC SECTION 2111. SECTION 2111 INCLUDES MASONRY REQUIREMENTS FOR REINFORCING, ANCHORING AND STRAPPING. NOTE: THE ASSOCIATED CONCRETE FOOTING AND STEMWALL ALSO REQUIRE SPECIAL INSPECTION PRIOR TO PLACING ANY CONCRETE AND /OR GROUT. A ' i ` 1. STRUCTURAL STEEL CONSTRUCTION SHALL CONFORM WITH THE LATEST AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDING AND BRIDGES ", AISC "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS, INCLUDING COMMENTARY, AND APPLICABLE PROVISIONS OF AWS "STRUCTURAL WELDING CODE ". PARAGRAPH 4.2.1. OF THE AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES" IS HEREBY MODIFIED BY DELETION OF THE FOLLOWING SENTENCE: "THIS APPROVAL CONSTITUTES THE OWNER'S ACCEPTANCE OF ALL RESPONSIBILITY FOR THE DESIGN ADEQUACY OF ANY DETAIL CONFIGURATION OF CONNECTIONS DEVELOPED BY THE FABRICATOR AS PART OF HIS PREPARATION OF THESE SHOP DRAWINGS." 2. STRUCTURAL MISCELLANEOUS SHAPES AND PLATES SHALL BE ASTM A36 (Fy = 36 KSI). STRUCTURAL WIDE FLANGE SHAPES ( "W SECTIONS) SHALL BE ASTM A992 GRADE 50 (Fy = 50 KSI) HOLLOW STRUCTURAL SECTIONS (STRUCTURAL TUBE SHAPES; TS OR HSS) SHALL BE ASTM A500, GRADE B (Fy = 46 KSI). STEEL PIPE SHALL BE ASTM A501 (Fy = 36 KSI) OR ASTM A53, TYPES E OR S, GRADE B (Fy = 35 KSI). 3. BOLTS SHALL BE ASTM A307 UNLESS NOTED OTHERWISE AS A325N - COORDINATE WITH' PLANS AND DETAILS. ALL HIGH - STRENGTH BOLTS (A325N) SHALL BE TIGHTENED TO THE SNUG -TIGHT CONDITION AS DEFINED BY AISC UNLESS NOTED OTHERWISE. 4. PLAIN THREADED BARS SHALL BE ASTM A36 OR A307, GRADE A. 5. ANCHOR RODS (ANCHOR BOLTS) SHALL BE ASTM F1554 GRADE 36 (Fy = 36 KSI). ALL ANCHOR BOLTS IN CONCRETE OR CMU SHALL BE TIED IN PLACE PRIOR TO ANY REQURIED INSPECTION. 6. BOLTS, ANCHOR RODS, EXPANSION BOLTS, ETC., SHALL BE INSTALLED WITH STEEL WASHERS AND TIGHTENED NUTS. 7. WELDING ELECTRODES SHALL CONFORM TO AWS D1.1, GRADE E70XX. E90 SERIES ELECTRODES SHALL BE USED FOR ASTM A706 REINFORCING BARS. ALL WELDING SHALL BE DONE BY WELDERS HOLDING VALID CERTIFICATES ISSUED BY AN ACCEPTED TESTING AGENCY AND HAVING CURRENT EXPERIENCE IN TYPE OF WELDS SHOWN ON THE DRAWINGS OR NOTES. ALL WELDING PER AMERICAN WELDING SOCIETY STANDARDS. ALL WELDS ON DRAWINGS ARE SHOWN AS SHOP WELDS. CONTRACTOR MAY SHOP WELD OR FIELD WELD AT THEIR DISCRETION. SHOP WELDS OR FIELD WELDS SHALL BE SHOWN ON SHOP DRAWINGS. ALL WELDS REQUIRE SPECIAL INSPECTIONS AND SHALL BE TESTED AND CERTIFIED BY AN INDEPENDENT TESTING LABORATORY. 8. COMPLETE JOINT PENETRATION GROOVE WELDING PROCEDURES. A. REMOVE.BACKING BARS OF TOP AND BOTTOM FLANGE OF .BEAM AFTER FULL PENETRATION. WELD HAS BEEN COMPLETED. THE WELD END TO BE GROUND TO A SMOOTH CONTOUR AND INSPECT FOR ANY DEFECTS. ALL WELDS TO START AND FINISH ON RUN -OFF TABS, PER AWS DI.1 B. BACK -GOUGE THE FULL PENETRATION WELD AND TOP OFF WITH 3/8" FILLET WELD. C. USE WELD METAL WITH CHARPY V -NOTCH TOUGHNESS OF 20 FT -LBS AT 0 DEGREES F. SUBMIT THE PROJECT WELDING PROCEDURE SPEC'S (WPS) TO THE ENGINEER OF RECORD FOR REVIEW AND APPROVAL. D. WELDING SHALL COMPLY WITH AWS D1.1 (CURRENT EDITION). E. ALL WELDS SHAH BE PRE QUALIFIED AND ALL WELDERS AND INSPECTORS SHALL BE INSTRUCTED IN THE WPS AND SHALL RETAIN A COPY. F. WPS, AS A MINIMUM, SHALL STATE THE WELD POSITION, ELECTRODE TYPE AND SIZE, TRAVEL SPEED, ELECTRODE STICK -OUT, VOLTAGE AND AMPERAGE WITH ACCEPTABLE LIMITS, BEAD SIZE, WELD SEQUENCE, STRESS RELIEVING, AND OTHER RELEVANT DATA. G. WELDERS SHALL BE QUALIFIED FOR THE WORK THEY ARE DOING WITH A CURRENT CERTIFICATION ACCORDING TO THE CHAPTER 5, PART C. H. ALL FIELD WELDING TO BE CONTINUOUSLY INSPECTED BY AWS, QC -1 CERTIFIED WELDING INSPECTOR EMPLOYED BY THE OWNER. TECHNICIAN PERFORMING THE UT OR MT TESTS SHALL BE AN ASNT CERTIFIED TECHNICIAN. 1. TO REDUCE THE LONGITUDINAL STRESSES DUE TO WELDING, IT IS RECOMMENDED TO START THE WELDING PROCESS IN THE MOST CENTRAL BEAM IN THE FRAME AND PROGRESS TOWARDS THE EXTERIOR COLUMNS. J. NOTE THE MOMENT FRAME WELDING SEQUENCE SHALL BE AS FOLLOWS: ONE END OF EACH BEAM SHALL BE ALLOWED TO COOL BEFORE WELDING THE OTHER END, BOLTS SHALL BE TIGHTENED 24 HOURS AFTER WELDING OF FLANGES. SHEAR TABS ARE TO BE WELDED IN ADDITION TO BEING BOLTED AFTER BOLTS ARE TENSIONED AND FLANGES ARE WELDED. K. WELD "DAMS" OR END DAMS" SHALL NOT BE USED. L. ALL COMPLETE AND PARTIAL JOINT PENETRATION WELDS SHALL HAVE ULTRASONIC TESTING (UT) AS PERFORMED BY A CERTIFIED TESTING INSPECTION LABORATORY. WELD BACKING REMOVAL AREAS AND FILLER WELDS ON CONTINUITY PLATES SHALL BE SUBJECT TO MAGNETIC PARTICAL EXAMINATION (MT). 9. HEADED STUDS SHALL BE NELSON GRANULAR FLUX - FILLED HEADED ANCHOR STUDS OR APPROVED EQUAL MADE FROM COLD FINISHED LOW CARBON STEEL, AND SHALL CONFORM TO ASTM A108, GRADES 1015 OR 1020 WITH A MINIMUM TENSILE STRENGTH OF 60,000 PSI. STUD WELDING INSPECTION AND TESTING SHALL CONFORM TO AWS D1.1. STRML STEEL: 10. DEFORMED BAR ANCHOR STUDS SHALL BE NELSON D2L ASTM A -496 GRANULAR FLUX- FILLED REBAR STUDS OR APPROVED EQUAL MADE FROM LOW CARBON COLD ROLLED STEEL WITH A MINIMUM TENSILE STRENGTH OF 70,000 PSI. STUD WELDING INSPECTION AND TESTING SHALL CONFORM TO AWS D1.1. 11. DRYPACK FOR COLUMN BASE PLATES AND BEARING PLATES SHALL BE FIVE STAR GROUT OR AN EQUAL NONMETALLIC SHRINKAGE- RESISTANT GROUT WITH MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 5000 PSI. 12. PROVIDE FABRICATOR'S STANDARD RUST - INHIBITING PRIMER SHOP PAINT FOR ALL STEEL SURFACES THAT WOULD BE EXPOSED TO WEATHER AT ITS FINAL INSTALLATION. SURFACES PERMANENTLY PROTECTED FROM THE WEATHER, ENCASED IN CONCRETE, OR TO RECEIVE SPRAY - APPLIED FIREPROOFING SHALL NOT BE SHOP PAINTED. 13. IF NOT NOTED OR REFERENCED ON THE DRAWINGS /DETAILS PROVIDE 1/8» WELDED CAP PLATE AT ALL EXTERIOR EXPOSED ENDS FOR TUBES AND PIPES. 14, CONTRACTOR SHALL PROVIDE 2% (OF TOTAL STEEL WEIGHT) OF ADDITIONAL MISCELLANEOUS STRUCTURAL STEEL TO BE PLACED AND LOCATED AT THE ENGINEER'S DISCRETION DURING CONSTRUCTION. 15. STEEL BAR GRATE: UNLESS NOTED OTHERWISE, STEEL BAR GRATE SHALL BE WELDED GRATE SHOP PRIMED AND PAINTED. 16. MINIMUM SIZE FOR BUTT, FLARED AND FLARED BEVEL WELDS SHALL BE 1/16" LESS THAN THE THICKNESS OF THE THINNER OF THE MATERIALS BEING CONNECTED. STEEL DECK: 1. STEEL DECK SHALL CONFORM TO ASTM A611 GRADE C FOR PAINTED DECK AND ASTM A653 FOR GALVANIZED DECK. STEEL DECK SHALL HAVE A CURRENT ICC OR CABO APPROVAL AND SHALL BE THE CURRENT STEEL DECK INSTITUTE (SDI) REQUIREMENTS. 2. COMPOSITE FLOOR DECK LEVEL 2 SHALL BE 2" DEEP, 36" WIDE, 20 GAGE GALVANIZED STEEL WITH A MINIMUM YIELD STRESS OF 38,000 PSI, WITH MINIMUM +S = 0.415 INCHES *3 AND I = 0.360 INCHES *4 PER FOOT OF WIDTH. DECK SHALL HAVE DEFORMATIONS ADEQUATE TO PROVIDE A STRUCTURALBOND WITH THE CONCRETE. DECK SHALL BE ERECTED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS AS 3 SPAN MINIMUM AND SHALL BE ATTACHED FOR MINIMUM DIAPHRAGM SHEAR CAPACITY OF 1869 PLF AS INDICATED ON THE DRAWINGS 3. COMPOSITE FLOOR DECK LEVEL 1 SHALL BE 3" DEEP, 36" WIDE, 20 GAGE GALVANIZED STEEL WITH A MINIMUM YIELD STRESS OF 38,000 PSI, WITH MINIMUM +S = 0.937 INCHES *3 AND I = 0.572 INCHES *4 PER FOOT OF WIDTH. DECK SHALL HAVE DEFORMATIONS ADEQUATE TO PROVIDE A STRUCTURAL BOND WITH THE CONCRETE. DECK SHALL BE ERECTED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS AS 3 SPAN MINIMUM AND SHALL BE ATTACHED FOR MINIMUM DIAPHRAGM SHEAR CAPACITY OF 1869 PLF AS INDICATED ON THE DRAWINGS. 4. ALL WELDING SHALL BE PERFORMED BY WELDERS EXPERIENCED IN LIGHT GAGE STEEL DECK WORK. ALL WELDING DONE BY E60 (MINIMUM) SERIES LOW HYDROGEN RODS. ALL EXPOSED WELDS SHALL BE DE- SLAGGED, CLEANED AND PRIMED WITH A ZING RICH PRIMER AND TOUCHED -UP WITH PAINT. 5. THE FIRST SHEET OF STEEL DECK ADJACENT AND PARALLEL TO WALLS, PERIMETER MEMBERS, OR MEMBERS IDENTIFIED AS CHORD, COLLECTOR, OR DRAG MEMBERS (ON ONE OR BOTH SIDES AS APPLICABLE) SHALL BE FULL PANEL WIDTH SHEETS. 6. PROVIDE CONTINUOUS BENT PLATES (3/16» MINIMUM THICKNESS) AT ALL CONDITIONS WHERE DECK DOES NOT SIT FLAT ONTO SUPPORT MEMBER WITH 3/16" FILLET WELD, 2" LONG AT 6" O.C., TYPICAL MINIMUM WHERE DECK IS PERPINDICULAR TO SUPPORT. 7. PROVIDE CONTINUOUS 12 GAGE EXTENSION /FILLER PLATES AT ALL LOCATIONS WHERE DECK LAYOUT IS SUCH THAT THE BOTTOM FLUTE OF THE DECK DOES NOT BEAR DIRECTLY ON THE SUPPORT (I.E. DECK IS PARRALLEL OR ALMOST PARALLEL). 8. ALL OPENINGS AND LOADS SUPPORTED BY STEEL DECK SHALL BE ONLY AS ALLOWED BY TYPICAL DETAILS AS SHOWN ON THE DRAWINGS. 9. DO NOT HANG OR ATTACH ANYTHING FROM THE UNDERSIDE OF STEEL DECK. ALL SUSPENDED ITEMS SHALL BE ATTACHED TO TOP AND BOTTOM CHORDS OF STRUCTURAL BEAMS OR JOISTS, EITHER DIRECTLY, OR WITH SUPPLEMENTAL FRAMING NUMBERS. GENERAL CONTRACTOR IS TO PROVIDE AND INSTALL SUPPLEMENTAL FRAMING MEMBERS AS REQUIRED TO INSTALL ALL SUSPENDED ITEMS. 10. FOR BOTH FLOOR AND DECK ; PROVIDE (2) LAYERS OF STEEL DECK. WHERE SINGLE SPAN CONDITIONS EXIST, MAKE DECK CONNECTIONS AFTER PLACEMENT OF BOTH LAYERS OF DECK. 11. AT SINGLE SPAN CONDITIONS FOR FLOOR DECK; PROVIDE SHORING BENEATH UNDERSIDE OF DECK UNTIL CONCRETE HAS BEEN IN PLACE FOR 14 DAYS MINIMUM. .be 054W MINIMUM CLEAR CONDITION /LOCATION SIZE CONCRETE McGlamery im Bwckr sweet COVERAGE CAST AGAINST AND PERMANENTLY ALL 3" EXPOSED TO EARTH #6 AND 21' LARGER EXPOSED TO EARTH OR WEATHER #5, D31 _ 1 1/2' AND SMALLER NOT EXPOSED TO EARTH OR SLABS & WALLS ALL 3/4" WEATHER, OR IN CONSTANT BEAMS & CONTACT WITH THE GROUND COLUMNS * ALL 1 1/2" * DISTANCE IS TO TIES, STIRRUPS, AND SPIRALS. ALL OTHERS PER CURRENT EDITION OF ACI 318 4. UNLESS NOTED OTHERWISE, LAP SPLICES IN CONCRETE SHALL BE PER THE TYPICAL DETAILS AND /OR PER THE CURRENT EDITION OF ACI 318. STAGGER ALTERNATE SPLICES A MINIMUM OF ONE LAP LENGTH. ALL SPLICE LOCATIONS ARE SUBJECT TO APPROVAL AND SHALL BE MADE ONLY WHERE INDICATED ON THE DRAWINGS. EXTEND ALL HORIZONTAL REINFORCING CONTINUOUS AROUND CORNERS AND INTERSECTIONS OR PROVIDE BENT CORNER BARS TO MATCH AND LAP WITH HORIZONTAL BARS AT CORNERS AND INTERSECTIONS OF FOOTINGS AND WALLS. 5. REINFORCING BAR SPACING GIVEN ARE MAXIMUM ON CENTERS. DOWEL ALL VERTICAL REINFORCING TO FOUNDATION. SKEW HOOKS AS REQUIRED FOR CONCRETE COVER. SECURELY TIE ALL BARS IN POSITION BEFORE PLACING CONCRETE. CONCRETE COLUMN DOWEL EMBEDMENT SHALL BE A STANDARD COMPRESSION DOWEL EMBEDMENT LENGTH PER THE TYPICAL DETAILS AND /OR THE CURRENT EDITION OF ACI 318. DOWELS BETWEEN FOOTINGS AND WALLS OR COLUMNS SHALL BE THE SAME GRADE, SIZE, SPACING AND NUMBER AS THE VERTICAL REINFORCING ABOVE. 6. SPLICED (LAPPED) BARS SHALL BE PLACED AT THE SAME EFFECTIVE DEPTH UNLESS NOTED OTHERWISE. REINFORCING BARS NOTED "CONTINUOUS" OR WITH LENGTH NOT SHOWN SHALL BE FULLY CONTINUOUS AND SPLICED ONLY AS SHOWN, OR WHERE APPROVED BY THE ENGINEER. 7. REINFORCING BAR HOOKS SHALL BE STANDARD ACI HOOKS UNLESS NOTED OTHERWISE. 8. WHERE REINFORCING IS SHOWN CONTINUOUS THROUGH CONSTRUCTION JOINTS, BD -SAE DOWEL BAR SPLICE DEVICES AS MANUFACTURED BY RICHMOND SCREW ANCHOR CO. (OR APPROVED EQUAL) MAY BE USED. SIZES AND TYPES SHALL BE SELECTED TO DEVELOP THE FULL TENSION STRENGTH OF THE BAR PER ICC RESEARCH RECOMMENDATION. 9. GENERAL CONTRACTOR SHALL NOTIFY THE ARCHITECT /ENGINEER TO OBSERVE COMPLETED FOOTING EXCAVATION AND ALL REINFORCING INSTALLATION BEFORE ANY CONCRETE IS PLACED. 10, CONTRACTOR SHALL PROVIDE 3% (OF TOTAL REINFORCING STEEL WEIGHT) OF ADDITIONAL REINFORCING STEEL TO BE PLACED AND LOCATED AT THE ENGINEER'S DISCRETION DURING CONSTRUCTION. MASONRY: 1. MASONRY WORK SHALL CONFORM TO ALL REQUIREMENTS OF IBC CHAPTER 21 AND ACI 530, 'BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ", AND ACI 531, "BUILDING CODE REQUIREMENTS FOR CONCRETE MASONRY STRUCTURES ". THE COMPRESSIVE STRENGTH SHALL BE DETERMINED BY THE UNIT STRENGTH METHOD AS SPECIFIED BELOW. PRISM TESTS MAY BE USED AS AN ALTERNATE METHOD IF REQUESTED BY THE CONTRACTOR IN WRITING. 2. HOLLOW CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90, NORMAL WEIGHT, F'm = 1500 PSI, WITH A NET COMPRESSIVE STRENGTH OF 1900 PSI AS TESTED PER ASTM 0140 (PROVIDE MATERIAL AND STRENGTH CERTIFICATES FROM BLOCK MANUFACTURER FOR EACH TYPE OF BLOCK, EACH PROJECT). PROVIDE RUNNING BOND UNLESS NOTED OTHERWISE. RADIUSED WALLS SHALL NOT BE STACKED BOND UNLESS SPECIFICALLY NOTED ON THE DRAWINGS. 3. MORTAR SHALL CONFORM TO ASTM 0270, TYPE S WITH 28 DAY COMPRESSIVE STRENGTH OF 1800 PSI, AS TESTED PER ASTM C1019. MASONRY CEMENT, PRE -MIXED MORTAR AND RETARDANT ADDITIVES SHALL NOT BE USED (USE PORTLAND CEMENT PER ASTM 0150 ONLY) UNLESS APPROVED IN WRITING BY THE ENGINEER. 4. GROUT SHALL CONFORM TO ASTM C476 AS TESTED PER ASTM C1019, FINE OR COARSE GROUT, WITH 28 DAY COMPRESSIVE STRENGTH OF 2000 PSI, TESTED PER ASTM 01019. USE SUFFICIENT WATER FOR GROUT TO HAVE AN 8" MIN /10" MAX SLUMP TO PROVIDE ADEQUATE FLUIDITY FOR PLACEMENT INTO ALL CELLS AND JOINTS WITHOUT SEGREGATION OF THE CONSTITUENTS, AND SHALL BE MIXED THOROUGHLY. 5. HORIZONTAL JOINT REINFORCING SHALL BE LADDER TYPE IN CMU WALLS AND TRUSS TYPE IN BRICK OR COMPOSITE WALLS WITH No. 9 GAGE WIRE CONFORMING TO ASTM A82. PROVIDE MINIMUM 12" LAPS AT ALL SPLICES. 6. SEE DETAILS AND NOTES ON DRAWINGS FOR SIZE AND SPACING OF REINFORCING BARS (IN NO CASE SHALL WALLS HAVE LESS THAN #4 VERTICAL BARS AT 48 INCHES O.C. IN 8" CMU WALL, AND #5 AT 48" O.C. IN 12» CMU WALLS) LAP SPLICES OF REINFORCING IN MASONRY AS NOTED BELOW, UNLESS NOTED OTHERWISE. TIE ALL VERTICAL BARS AT 5' -O" MAXIMUM VERTICALLY WITH SINGLE WIRE LOOP TIE BY A.A. PRODUCTS COMPANY. PROVIDE VERTICAL DOWELS FROM FOOTINGS CONTINUOUS THROUGH STEM WALLS INTO MASONRY ABOVE. DOWELS SHALL MATCH SIZE AND SPACING OF ALL VERTICAL REINFORCING. VERTICAL WALL REINFORCEMENT SHALL PENETRATE 6" MINIMUM INTO BOND BEAMS AT THE TOP OF WALLS. EXTEND ALL HORIZONTAL BOND BEAM REINFORCING IN MASONRY CONTINUOUS AROUND CORNERS AND INTERSECTIONS OR PROVIDE BENT CORNER BARS TO MATCH AND LAP HORIZONTAL BOND BEAM REINFORCING AT CORNERS AND INTERSECTIONS. ALL REINFORCING IN MASONRY SHALL BE ACCURATELY LOCATED PRIOR TO GROUTING AND THE POSITION MAINTAINED DURING GROUTING. MINIMUM LAP SPLICES IN MASONRY SHALL BE AS FOLLOWS: GRADE 40 BARS 1 BAR /CELL 40 BAR DIAMETER 2 BAR /CELL 52 BAR DIAMETER AT 8" CMU WALL 2 BAR /CELL 40 BAR DIAMETER AT 12" CMU WALL GRADE 60ARS 1 BAR /CELL 48 BAR DIAMETER 2 BAR /CELL 63 BAR DIAMETER AT 8" CMU WALL 2 BAR /CELL 48 BAR DIAMETER AT 12" CMU WALL 7. ALL CELLS AND COURSES WITH REINFORCING AND ADDITIONAL GROUT SPACES AS REQUIRED BY THE DRAWINGS SHALL BE FILLED SOLID WITH GROUT. LIMIT MAXIMUM GROUT LIFT TO 5' -0" WITH EACH GROUT POUR STOPPING 1 -1 /2 INCHES BELOW THE TOP COURSE OF LIFT. PLACE GROUT CONTINUOUSLY, DO NOT INTERUPT GROUTING FOR MORE THAN ONE HOUR. MECHANICALLY VIBRATE GROUT IN VERTICAL SPACES IMMEDIATELY AFTER POURING AND AGAIN ABOUT 5 MINUTES LATER. RODDING OF GROUT IS NOT ACCEPTABLE. 8. PROVIDE TEMPORARY BRACING AND SHORING FOR ALL MASONRY WALLS TO RESIST ALL LATERAL LOADS DURING CONSTRUCTION UNTIL THE MASONRY HAS BEEN PROPERLY ANCHORED TO THE BUILDING STRUCTURE AND HAS REACHED A THE SPECIFIED COMPRESSIVE STRENGTH. SHORE ALL HORIZONTAL MASONRY BEAMS AND LINTELS FOR 28 DAYS AFTER GROUTING OR UNTIL THE'MASONRY REACHES THE SPECIFIED COMPRESSIVE STRENGTH PRIOR TO REMOVING THE SHORES AND BRACES. 9. UNLESS NOTED OTHERWISE ON THE DRAWINGS, PROVIDE VERTICAL MASONRY CONTROL JOINTS SUCH THAT NO STRAIGHT RUN OF WALL EXCEEDS 24' -O ". COORDINATE LOCATIONS WITH ARCHITECT. 10. CONTRACTOR SHALL PROVIDE LINTELS AS REQUIRED AT ALL OPENINGS. REFER TO TYPICAL DETAILS AND LINTEL SCHEDULES. NOTE: ALL WALL OPENINGS MAY NOT BE SHOWN ON STRUCTURAL DRAWINGS REFER TO ARCHITECTURAL DRAWINGS. MECHANICAL AND ELECTRICAL DRAWINGS FOR ALL OPENINGS SIZE AND LOCATIONS. k%SONRY: CONT. 11, QUALITY ASSURANCE: A. ALL MASONRY UNITS SHALL HAVE STRENGTH CERTIFICATES PROVIDED BY THE SUPPLIER PRIOR TO CONSTRUCTION, AND FOR EVERY 5000 SQUARE FEET DURING CONSTRUCTION. 3 SAMPLES PER MORTAR OR GROUT TEST. TEST ONE SAMPLE AT 7 DAYS AND TWO AT 28 DAYS. ALL TESTING DONE BY A QUALIFIED TESTING LABORATORY PER ASTM C1314. B. MORTAR SHALL BE TESTED FOR THE FIRST DAY'S WORK AND EVERY 3 DAYS THEREAFTER OR EVERY 5000 SQUARE FEET DURING CONSTRUCTION. PROVIDE 3 SAMPLES PER MORTAR TEST. TEST ONE SAMPLE AT 7 DAYS AND TWO AT 28 DAYS. C. GROUT SHALL BE TESTED FOR EVERY 5000 SQUARE FEET OF WALL, BUT NOT LESS THAN ONE TEST FOR EACH PROJECT. PROVIDE 4 SAMPLES PER GROUT TEST. D. ALL TESTING DONE BY A QUALIFIED TESTING LABORATORY. 12. ALL MASONRY CONSTRUCTION SHALL MEET THE REQUIREMENTS OF IBC SECTION 2104.3 FOR COLD WEATHER CONSTRUCTION (AMBIENT TEMPERATURE BELOW 40 "F); AND SECTION 2104.4 FOR HOT WEATHER CONSTRUCTION (AMBIENT TEMPERATURE EXCEEDS 90'F). 13. SOLID BRICK MASONRY UNITS SHALL CONFORM TO ASTM C216, GRADE MW, TYPE FBS, F'm = 1500 PSI, COMPRESSIVE STRENGTH OF 3000 PSI AS TESTED PER ASTM C67, PROVIDE RUNNING BOND UNLESS NOTED OTHERWISE. LAY UP TWO -WYTHE BRICK WALLS WITH FULL HEAD AND BED MORTAR JOINTS. ALL LONGITUDINAL VERTICAL JOINTS SHALL BE GROUTED SOLID. TWO -WYTHE WALLS SHALL BE GROUTED IN 1' -O" LIFTS. MECHANICALLY VIBRATE GROUT IMMEDIATELY AFTER POURING PER PREVIOUSLY STATED SPECIFICATIONS. 14. MASONRY CHIMNEYS SHALL BE CONSTRUCTED PER IBC SECTION 2111. SECTION 2111 INCLUDES MASONRY REQUIREMENTS FOR REINFORCING, ANCHORING AND STRAPPING. NOTE: THE ASSOCIATED CONCRETE FOOTING AND STEMWALL ALSO REQUIRE SPECIAL INSPECTION PRIOR TO PLACING ANY CONCRETE AND /OR GROUT. A ' i ` 1. STRUCTURAL STEEL CONSTRUCTION SHALL CONFORM WITH THE LATEST AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDING AND BRIDGES ", AISC "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS, INCLUDING COMMENTARY, AND APPLICABLE PROVISIONS OF AWS "STRUCTURAL WELDING CODE ". PARAGRAPH 4.2.1. OF THE AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES" IS HEREBY MODIFIED BY DELETION OF THE FOLLOWING SENTENCE: "THIS APPROVAL CONSTITUTES THE OWNER'S ACCEPTANCE OF ALL RESPONSIBILITY FOR THE DESIGN ADEQUACY OF ANY DETAIL CONFIGURATION OF CONNECTIONS DEVELOPED BY THE FABRICATOR AS PART OF HIS PREPARATION OF THESE SHOP DRAWINGS." 2. STRUCTURAL MISCELLANEOUS SHAPES AND PLATES SHALL BE ASTM A36 (Fy = 36 KSI). STRUCTURAL WIDE FLANGE SHAPES ( "W SECTIONS) SHALL BE ASTM A992 GRADE 50 (Fy = 50 KSI) HOLLOW STRUCTURAL SECTIONS (STRUCTURAL TUBE SHAPES; TS OR HSS) SHALL BE ASTM A500, GRADE B (Fy = 46 KSI). STEEL PIPE SHALL BE ASTM A501 (Fy = 36 KSI) OR ASTM A53, TYPES E OR S, GRADE B (Fy = 35 KSI). 3. BOLTS SHALL BE ASTM A307 UNLESS NOTED OTHERWISE AS A325N - COORDINATE WITH' PLANS AND DETAILS. ALL HIGH - STRENGTH BOLTS (A325N) SHALL BE TIGHTENED TO THE SNUG -TIGHT CONDITION AS DEFINED BY AISC UNLESS NOTED OTHERWISE. 4. PLAIN THREADED BARS SHALL BE ASTM A36 OR A307, GRADE A. 5. ANCHOR RODS (ANCHOR BOLTS) SHALL BE ASTM F1554 GRADE 36 (Fy = 36 KSI). ALL ANCHOR BOLTS IN CONCRETE OR CMU SHALL BE TIED IN PLACE PRIOR TO ANY REQURIED INSPECTION. 6. BOLTS, ANCHOR RODS, EXPANSION BOLTS, ETC., SHALL BE INSTALLED WITH STEEL WASHERS AND TIGHTENED NUTS. 7. WELDING ELECTRODES SHALL CONFORM TO AWS D1.1, GRADE E70XX. E90 SERIES ELECTRODES SHALL BE USED FOR ASTM A706 REINFORCING BARS. ALL WELDING SHALL BE DONE BY WELDERS HOLDING VALID CERTIFICATES ISSUED BY AN ACCEPTED TESTING AGENCY AND HAVING CURRENT EXPERIENCE IN TYPE OF WELDS SHOWN ON THE DRAWINGS OR NOTES. ALL WELDING PER AMERICAN WELDING SOCIETY STANDARDS. ALL WELDS ON DRAWINGS ARE SHOWN AS SHOP WELDS. CONTRACTOR MAY SHOP WELD OR FIELD WELD AT THEIR DISCRETION. SHOP WELDS OR FIELD WELDS SHALL BE SHOWN ON SHOP DRAWINGS. ALL WELDS REQUIRE SPECIAL INSPECTIONS AND SHALL BE TESTED AND CERTIFIED BY AN INDEPENDENT TESTING LABORATORY. 8. COMPLETE JOINT PENETRATION GROOVE WELDING PROCEDURES. A. REMOVE.BACKING BARS OF TOP AND BOTTOM FLANGE OF .BEAM AFTER FULL PENETRATION. WELD HAS BEEN COMPLETED. THE WELD END TO BE GROUND TO A SMOOTH CONTOUR AND INSPECT FOR ANY DEFECTS. ALL WELDS TO START AND FINISH ON RUN -OFF TABS, PER AWS DI.1 B. BACK -GOUGE THE FULL PENETRATION WELD AND TOP OFF WITH 3/8" FILLET WELD. C. USE WELD METAL WITH CHARPY V -NOTCH TOUGHNESS OF 20 FT -LBS AT 0 DEGREES F. SUBMIT THE PROJECT WELDING PROCEDURE SPEC'S (WPS) TO THE ENGINEER OF RECORD FOR REVIEW AND APPROVAL. D. WELDING SHALL COMPLY WITH AWS D1.1 (CURRENT EDITION). E. ALL WELDS SHAH BE PRE QUALIFIED AND ALL WELDERS AND INSPECTORS SHALL BE INSTRUCTED IN THE WPS AND SHALL RETAIN A COPY. F. WPS, AS A MINIMUM, SHALL STATE THE WELD POSITION, ELECTRODE TYPE AND SIZE, TRAVEL SPEED, ELECTRODE STICK -OUT, VOLTAGE AND AMPERAGE WITH ACCEPTABLE LIMITS, BEAD SIZE, WELD SEQUENCE, STRESS RELIEVING, AND OTHER RELEVANT DATA. G. WELDERS SHALL BE QUALIFIED FOR THE WORK THEY ARE DOING WITH A CURRENT CERTIFICATION ACCORDING TO THE CHAPTER 5, PART C. H. ALL FIELD WELDING TO BE CONTINUOUSLY INSPECTED BY AWS, QC -1 CERTIFIED WELDING INSPECTOR EMPLOYED BY THE OWNER. TECHNICIAN PERFORMING THE UT OR MT TESTS SHALL BE AN ASNT CERTIFIED TECHNICIAN. 1. TO REDUCE THE LONGITUDINAL STRESSES DUE TO WELDING, IT IS RECOMMENDED TO START THE WELDING PROCESS IN THE MOST CENTRAL BEAM IN THE FRAME AND PROGRESS TOWARDS THE EXTERIOR COLUMNS. J. NOTE THE MOMENT FRAME WELDING SEQUENCE SHALL BE AS FOLLOWS: ONE END OF EACH BEAM SHALL BE ALLOWED TO COOL BEFORE WELDING THE OTHER END, BOLTS SHALL BE TIGHTENED 24 HOURS AFTER WELDING OF FLANGES. SHEAR TABS ARE TO BE WELDED IN ADDITION TO BEING BOLTED AFTER BOLTS ARE TENSIONED AND FLANGES ARE WELDED. K. WELD "DAMS" OR END DAMS" SHALL NOT BE USED. L. ALL COMPLETE AND PARTIAL JOINT PENETRATION WELDS SHALL HAVE ULTRASONIC TESTING (UT) AS PERFORMED BY A CERTIFIED TESTING INSPECTION LABORATORY. WELD BACKING REMOVAL AREAS AND FILLER WELDS ON CONTINUITY PLATES SHALL BE SUBJECT TO MAGNETIC PARTICAL EXAMINATION (MT). 9. HEADED STUDS SHALL BE NELSON GRANULAR FLUX - FILLED HEADED ANCHOR STUDS OR APPROVED EQUAL MADE FROM COLD FINISHED LOW CARBON STEEL, AND SHALL CONFORM TO ASTM A108, GRADES 1015 OR 1020 WITH A MINIMUM TENSILE STRENGTH OF 60,000 PSI. STUD WELDING INSPECTION AND TESTING SHALL CONFORM TO AWS D1.1. STRML STEEL: 10. DEFORMED BAR ANCHOR STUDS SHALL BE NELSON D2L ASTM A -496 GRANULAR FLUX- FILLED REBAR STUDS OR APPROVED EQUAL MADE FROM LOW CARBON COLD ROLLED STEEL WITH A MINIMUM TENSILE STRENGTH OF 70,000 PSI. STUD WELDING INSPECTION AND TESTING SHALL CONFORM TO AWS D1.1. 11. DRYPACK FOR COLUMN BASE PLATES AND BEARING PLATES SHALL BE FIVE STAR GROUT OR AN EQUAL NONMETALLIC SHRINKAGE- RESISTANT GROUT WITH MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 5000 PSI. 12. PROVIDE FABRICATOR'S STANDARD RUST - INHIBITING PRIMER SHOP PAINT FOR ALL STEEL SURFACES THAT WOULD BE EXPOSED TO WEATHER AT ITS FINAL INSTALLATION. SURFACES PERMANENTLY PROTECTED FROM THE WEATHER, ENCASED IN CONCRETE, OR TO RECEIVE SPRAY - APPLIED FIREPROOFING SHALL NOT BE SHOP PAINTED. 13. IF NOT NOTED OR REFERENCED ON THE DRAWINGS /DETAILS PROVIDE 1/8» WELDED CAP PLATE AT ALL EXTERIOR EXPOSED ENDS FOR TUBES AND PIPES. 14, CONTRACTOR SHALL PROVIDE 2% (OF TOTAL STEEL WEIGHT) OF ADDITIONAL MISCELLANEOUS STRUCTURAL STEEL TO BE PLACED AND LOCATED AT THE ENGINEER'S DISCRETION DURING CONSTRUCTION. 15. STEEL BAR GRATE: UNLESS NOTED OTHERWISE, STEEL BAR GRATE SHALL BE WELDED GRATE SHOP PRIMED AND PAINTED. 16. MINIMUM SIZE FOR BUTT, FLARED AND FLARED BEVEL WELDS SHALL BE 1/16" LESS THAN THE THICKNESS OF THE THINNER OF THE MATERIALS BEING CONNECTED. STEEL DECK: 1. STEEL DECK SHALL CONFORM TO ASTM A611 GRADE C FOR PAINTED DECK AND ASTM A653 FOR GALVANIZED DECK. STEEL DECK SHALL HAVE A CURRENT ICC OR CABO APPROVAL AND SHALL BE THE CURRENT STEEL DECK INSTITUTE (SDI) REQUIREMENTS. 2. COMPOSITE FLOOR DECK LEVEL 2 SHALL BE 2" DEEP, 36" WIDE, 20 GAGE GALVANIZED STEEL WITH A MINIMUM YIELD STRESS OF 38,000 PSI, WITH MINIMUM +S = 0.415 INCHES *3 AND I = 0.360 INCHES *4 PER FOOT OF WIDTH. DECK SHALL HAVE DEFORMATIONS ADEQUATE TO PROVIDE A STRUCTURALBOND WITH THE CONCRETE. DECK SHALL BE ERECTED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS AS 3 SPAN MINIMUM AND SHALL BE ATTACHED FOR MINIMUM DIAPHRAGM SHEAR CAPACITY OF 1869 PLF AS INDICATED ON THE DRAWINGS 3. COMPOSITE FLOOR DECK LEVEL 1 SHALL BE 3" DEEP, 36" WIDE, 20 GAGE GALVANIZED STEEL WITH A MINIMUM YIELD STRESS OF 38,000 PSI, WITH MINIMUM +S = 0.937 INCHES *3 AND I = 0.572 INCHES *4 PER FOOT OF WIDTH. DECK SHALL HAVE DEFORMATIONS ADEQUATE TO PROVIDE A STRUCTURAL BOND WITH THE CONCRETE. DECK SHALL BE ERECTED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS AS 3 SPAN MINIMUM AND SHALL BE ATTACHED FOR MINIMUM DIAPHRAGM SHEAR CAPACITY OF 1869 PLF AS INDICATED ON THE DRAWINGS. 4. ALL WELDING SHALL BE PERFORMED BY WELDERS EXPERIENCED IN LIGHT GAGE STEEL DECK WORK. ALL WELDING DONE BY E60 (MINIMUM) SERIES LOW HYDROGEN RODS. ALL EXPOSED WELDS SHALL BE DE- SLAGGED, CLEANED AND PRIMED WITH A ZING RICH PRIMER AND TOUCHED -UP WITH PAINT. 5. THE FIRST SHEET OF STEEL DECK ADJACENT AND PARALLEL TO WALLS, PERIMETER MEMBERS, OR MEMBERS IDENTIFIED AS CHORD, COLLECTOR, OR DRAG MEMBERS (ON ONE OR BOTH SIDES AS APPLICABLE) SHALL BE FULL PANEL WIDTH SHEETS. 6. PROVIDE CONTINUOUS BENT PLATES (3/16» MINIMUM THICKNESS) AT ALL CONDITIONS WHERE DECK DOES NOT SIT FLAT ONTO SUPPORT MEMBER WITH 3/16" FILLET WELD, 2" LONG AT 6" O.C., TYPICAL MINIMUM WHERE DECK IS PERPINDICULAR TO SUPPORT. 7. PROVIDE CONTINUOUS 12 GAGE EXTENSION /FILLER PLATES AT ALL LOCATIONS WHERE DECK LAYOUT IS SUCH THAT THE BOTTOM FLUTE OF THE DECK DOES NOT BEAR DIRECTLY ON THE SUPPORT (I.E. DECK IS PARRALLEL OR ALMOST PARALLEL). 8. ALL OPENINGS AND LOADS SUPPORTED BY STEEL DECK SHALL BE ONLY AS ALLOWED BY TYPICAL DETAILS AS SHOWN ON THE DRAWINGS. 9. DO NOT HANG OR ATTACH ANYTHING FROM THE UNDERSIDE OF STEEL DECK. ALL SUSPENDED ITEMS SHALL BE ATTACHED TO TOP AND BOTTOM CHORDS OF STRUCTURAL BEAMS OR JOISTS, EITHER DIRECTLY, OR WITH SUPPLEMENTAL FRAMING NUMBERS. GENERAL CONTRACTOR IS TO PROVIDE AND INSTALL SUPPLEMENTAL FRAMING MEMBERS AS REQUIRED TO INSTALL ALL SUSPENDED ITEMS. 10. FOR BOTH FLOOR AND DECK ; PROVIDE (2) LAYERS OF STEEL DECK. WHERE SINGLE SPAN CONDITIONS EXIST, MAKE DECK CONNECTIONS AFTER PLACEMENT OF BOTH LAYERS OF DECK. 11. AT SINGLE SPAN CONDITIONS FOR FLOOR DECK; PROVIDE SHORING BENEATH UNDERSIDE OF DECK UNTIL CONCRETE HAS BEEN IN PLACE FOR 14 DAYS MINIMUM. �4 ;I L P� �_ W x --� u F -� x 1__� P4 u w z P-4 94 a c� � - u a., u fA P� w x 0 .be 054W ph 343. 455.8988 #x 303.455.8446 McGlamery im Bwckr sweet swmw cep, r,_ oew, co WH �4 ;I L P� �_ W x --� u F -� x 1__� P4 u w z P-4 94 a c� � - u a., u fA P� w x 0 c .l :a x a c G c , w Dim w 1. THE STAIR MANUFACTURER SHALL BE RESPONSIBLE FOR THE COMPLETE DESIGN AND FABRICATION OF THE STAIRS AND HANDRAILS TO CONFORM TO THE APPLICABLE BUILDING CODE FOR THIS PROJECT. STAIR MANUFACTURER SHALL SUBMIT DESIGN CALCULATIONS AND SHOP DRAWINGS FOR ALL STAIRS, GUARDRAILS, HANDRAILS, AND COMPONENTS FOR REVIEW PRIOR TO MANUFACTURE. CALCULATIONS AND'SHOP DRAWINGS SHALL BE SEALED BY A CIVIL OR STRUCTURAL ENGINEER REGISTERED IN THE STATE OF THE LOCAL JURISDICTION. ALL SHOP MADE ASSEMBLIES SHALL USE STRUCTURAL STEEL CHANNEL STRINGERS AND FORMED STEEL SHEET TREADS, RISERS AND LANDINGS. USE ALL WELDED CONSTRUCTION. 2. STAIRS AND HANDRAILS SHALL BE DESIGNED FOR DEAD, WIND, AND SEISMIC LOADS, AND THE FOLLOWING LIVE LOADS: A. TREADS AND LANDINGS: UNIFORM LOAD OF 100 PSF (40 PSF FOR ONE AND TWO FAMILY DWELLINGS) OR A CONCENTRATED LOAD OF 300 LBS SO LOCATED AS TO PRODUCE MAXIMUM STRESSES. B. HANDRAILS, GUARDRAILS AND COMPONENTS SHALL BE DESIGNED PER IBC SECTION 1607.7. 3. THE FOLLOWING MINIMUM REQUIREMENTS SHALL BE MET UNLESS OTHERWISE NOTED: A. LANDINGS: 3" CONCRETE WITH #3 REINFORCING CENTERED IN SLAB AT 12" O.C. EACH WAY OVER 12 GAGE STEEL PAN. B. LANDING STIFFENERS: SPACED AT 24" O.C. MAXIMUM, WELDED TO LANDING PAN. C. STRINGERS: MINIMUM 12" DEEP CHANNEL SECTION. D. LANDING BEAMS: MINIMUM 8" DEEP CHANNEL SECTION. E. TREADS: 2" THICK CONCRETE FILL WITH 2 #3 LONGITUDINAL BARS IN MINIMUM OF 10 GAGE STEEL PANS. 4. FOR STAIR DIMENSIONS, INCLUDING STEP RISE AND RUN, TREAD CONFIGURATION AND NON -SLIP SURFACES, SEE ARCHITECTURAL DRAWINGS. w w , grit" No M � w, 1. THE RAILING MANUFACTURER SHALL BE RESPONSIBLE FOR THE COMPLETE DESIGN AND FABRICATION OF THE RAILS. THE MANUFACTURER SHALL SUBMIT DESIGN CALCULATIONS AND SHOP DRAWINGS FOR ALL GUARDRAILS AND HANDRAILS FOR REVIEW PRIOR TO MANUFACTURE. CALCULATIONS AND SHOP DRAWINGS SHALL BE SEALED BY A CIVIL OR STRUCTURAL ENGINEER REGISTERED IN THE STATE OF THE LOCAL JURISDICTION. ALL SHOP MADE ASSEMBLIES SHALL USE STRUCTURAL STEEL PIPES OR TUBES. USE ALL WELDED CONSTRUCTION. 2. RAILING SHALL BE DESIGNED FOR DEAD, WIND, AND SEISMIC LOADS, AND THE FOLLOWING LIVE LOADS: HANDRAILS, GUARDRAILS AND VERTICAL RAILS: DESIGNED TO RESIST A UNIFORM LOAD OF 50 PLF APPLIED IN ANY DIRECTION OR A CONCENTRATED LOAD OF 200 POUNDS APPLIED IN ANY DIRECTION. THESE TWO SEPARATE LOADING CASES (UNIFORM AND CONCENTRATED) NEED NOT BE ASSUMED TO ACT CONCURRENTLY. LOADS FROM RAILS SHALL TRANSFER TO THE MAIN BUILDING STRUCTURE 3. FOR RAIL DIMENSIONS, SEE ARCHITECTURAL DRAWINGS. 1. WOOD FRAMING SHALL CONFORM TO IBC CHAPTER 23. 2. FRAMING LUMBER SHALL COMPLY WITH THE MOST CURRENT EDITION OF THE NATIONAL DESIGN SPECIFICATION (NDS). ALL SAWN LUMBER SHALL BE STAMPED WITH THE GRADE MARK OF A LUMBER GRADING AGENCY CERTIFIED BY THE AMERICAN LUMBER STANDARDS COMMITTEE. MAXIMUM MOISTURE CONTENT SHALL NOT EXCEED 19 %. ALL SAWN LUMBER SHALL BE VISUALLY GRADED, DOUGLAS FIR -LARCH (D.F.). 2X AND 3X MEMBERS SHALL BE D.F. #2 AND 4X MEMBERS AND GREATER SIZES SHALL BE D.F. #1 WITH DESIGN VALUES PER THE NDS. 3. ALL PLYWOOD SHALL CONFORM TO CURRENT PRODUCT STANDARD PS1, OR APA PRP -108 AND HAVE AN EXTERIOR OR EXPOSURE 1 DURABILITY CLASSIFICATION, AND SHALL BEAR THE STAMP OF AN ICC APPROVED TESTING AGENCY. LAY UP SHEETS WITH LONG DIMENSION PERPENDICULAR TO SUPPORTS AND STAGGER JOINTS. ON ROOFS WHERE PLYWOOD IS LAID UP WITH THE LONG DIMENSION PARALLEL TO SUPPORTS, USE A MINIMUM OF 5 -PLY PLYWOOD. AT ROOFS, USE PLYCUPS AT MIDSPAN OF UNSUPPORTED EDGES. AT WALLS, PROVIDE 2 X WOOD BLOCKING AT ALL UNSUPPORTED EDGES. ALL NAILING SHALL BE WITH COMMON NAILS. ALL PLYWOOD SHALL BE OF THE FOLLOWING MINIMUM THICKNESS, SPAN /INDEX RATIO, AND SHALL BE NAILED AS FOLLOWS: USE THICKN S PAN INDEX RATIO EDGE NAILING FIELD NAILING ROOF 5/8" (19/32 ") 24/0 1 O AT 6" O.C. 1 O AT 12" O.C. FLOOR 3/4" (23/32 ") T &G 48/24 10d AT 6" O.C. 10d AT 12" O.C. SHEAR TOP OF STEEL SOILS = 100' -0" WALL 1/2" (15/32") 24/0 1 O AT 6" O.C. 1 O AT 12" O.C. 4. APA RATED SHEATHING (ORIENTED STRAND BOARD) CONFORMING TO NER -108 AND CURRENT PRODUCT STANDARD (PS2), AND WITH THE SAME EXPOSURE DURABILITY CLASSIFICATION, NOMINAL THICKNESS, AND a SPAN /INDEX RATIO MAY BE SUBSTITUTED FOR PLYWOOD UNLESS NOT ALLOWED DUE TO ROOFING REQUIRES; FIRE RATING; ARCHITECTURAL SPECIFICATIONS, ETC. 5. ALL NAILING SHALL BE WITH COMMON NAILS. DOUBLE UP JOISTS BELOW MECHANICAL EQUIPMENT. PROVIDE 2 X SOLID BLOCKING OR WOOD "I" x JOIST BLOCKING PANELS AT 8'-0" MAXIMUM O.C. AND AT SUPPORTS OF ALL JOISTS. PROVIDE DOUBLE OR MORE STUDS AT JAMBS AND UNDER BEAMS IN BEARING WALLS. PROVIDE 2 X BLOCKING AT MID - HEIGHT OF BEARING STUD WALLS (5' -0" MAXIMUM O.C.). U.N.O. ALL NAILING NOT NOTED SHALL BE ACCORDING TO TABLE 2304.9.1 OF THE INTERNATIONAL BUILDING CODE. 6. DO NOT NOTCH, DRILL OR SPLICE JOISTS, BEAMS, POSTS, OR LOAD BEARING STRUCTURAL STUDS WITHOUT PRIOR APPROVAL OF STRUCTURAL a ENGINEER. 7. JOIST HANGERS AND OTHER MISCELLANEOUS FRAMING ANCHORS SHALL BE AS MANUFACTURED BY THE SIMPSON STRONG -TIE COMPANY OR h EQUAL BY OTHER MANUFACTURER WITH CURRENT. ICC OR CABO APPROVAL. MULTIPLE, SKEWED AND /OR SLOPED HANGERS SHALL BE SUPPLIED BY THE CONTRACTOR WHERE NECESSARY. ALL NAIL HOLES IN JOIST HANGERS AND MISCELLANEOUS FRAMING ANCHORS SHALL BE FILLED WITH NAILS OF THE LARGEST SIZE SHOWN IN THE MANUFACTURER'S LATEST CATALOG. ALL BOLTS USED IN CONNECTIONS SHALL BE INSTALLED WITH STEEL WASHERS AND TIGHTENED NUTS. a 8. SIZE AND SPACING OF WOOD STUD WALLS SHALL BE PER PLANS AND /OR DETAILS. SILL PLATE ANCHOR BOLTS SHALL BE HOT- DIPPED ZINC COATED GALVANIZED STEEL, A MINIMUMI /2" DIAMETER WITH PLACEMENT NOT TO EXCEED 4' -0" O.C. UNLESS NOTED OTHERWISE, ANCHOR BOLTS SHALL BE PLACED 4" TO 8" OF ALL JAMBS, CORNERS, INTERSECTIONS AND WALL ENDS. ALL BOTTOM PLATES SHALL HAVE A MINIMUM OF 2 ANCHOR BOLTS. ALL BOTTOM PLATES OR SILLS ON CONCRETE SLABS ON GRADE AND ON CONCRETE OR MASONRY FOUNDATIONS, SHALL BE PRESSURE TREATED WOOD STAMPED BY AN APPROVED AGENCY. 9. PRESERVATIVE TREATMENT. WOOD MATERIALS REQUIRED TO BE "TREATED WOOD" IN ACCORDANCE WITH IBC SECTION 2304.11. PROTECTION AGAINST DECAY AND TERMITES SHALL CONFORM TO THE APPROPRIATE STANDARDS OF THE AMERICAN WOOD- PRESERVERS ASSOCIATION (AWPA) FOR SAWN LUMBER, GLUED LAMINATED TIMBER, ROUND POLES, WOOD PILES AND MARINE PILES. FOLLOW AMERICAN LUMBER STANDARDS COMMITTEE (ALSC) QUALITY ASSURANCE PROCEDURES. PRODUCTS SHALL BEAR THE APPROPRIATE MARK. FIRE RETARDANT TREATED LUMBER SHALL AFFORD THE FIRE - RESISTANCE RATING REQUIRED IN CHAPTER 6 OF THE 113C. 10. DECKING SHALL COMPLY WITH THE LATEST EDITION OF THE GRADING RULES OF THE WESTERN WOOD PRODUCTS ASSOCIATION OR THE WEST COAST LUMBER INSPECTION BUREAU. SPECIES AND GRADE SHALL BE AS SELECTED BY THE ARCHITECT (SEE AITC 112). MAXIMUM MOISTURE CONTENT 19% NOMINAL 2 X 6 DECKING WITH TONGUE AND GROOVE EDGES. MINIMUM Fb (SING) = 1000 PSI, MINIMUM E = 1,000,000 PSI. INSTALL WITH TONGUES UP- SLOPE. (LAY UP DECKING IN CONTROLLED RANDOM LAY UP AS DEFINED BY THE AMERICAN INSTITUTE OF TIMBER CONSTRUCTION). (DECK SHALL BE INSTALLED AS SIMPLE SPAN WITH ALL PIECES BEARING ON AT LEAST 2 SUPPORTS). NAIL EACH PLANK WITH 1 - 16d TOENAIL THROUGH TONGUE AND 1 - 16d FACE NAIL AT EACH SUPPORT. loo, Iwrw ' �� 0 1. JOIST SIZES ARE INDICATED ON PLANS AND SCHEDULES. AN EXAMPLE OF A CALL -OUT IN THE JOIST SCHEDULE IS: 18" WOOD "I" JOIST 70%40 18" INDICATES JOIST DEPTH 70 INDICATES TOTAL LOAD (PLF) 40 INDICATES LIVE LOAD (PLF) NOTE: THE LOADS ABOVE DO NOT INCLUDE SPECIAL OR ADDITIONAL LOADS CALLED OUT ON PLANS OR IN SCHEDULES. 2. THE JOIST MANUFACTURER SHALL BE RESPONSIBLE FOR THE COMPLETE DESIGN, FABRICATION AND ERECTION PROCEDURES FOR ALL JOISTS, JOIST HANGERS, WOOD OR METAL BRIDGING, BLOCKING PANELS, WEB STIFFENERS, INCIDENTAL FRAMING, FRAMING FOR OPENINGS NOT SHOWN ON DRAWINGS, TEMPORARY AND PERMANENT BRACING AND BRIDGING, CONNECTIONS, HOLDOWN ANCHORS, AND ALL OTHER ITEMS REQUIRED FOR A COMPLETE AND SAFE INSTALLATION OF THE JOIST SYSTEM. JOIST DEPTH ARE INDICATED ON THE DRAWINGS. 3. JOISTS SHALL HAVE CURRENT CABO OR ICC APPROVAL. ALL DESIGN, FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE APPLICABLE CABO OR ICC REPORT AND ASTM D5055 AS PER IBC SECTION 2303.1.2. DEAD COMBINED WITH LIVE LOAD DEFLECTIONS SHALL BE LIMITED TO SPAN /240. LIVE LOAD DEFLECTIONS OF MEMBERS SHALL BE LIMITED TO SPAN /360 AND SPAN /180 AT CANTILEVER 4. JOIST DURATION FACTOR SHALL BE PER THE MOST CURRENT EDITION OF THE NDS. 5. CONTRACTOR SHALL SUBMIT DESIGN CALCULATIONS AND SHOP DRAWINGS SEALED BY A CIVIL OR STRUCTURAL ENGINEER REGISTERED IN THE STATE OF THE LOCAL JURISDICTION FOR REVIEW PRIOR TO MANUFACTURE. CALCULATIONS AND SHOP DRAWINGS SHALL INCLUDE BUT NOT BE LIMITED TO DESIGN LOADS, ALLOWABLE STRESSES, STRESS DIAGRAMS, SPECIAL BEARING OR CONNECTION DETAILS AND ERECTION DRAWINGS. IN REVIEWING SHOP DRAWINGS THE ENGINEER WILL REVIEW FOR GENERAL CONFORMANCE TO THE INTENT OF THE PLANS. THIS REVIEW IN NO WAY RELIEVES THE CONTRACTOR OF MS RESPONSIBILITY TO COMPLY WITH THE DRAWINGS AND SPECIFICATIONS, AND TO PROVIDE A COMPLETE JOIST SYSTEM AND WORKABLE INSTALLATION, 6. ADDITIONAL JOISTS SHALL BE DESIGNED AND SUPPLIED AS REQUIRED TO SUPPORT MECHANICAL EQUIPMENT, PIPING, DUCTS, ETC.. 7. ALL CONNECTORS SPECIFIED BY THE MANUFACTURER SHALL HAVE CURRENT ICC OR CABO APPROVAL. MANUFACTURER SHALL SUPPLY MULTIPLE, SKEWED AND /OR SLOPED AND SPECIALTY JOIST HANGERS AS NECESSARY. 8. PRE - ENGINEERED FLAT WOOD TRUSSES (GANG -NAIL) ARE NOT AN ACCEPTABLE EQUIVALENT OPTION AND WILL NOT BE APPROVED AS A SUBSTITUTE TO WOOD "I" JOISTS. wlii� (SEE PROJECT SPECIFICATION FOR ADDITIONAL REQUIREMENTS) MANUFACTURED LUMBER: STRUCTURAL TESTS AND SPECIAL INSPECTIONS: 1. GLULAM BEAMS SHALL BE DOUGLAS FIR -LARCH WITH THE FOLLOWING MINIMUM PROPERTIES (DF24FV4): • Fb = 2400 PSI •Fv =240 PSI • Fc (PERPENDICULAR) = 650 PSI • E = 1,800,000 PSI. BEAMS CONTINUOUS OVER OR CANTILEVERING OVER SUPPORTS SHALL HAVE THE SPECIFIED MINIMUM PROPERTIES TOP AND BOTTOM (DF24FV8). ALL EXPOSED GLUED LAMINATED BEAMS SHALL BE ARCHITECTURAL APPEARANCE GRADE PER AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (AITC) REQUIREMENTS (CONTRACTOR SHALL NOTIFY OWNER AND ARCHITECT IF DAMAGE HAS OCCURRED TO GLUED LAMINATED MEMBERS DURING TRANSPORT; ARCHITECT SHALL APPROVE ANY FIXES IF REQUIRED TO MEMBER AFTER TRANSPORT AND DETERMINE IF MEMBER IS SUITABLE FOR FIX; NOTE: ARCHITECT SHALL BE ALLOWED TO REJECT ANY DAMAGED MEMBER). 2. PARALLAM BEAMS OR COLUMNS SHALL BE 2.OE PARALLAM PSL WITH THE FOLLOWING MINIMUM PROPERTIES: • b = 2900 PSI FOR 12" DEPTH FOR OTHERS, MUTIPLY BY [12/d] 0.111 • Fv = 290 PSI • Fc = (PERPENDICULAR) = 750 PSI • E = 2,000,000 3. LAMINATED VENEER LUMBER (LVL) HEADERS /BEAMS SHALL BE 1.9E WITH THE FOLLOWING MINIMUM PROPERTIES: • Fb = 2,600 PSI FOR 12" DEPTH FOR OTHERS, MUTIPLY BY [12 /d]" 0.136 • Fv = 285 PSI • Fc = (PERPENDICULAR) = 750 PSI • Fc = (PARALLEL) = 2,510 PSI • E = 1,900,000 PSI • G = 118,750 PSI 4. LAMINATED VENEER LUMBER (LVL) STUDS SHALL BE 2 X 6 NOMINAL DIMENSIONS (1 1/2" X 5 1/2" ACTUAL DIMENSIONS) WITH THE FOLLOWING MINIMUM PROPERTIES: • Fb = 2,722 PSI • Fv = 285 PSI • Fc = (PARALLEL) = 3,000 PSI • E = 2,000,000 PSI 5. LAMINATED STRAND LUMBER (LSL) STUDS SHALL BE 2 X 4 NOMINAL UP TO 2 X 14 NOMINAL DIMENSIONS WITH THE FOLLOWING MINIMUM PROPERTIES: • Fb = 2,425 PSI •Fv =400 PSI • Fc = (PARALLEL) = 2,150 PSI • E = 1,600,000 PSI 6. LAMINATED VENEER LUMBER (LVL) AND LAMINATED STRAND LUMBER (LSL) HEADERS AND BEAMS VARY IN STRUCTURAL PROPERTIES DEPENDENT UPON SIZE AND USAGE. CONSULT MANUFACTURER'S PUBLISHED CATALOGS AND ICC OR CABO CODE APPROVAL. 7. FABRICATION AND HANDLING OF MANUFACTURED LUMBER SHALL BE PER THE CURRENT AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (AITC) STANDARDS. ALL MEMBERS SHALL BEAR AITC STAMP AND CERTIFICATE AND GRADE STAMP. ALL MEMBERS SHALL BE FABRICATED WITH WATERPROOF GLUE. APPEARANCE GRADE REQUIREMENTS SHALL BE AS SHOWN ON THE ARCHITECTURAL DRAWINGS. 8. CAMBER MEMBERS AS SHOWN ON THE DRAWINGS. IF NO CAMBER IS SPECIFIED FOR GLUED LAMINATED BEAMS (GLB'S) PROVIDE MANUFACTURER'S STANDARD CAMBER USING A RADIUS OF 2000 FEET. 9. ALL BOLTS USED AT CONNECTIONS OF GLULAM BEAMS SHALL HAVE STEEL WASHERS AND TIGHTENED NUTS. w w w 1. SHOP DRAWINGS SHALL BE SUBMITTED FOR ALL STRUCTURAL ITEMS IN ADDITION TO ANY ITEMS REQUIRED BY THE ARCHITECTURAL SPECIFICATIONS. CONSTRUCTION DOCUMENTS SHALL NOT BE REPRODUCED FOR USE AS SHOP DRAWINGS. 2. THE GENERAL CONTRACTOR SHALL REVIEW AND STAMP ALL SHOP DRAWINGS AND PRODUCT DATA FOR CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS PRIOR TO SUBMITTAL. ANY SHOP DRAWINGS OR PRODUCT DATA NOT REVIEWED AND STAMPED BY THE GENERAL CONTRACTOR'WILL BE RETURNED WITHOUT REVIEW. THE CONTRACTOR SHALL CLOUD OR FLAG ALL ITEMS NOT IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. VERIFY ALL DIMENSIONS WITH ARCHITECT. 3. ANY CHANGES, SUBSTITUTIONS, OR DEVIATIONS FROM THE ORIGINAL CONTRACT DRAWINGS SHALL BE CLOUDED BY THE MANUFACTURER OR FABRICATOR. ANY CHANGES, SUBSTITUTIONS, OR DEVIATIONS WHICH ARE NOT CLOUDED OR FLAGGED BY SUBMITTING PARTIES, SHALL NOT BE CONSIDERED ALLOWED AFTER THE ENGINEER'S REVIEW, UNLESS NOTED ACCORDINGLY BY THE STRUCTURAL ENGINEER. 4. THE STRUCTURAL ENGINEER RESERVES THE RIGHT TO ALLOW OR NOT ALLOW ANY CHANGES TO THE ORIGINAL CONTRACT DRAWINGS AT ANY TIME BEFORE OR AFTER SHOP DRAWING REVIEW. 5. THE SHOP DRAWINGS DO NOT REPLACE THE ORIGINAL CONTRACT DRAWINGS. ITEMS OMITTED OR SHOWN INCORRECTLY AND WHICH ARE NOT NOTED AS ALLOWED BY THE STRUCTURAL ENGINEER OR ARCHITECT ARE NOT TO BE CONSIDERED CHANGES TO THE ORIGINAL CONTRACT DRAWINGS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO ENSURE THAT ITEMS OMITTED OR SHOWN INCORRECTLY ARE CONSTRUCTED IN ACCORDANCE WITH THE ORIGINAL CONTRACT DRAWINGS. 6. ALL ENGINEERING DESIGNS AND LAYOUTS PERFORMED BY OTHERS SHALL BE SEALED BY A CIVIL OR STRUCTURAL ENGINEER REGISTERED IN THE STATE OF THE LOCAL JURISDICTION. 7. REVIEWING IS INTENDED ONLY AS AN AID TO THE CONTRACTOR IN OBTAINING CORRECT SHOP DRAWINGS. RESPONSIBILITY FOR CORRECTNESS AND COMPLETENESS RESTS SOLELY WITH THE CONTRACTOR. 8. SHOP DRAWINGS WILL BE RETURNED FOR RESUBMITTAL IF MAJOR ERRORS ARE FOUND DURING REVIEW. 9. NO MORE THAN TWO SETS OF BLUELINE PRINTS AND ONE SET OF REPRODUCIBLES WILL BE REVIEWED FOR ANY INDIVIDUAL SUBMITTAL. 10. ALLOW A MINIMUM OF FIVE WORKING DAYS FOR REVIEW OF SHOP DRAWINGS BY THE STRUCTURAL ENGINEER OF RECORD. 11. DEFERRED SUBMITTALS - SHOP DRAWING SUBMITTALS THAT ARE SUBMITTED DURING CONSTRUCTION AND REQUIRED BY THE GENERAL STRUCTURAL NOTES WHICH CONTAIN DESIGN CALCULATIONS AND SEALS BY A REGISTERED ENGINEER OTHER THAN THE ENGINEER OF RECORD, SHALL BE REVIEWED BY THE ENGINEER OF RECORD AND DETERMINED TO BE IN GENERAL CONFORMANCE WITH THE BUILDING DESIGN AND SO STATED ON THE SUBMITTAL. DEFFRRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THEIR DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICAL. 12. DEFERED SUBMITTALS SHALL INCLUDE THE FOLLOWING: • WOOD "I" JOISTS, STEEL JOISTS AND JOIST GIRDERS, • PRE - FABRICATED WOOD TRUSSES, PRE -CAST CONCRETE, • PRE - MANUFACTURED STEEL STAIRS 1. SPECIAL INSPECTIONS SHALL BE PERFORMED AS REQUIRED BY AND IN ACCORDANCE WITH IBC CHAPTER 17. 2. THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON, APPROVED BY THE LOCAL BUILDING OFFICIAL, FOR THE INSPECTION OF THE PARTICULAR TYPE OF CONSTRUCTION OR OPERATION REQUIRING SPECIAL INSPECTION. S PECT R IN H EMPLOYED BY THE OWNER 3. THE SPECIAL INSPECTOR ALL BE L , THE ENGINEER OR ARCHITECT OF RECORD, OR AN AGENT OF THE OWNER, BUT NOT THE CONTRACTOR OR ANY OTHER PERSON RESPONSIBLE FOR THE WORK. 4. THE SPECIAL INSPECTION CERTIFICATE SHALL BE SIGNED AND SEALED BY THE PROJECT'S SUPERVISING STRUCTURAL OR CIVIL ENGINEER REGISTERED IN THE STATE OF THE LOCAL JURISDICTION. 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING A MINIMUM OF 24 HOURS NOTICE TO THE SPECIAL INSPECTOR AND THE TESTING LABORATORY PRIOR TO BEGINNING ANY WORK FOR WHICH SPECIAL INSPECTION OR TESTING IS REQUIRED. 6. THE SPECIAL INSPECTOR IS NOT AUTHORIZED TO STOP OR DELAY ANY WORK. IF THE CONTRACTOR ELECTS TO CONTINUE WITH A CERTAIN WORK AFTER BEING NOTIFIED BY THE SPECIAL INSPECTOR THAT SUCH WORK IS UNACCEPTABLE, THE CONTRACTOR DOES SO AT THEIR OWN RESPONSIBILITY, AND RISKS CORRECTING THE WORK AT A LESS OPPORTUNE TIME. 7. THE SPECIAL INSPECTOR IS NOT INSPECTING FOR OSHA COMPLIANCE AND TEMPORARY CONSTRUCTION, SUCH AS BRACING, OR ANY SAFETY RELATED ITEMS. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING ADEQUATE FACILITIES FOR THE STRUCTURAL INSPECTOR, TO ALLOW THE INSPECTOR TO PERFORM THEIR WORK SAFELY, AND EFFICIENTLY. 8. 'SPECIAL INSPECTION IS REQUIRED FOR THE ITEMS LISTED IN "STRUCTURAL TESTS AND INSPECTIONS" TABLE AND SHALL BE PERFORMED PER IBC SECTION 1704. 9. DUTIES AND RESPONSIBILITIES OF THE SPECIAL INSPECTOR: A. THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK REQUIRED TO BE SPECIAL INSPECTED FOR CONFORMANCE WITH THE APPROVED DESIGN DRAWINGS AND SPECIFICATIONS. B. ALL DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION, THEN, IF UNCORRECTED, TO THE ENGINEER OR ARCHITECT OF RECORD AND THE BUILDING OFFICIAL. C. THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE BUILDING OFFICIAL AND TO THE ENGINEER OR ARCHITECT OF RECORD. D. UPON COMPLETION OF THE ASSIGNED WORK, THE SPECIAL INSPECTOR SHALL COMPLETE AND SIGN A FINAL REPORT CERTIFYING THAT TO THE BEST OF THE INSPECTOR'S KNOWLEDGE, THE WORK IS IN CONFORMANCE WITH THE APPROVED PLANS AND SPECIFICATIONS, AND THE APPLICABLE WORKMANSHIP PROVISIONS OF THE CODE. 10. SPECIAL INSPECTION IS NOT A SUBSTITUTE FOR INSPECTION BY THE BUILDING OFFICIAL'S INSPECTOR. ALL WORK REQUIRING SPECIAL INSPECTION WHICH IS INSTALLED OR COVERED WITHOUT APPROVAL OF THE BUILDING OF'FICIAL'S INSPECTOR IS SUBJECT TO REMOVAL. SMUCTURAL TESTS AM INS:PEMONS TOP OF FOOTING SPECIAL INSPECTION OR STRUCTURAL TEST FREQUENCY SPECIAL INSPECTION PERFORMED STRUCTURAL TEST PERFORMED CONTINUOUS PERIODIC = 100' -0" BY BY GRADING & A. PLACEMENT OF COMPACTED FILL, GRADING AND TOS TOP OF STEEL SOILS = 100' -0" FOUNDATION EXCAVATIONS (REF. 3317) REFERENCED FROM F.F.E. = 100' -0" ENGINEER COLUMN DESIGNATION S. INSPECTION OF PILE DRIVING F1 FOOTING DESIGNATION W1 C. INSPECTION FOR "DRILLED" SHAFT DRILLING SW1 SHEAR WALL DESIGNATION CONCRETE A. DURING CONCRETE PLACEMENT fc > 250D Psi, LTI LINTEL DESIGNATION B. DURING PLACEMENT OF NON SHRINK GROUT C. MOLDING OF COMPRESSION TEST SAMPLES AND GRENIER COMPRESSION TESTING ENG. D. PLACEMENT OF REINFORCEMENT AND CONCRETE IN DRILLED SHAFTS E. PLACEMENT OF CONCRETE, FOR BOLTS OR EMBEDS AS SPECIFIED F. PNEUMATICALLY PLACED CONCRETE, PERSONNEL QUALIFICATION, REBAR PLACEMENT CONDITIONS, SAMPLE PANEL VERIFICATIONS G. PLACEMENT OF HIGH STRENGTH GROUT AND TAKING SAMPLES H. CONCRETE BATCHING 1. GRADE BEAM DRILLED IN ANCHORS A. INSTALLATION OF ADHESIVE ANCHORS, RODS, DOWELS, SHALL BE CONTINUOUSLY INSPECTED DURING INSTALLATION, GRENIER ENG. B. EXPANSION ANCHORS IN CONCRETE OR MASONRY REINFORCING A. PLACEMENT OF REINFORCING IN CMU WALLS AND GRENIER STEEL AND FOOTING ENG. POST TENSION B. SAMPLING FOR TESTING C. MILL REPORT VERIFICATION AND MATERIAL TENDONS IDENTIFICATION D. POST TENSION TENDONS - VERIFY TENDON PROFILE, VERIFY EQUIPMENT CALIBRATION, OBSERVE AND RECORD ELONGATION AND FORCE. WELDING A. SHOP FABRICATION AND WELDING (REF: GRENIER 1704.3.1) ENG. B. STRUCTURAL FIELD WELDING (REF. 1704.3.1) GRENIER (VISUAL) ENG. C. STRUCTURAL LIGHT GAGE FRAMING OR DECKING (SAL) D. SHEAR CONNECTORS INSPECTION AND FIELD TEST (NONDESTRUCTIVE) E. REINFORCING STEEL WELDING (VISUAL) STRUCTURAL A. VERIFICATION OF MILL REPORTS AND STEEL IDENTIFICATION OF STEEL OR PHYSICAL. TESTING. B. ERECTION AND INSPECTION OF SURFACES BOLTING A. HIGH STRENGTH BOLTING (REF: 1704.3.3) MASONRY A. PLACEMENT OF MASONRY UNITS GRENIER ENG. B. MASONRY PRISM CONSTRUCTION AND TESTING GRENIER ENG. C. MORTAR AND GROUT SAMPLING AND TESTING GRENIER ENG. D. GROUTING OPERATIONS GRENIER ENG. E. REVIEW OF JOINTS PRIOR TO RE- POINTING EXISTING BRICK MORTAR JOINTS SY oML DUCRUMONS (THIS LEGEND IS FOR REFERENCE, ALL SYMBOLS, MATERIALS AND ABBREVIATIONS SHOWN ON THIS LEGEND MAY OR MAY NOT APPLY TO THIS SPECIFIC JOB) SYMBOL DESCRIPTION LOCATION TYPICAL DETAIL - MAY OR MAY NOT SEE S1 SERIES SHEETS FOR 10 BE CUT ON PLANS, BUT SHALL TYPICAL DETAILS APPLY UNLESS NOTED OTHERWISE. SEE S4 SERIES SHEETS FOR 24f3 --- -- DETAIL CUT SHOWN ON PLAN FOUNDATION DETAILS SEE S5 SERIES SHEETS FOR FRAMING DETAILS PLAN NOTE PETE PLAN NOTES ON EACH OPENING IN FLOOR OR ROOF WHERE SHOWN ON PLANS i 2 } SHEAR WALL HOLDOWN (IF APPLICABLE)l SEE FOUNDATION PLANS AND cucna utni l cruMi ii 17 SEE FRAMING PLANS SLAB STEP /DEPRESSION WHERE SHOWN ON PLANS 09 ---- STEP IN FOOTING WHERE SHOWN ON PLANS 0 -- I ELEVATION MARK WHERE SHOWN ON DETAILS REVISION I WHERE SHOWN ON PLANS NOTE: 100 SERIES DETAILS ARE GENERALLY FOUNDATION RELATED DETAILS; 200 AND ABOVE SERIES DETAILS ARE GENERALLY FRAMING RELATED DETAILS. DETAIL NUMBERS MAY OR MAY NOT BE CONTINUOUS -(COORDINATE 'WITH PLANS, TYPICAL). I>~a ;. 110 SYMBOL I DESCRIPTION I 4 TOF TOP OF FOOTING REFERENCED FROM F.F.E. = 100' -0" TOD TOP OF DECK REFERENCED FROM F.F.E. = 100' -0" BOD BOTTOM OF DECK REFERENCED FROM F.F.E. = 100' -0" TOS TOP OF STEEL REFERENCED FROM F.F.E. = 100' -0" TOW TOP OF WALL REFERENCED FROM F.F.E. = 100' -0" Cl COLUMN DESIGNATION C1 F1 F1 FOOTING DESIGNATION W1 WALL REINFORCING DESIGNATION SW1 SHEAR WALL DESIGNATION L1 LEDGER DESIGNATION LTI LINTEL DESIGNATION I� C N � a j c v N c � c N 2 c Ci c z w u x 0 -.0414 Mom ph 303. 455.8988 fx 303. 455.8446 McGlamery im owckr shmt Ste al oow bt Denney OD M I� C N � a j c v N c � c N 2 c Ci c z w u x 0 -.0414 FINISHED GRADE CONTINUOUS KEY - SEE TYPICAL EXISTING GRADE STEM WALL KEY IN CONCRETE DETAIL , °. FOOTING THICKNESS i SLEEVE FOOTING CONTRACTOR IS RESPONSIBLE FOR ° N ALL SHORING AND BRACING �` c a NECESSARY TO PROVIDE FOR THE SEUON - x I$4LaD FOQ�INGS SAFETY OF ALL EXCAVATIONS IN a 24" ACCORDANCE WITH ALL APPLICABLE $ 3' -6" MINIMUM BELOW CODES F" x EXISTING GRADE OR s° " " '- " I X cv EXISTING GRADE r4 , as STEP FOOTINGS AS MAX. CORNER OR INTERSECTION CORNER BARS FINISHED GRADE, 10 0 MINIMUM TO - TYPICAL WHICHEVER IS LOWER f j ( ?t i FOOTING" BASE CQUi2SL£AB OVER I:_ i_.' �, REQUIRED r !. i fIi FINISHED GRADE 4 i =? I ; ° s,4 - REINFORCING PER PLAN"'". c — _,�. 1 ✓f, UTILITY TO CLEAR SLEEVE '° � d • . BY 1/2" ALL AROUND. FILL C' ` r ° ' . -° ' lj q <. A. 4 A- 4 . %t 3O `+ - -- CONCRETE FILL SAME WIDTH ° ' ° ° SCARIFY AND COMPACT 12 WITH COMPRESSIBLE E MATERIAL AS FOOTING - pQUR FULL ° CT % WIDTH OF UTILITY TRENCH a ° - a z MINIMUM OF NATIVE SOIL 1 „ FOOTING c BLOW BASE COURSE FOUNDATIONS SHALL BEAR = ; ` i PIPE, CONDUIT, DUCT OR ° DX J47 ON UNDISTURBED NATIVE / ¢ 9 OTHER UTILITY 4 ° v QQ�.UQU1 MOTIN95 AND SLABS SOIL MAXIMUM SLOPE BETWEEN BOTTOMS OF � DO NOT - EXCAVATE A TRENCH CLOSER M N FOOTINGS SHALL BE 30 DEGREES. STEP / a O THAN A 45 ANGLE BELOW BOTTOM ' < FOOTINGS AS REQUIRED, SEE TYPICAL OF FOUNDATION NOTES: NOTE: STEPPED FOOTING DETAIL is° ? `? f 1. NO UTILITIES SHALL PASS THROUGH FOOTING OR CONSTRUCTION JOINT SEE GENERAL STRUCTURAL ;._._r;;_.._l; ._ LAP SPLICE PER GENERAL PLAN A A NOTES FOR ADDITIONAL UTULITIES, PIPES EXT. - FILLED THROUGH OR UNDER COLUMN FOOTINGS. STRUCTURAL NOTES VERIFY, COORIDINATES WITH 2. PROVIDE 4 MINIMUM SPACING BETWEEN MULTIPLE PIPES. INFORMATION. " M h ARCHITECTURAL AND CIVIL DRAWINGS x LORNE I RS CTIO a � TYPICAL CORNER REINFORCING AND TINGS x y TYPICAL EARTHWORK DETAIL MAXIMUM SLOPE BETWEEN At3JACENT FOOTINGS TYPICAL TRENCH DETAIL UT�UilES THROUGH NDER FOUNDATION tftJNSTRUCTION JOINTS IN CRETE FOO �- TYPIM MA L. 2.01.001 OET'AN.. 2.01,a0sR t>ETA�. V. P (2) 15 X 8' -0' ADDITIONAL #3 REINFORCING AT 12' O.C. DETAIL SHORING -SEE TYPICAL TRENCH ;I FOOTING REINFORCING CENTERED CONCRETE C.J. OR C.T.J. WHERE AT TRENCH - BEND AROUND SHOWN ON PLAN CORNERS WHERE NECESSARY STEM WALL KEYED JOINT -SEE COLUMN FOOTING DOWEL TO MATCH SIZE PIPE, CONDUIT, DUCT, OR GREATER THAN NQIE AND SPACING OF WALL OTHER UTILITY FOOTING DETAIL 1. THIS DETAIL SHALL BE USED AS REINFORCING, TYPICAL c REQUIRED TO MAINTAIN FOOTING M,oac FOOTING I CENTERLINE OF COLUMN DEPTHS SHOWN ON PLANS OR LAP SPLICE PER GENERAL r 6' � B£ REFERENCED. N _ s 4 .. • RECTANGULAR OR DETAILS AND MAY NOT SPECIFICALLY STRUCTURAL NOTES SLAB ON GRADE 2. SEE PLANS FOR REINFORCING AND fiOP OF FOOTING MIN ROUND OPENING FOOTING SIZES. t, s n 4 i BACKFILL AND RECOMPACT 3' -O' MAXIMUM TO 1' -6' 2" (� _d TRENCH - SEE GENERAL. MINIMUM RADIUS 3. BOTTOM OF FOOTINGS SHALL BE .� 4 ce La STEPPED - SLOPING FOOTING °o STRUCTURAL NOTES BOTTOMS ARE NOT PERMITTED. `` }n' , > t c o CONCRETE C.J. OR C.T.J. WHERE SHOWN ON PLAN 1' -6" MAXIMUM - WHERE €._. l4 r z¢ i14,. a, 1' q TRENCH EXCEEDS l-6" NOTIFY KEYED JOINT - SEE COLUMN `�• 1. -6' MAX MIN ,�' - •� f_ _� I I _� t f -_., ; - 3' CLR F "� 1 " ALTERNATE CLOSURE POUR AT STRUCTURAL ENGINEER IN WRITING FOOTING DETAIL STEP, TYF a n -,,- J' MIN 6' =i i I i ?+ `: FIRM UNDISTURBED SOIL PIPE, CONDUIT, DUCT, OR PRIOR TO PLACEMENT OF FOOTING DISCONTINUOUS SLAB JOINTS f� t p C 1 MIN lift COMPACTED BASE OTHER UTILITY BOTTOM OF TRENCH / TYPICAL SLAB REINFORCING NOT P c � 6(MIN) � CENTERLINE OF COLUMN Y u . K' j SLEEVE AT FOUNDATION. UTILITY i t SHOWN FOR CLARITY SLAB CENTERED IN z TO CLEAR SLEEVE BY 1/2 NOTES: " U rTl ALL AROUND -FILL WITH - i i I !, ej MIN MIN COMPRESSIBLE MATERIAL NOTES: " 1. COLUMNS NOT SHOWN FOR 1, FOR TRENCH DEPTH OF 3' -O OR LESS, SEE TYPICAL UTILITY THROUGH /UNDER FOUNDATION DETAIL. CLARITY. j... CAP SPLICE PER NOTES: NO UTILITY SHALL PASS THROUGH CONTINUOUS FOOTINGS OR THROUGH OR UNDER COLUMN FOOTINGS. 2. FOR CONFIGURATION OF c `" 2. CONTRACTOR SHALL VERIFY THAT BURIED UTTLTTIES HAVE ADEQUATE STRENGTH TO RESIST EARTH " l t ,t e7> �✓ SPECIFIC CLOSURE POURS, " SEE PLANS. _"AWN 715E r GENERAL STRUCTURAL 1. PROVIDE 4 MINIMUM SPACING BETWEEN MULTIPLE PIPES OR CONDUIT. PRESSURE. 4' -0" MAXIMUM TO 2' -0' MINIMUM X NOTES 2, THIS DETAIL APPLIES ONLY IF SPECIFICALLY APPROVED BY ARCHITECT IN WRITING. TYPICAL CONC RIETE CLOSURE POUR TYPICAL REINFORCING TYPICAL STEPPED I= CXaTiNG SLEEVE FOR UTILITY BELOW SLAB U11UTY PASSING BELOW WALL FOOTING IN TRENCH IN C�1� � �?N �2�1DE AT STEEL �MN �lT t7PENING IN � CAN GRADE 2,01.420 2.01.012 8 DEiNL 2,01.413 TIf'PICAt. oETAM. 2.01.022 T .DETAIL TIM& DETAIL TrPICAt- 1 2.a1.4z3 TYPICAL. DETA�. � -"'} -I x h MBEDMENT FACE OF WALL, ETC. BEND DIA "D" BEND DIA "D" ---LAP - SEE GENERAL SAW CUT U SHALL BE MADE BAR SIZE BAR SIZE 1 1/2" SOON ENOUGH TO PREVENT (INSIDE OF BAR) {INSIDE OF BAR STRUCTURAL NOTES VERT BOLT HORIZ BOLT 3/16' MAX AS TO CAUSES NOT LNG OF THE 13 THRU #5 4d b 13 THRU #8 _ 6db vim^ BOLT EMBEDMENT EMBEDMENT 2" MIN STANDARD HOOK CONCRETE SLAB k CONCRETE WHILE SAWING MAXIMUM 1/5 DIAMETER LENGTH LENGTH ANCHOR BOLT ti �6 THRU �s 6d b �9, �10, �f 11 8db LAP BUT NOT c REMOVE FORM MATERIAL PRIOR 1/2' 7" 5" TO PLACING ADJACENT CONCRETE " a �- TIES 5/8 7 5 EMBEDMENT ��-- -�`-- X14 AND X18 1Od b WIRE � MORE THAN 6" e 5/16 `` 8" 6" / f .d, ". d " PLATE, ANGLE, ��. b i 35 a. " 7/8 8 60 CHANNEL, ETC 12d b FOR 4d b OR D 1. 9" 7 #6, #7, #8 2 1/2 L 6d FOR MINIMUM 6 MINIMUM FOR COLUMN, }+"" Q � AN HOR 2" MIN STANDARD HOOK _ b 12 MINIMUM FOR BEAMS SEE � d CONTROL JOINT tGTJi KEY CONTINUOUS N CONCRETE DETAIL #3, �4f �5 180' HOOK PROVIDE ANCHORS, ANCHOR BOLTS AND OR 4" MINIMUM DETAILING 1 EXPANSION BOLTS PER THIS SCHEDULE IN MB£DMENT CONCRETE OR MASONRY UNLESS NOTED FACE OR TOP OF WALL, CONCRETE SLAB D D DIMENSION CIS OTHERWISE ON PLANS OR DETAILS. COLUMN, ETC, d b 6d b OR db BAE� OFFSET R. 4" MINIMUM db tiscE "d E}tPANSIQ $OLT j .._. NOTE: ALL REINFORCING SHALL NOTE: ALL REINFORCING SHALL -- - 1i 47I til -.jE Fl) i4, _ELI }_ ! ! (; -. BE BENT COLD - TYPICAL B£ BENT COLD - TYPICAL D 90' HOOK 135' HOOK 9T HOOK- 1db(1' MINIMUM.) z c v c a 4 PROVIDE WEB FILLER BLOCKS AT I- JOISTS 33 PAf?ALLEL TO FRAMING PARTITIONS JOIST OR BOTTOM CHORD OF TRUSS SIMPSON DTC TRUSS CLIP 2 X WOOD PLATE NON - BEARING PARTITION SIMPSON STC TRUSS CLIP JOIST OR BOTTOM CHORD OF TRUSS 2 X 4 BLOCKING AT 48" O.C. WITH (2) 16d NAILS EACH END 2 X WOOD PLATE NON - BEARING PARTITION TYPICAL DETAL 40 BAR 0 LAP (2' -0" MINIMUM) — TYPICAI 6.01.014 BORNE 40 BAR 0 LAP (2' -0- MINIMUM) - TYPICAL - 2 VERTICAL BARS - TYPICAL OPENING PLYWOOD NOT SHOWP TII'PIAL DETAIL 2 X 4 WITH SIMPSON A34 HANGER EACH END FOR OPENING DIMENSION, SEE MECHANICAL AND ARCHITECTURAL DRAWINGS (2) 2 x 6 WITH SIMPSON FF26A HANGER EACH END REM LAP SPUQE TABLE NOTES: 1. LAP SPLICES LISTED IN THE SCHEDULE ARE CLASS "B" LAPS. 2. "db" DENOTES BAR DIAMETER. 3. VALUES APPLY TO ALL BARS WITH MINIMUM CONCRETE COVER OF 2db AND MINIMUM CENTER —TO— CENTER SPACING OF 4db. 4. FOR BARS WITH COVER BETWEEN db AND 2db, MULTIPLY VALUES BY 1.4. 5. FOR BARS WITH CENTER —TO— CENTER SPACING BETWEEN 3db AND 4db, MULTIPLY VALUES BY 1.4. 6. FOR BARS NOT MEETING ABOVE REQUIREMENTS, MULTIPLY BY 2.0. 7. FOR LIGHTWEIGHT CONCRETE, MULTIPLY BY 1.3. 8. TOP BAR IS DEFINED AS HORIZONTAL BAR WITH MORE THAN 12 INCHES OF CONCRETE BELOW. 9. FOR VERTICAL BARS, USE VALUES FOR "OTHER" POSITION. 10. STAGGER ALTERNATE SPLICES A MINIMUM OF ONE LAP LENGTH — TYPICAL 11. ALL SPLICE LOCATIONS SUBJECT TO APPROVAL AND SHALL BE MADE ONLY WHERE INDICATED ON THE DRAWINGS. LAP LENGTHS SPECIFICALLY DETAILED ON DRAWINGS SHALL GOVERN IN LIEU OF THE LAP LENGTHS SCHEDULED. 12. THE SMALLER BAR AP LENGTH SHALL BE USED WHEN SPLICING DIFFERENT SIZE BARS. 13. LAP WELDED WIRE FABRIC SO THAT THE OVERLAP BETWEEN OUTERMOST CROSS WIRES OF EACH SHEET IS NOT LESS THAN THE CROSS WIRE SPACING PLUS 2 INCHES. 14. AT THE CONTRACTORS OPTION, A MECHANICAL COUPLER WHICH PROVIDES AN I.C.B.O. APPROVED CAPACITY OF 125% MIN. YIELD STRENGTH OF THE BAR MAY BE USED IN LIEU OF LAP SPLICE. 15. LAP SPLICES FOR BAR SIZES #5 AND SMALLER ARE GRADE 40. IF GRADE 60 IS USED, INCREASE LAP LENGTH 13Y 1.3. SIZES #6 AND LARGER ARE GRADE 60. TItPICAI. DUAL TE BENDS 1 1/2" CLR BARS TO MATCH ' HORIZONTAL WALL CNG - TYPICAL INTERSECTION END JAMB SIN�LE lAY, RS ,-- -�40 BAR 0 LAP 40 BAR 0 LAP ` -- ` (2'-0- MINIMUM) (2'°-0" MINIMUM) - TYPICAL - TYPICAL 1 1/2- CLR CORNER BARS TO p MATCH AND LAP HORIZONTAL WALL. U -BARS TO MATCH REINFORCING - TYPICAL AND TAP HORIZONTAL WALL .x 2 VERTICAL BARS - REINFORCING - TYPICAL TYPICAL EiIAMB I Ni[RS.�CTIQN ULTIELE LA WALL REINFORCING TYPICAL DETAIL 6.51.002 3.01.020 wil to ml CONNECTION NAILING CONCRETE Vc (PSI) 3 - 8d TAR SIZE POSITION SOLE PLATE TO JOIST OR BLOCKING, FACE NAIL 16d AT 16" O.G. TOP PLATE TO STUD, END NAIL 2 - 16d STUD TO SOLE PLATE 2 - 16d END NAIL DOUBLE STUDS, FACE NAIL 3000 4000 5000 RIM JOIST TO TOP PLATE, TOENAIL >$3 TOP 20 18 18 CEILING JOISTS TO PLATE, TOENAIL 3 - 8d OTHER 18 18 18 CEILING JOIST TO PARALLEL RAFTERS, FACE NAIL 14 TOP 26 22 20} 28 OTHER 20 18 18 W Etc TOP 32 28 24 23 OTHER 24 22 20 34 38 TOP 56 50 44 j 56 OTHER 44 38 34 m W 17 TOP 82 72 64 #11 OTHER 64 54 50 77 8 TOP 94 82 72 113 OTHER 72 62 56 2 Ct) I9 TOP 105 92 82 OTHER 82 1 70 64 PTO TOP 118 102 92 OTHER 92 80 72 #11 TOP 132 114 102 OTHER 102 88 78 40 BAR 0 LAP (2' -0" MINIMUM) — TYPICAI 6.01.014 BORNE 40 BAR 0 LAP (2' -0- MINIMUM) - TYPICAL - 2 VERTICAL BARS - TYPICAL OPENING PLYWOOD NOT SHOWP TII'PIAL DETAIL 2 X 4 WITH SIMPSON A34 HANGER EACH END FOR OPENING DIMENSION, SEE MECHANICAL AND ARCHITECTURAL DRAWINGS (2) 2 x 6 WITH SIMPSON FF26A HANGER EACH END REM LAP SPUQE TABLE NOTES: 1. LAP SPLICES LISTED IN THE SCHEDULE ARE CLASS "B" LAPS. 2. "db" DENOTES BAR DIAMETER. 3. VALUES APPLY TO ALL BARS WITH MINIMUM CONCRETE COVER OF 2db AND MINIMUM CENTER —TO— CENTER SPACING OF 4db. 4. FOR BARS WITH COVER BETWEEN db AND 2db, MULTIPLY VALUES BY 1.4. 5. FOR BARS WITH CENTER —TO— CENTER SPACING BETWEEN 3db AND 4db, MULTIPLY VALUES BY 1.4. 6. FOR BARS NOT MEETING ABOVE REQUIREMENTS, MULTIPLY BY 2.0. 7. FOR LIGHTWEIGHT CONCRETE, MULTIPLY BY 1.3. 8. TOP BAR IS DEFINED AS HORIZONTAL BAR WITH MORE THAN 12 INCHES OF CONCRETE BELOW. 9. FOR VERTICAL BARS, USE VALUES FOR "OTHER" POSITION. 10. STAGGER ALTERNATE SPLICES A MINIMUM OF ONE LAP LENGTH — TYPICAL 11. ALL SPLICE LOCATIONS SUBJECT TO APPROVAL AND SHALL BE MADE ONLY WHERE INDICATED ON THE DRAWINGS. LAP LENGTHS SPECIFICALLY DETAILED ON DRAWINGS SHALL GOVERN IN LIEU OF THE LAP LENGTHS SCHEDULED. 12. THE SMALLER BAR AP LENGTH SHALL BE USED WHEN SPLICING DIFFERENT SIZE BARS. 13. LAP WELDED WIRE FABRIC SO THAT THE OVERLAP BETWEEN OUTERMOST CROSS WIRES OF EACH SHEET IS NOT LESS THAN THE CROSS WIRE SPACING PLUS 2 INCHES. 14. AT THE CONTRACTORS OPTION, A MECHANICAL COUPLER WHICH PROVIDES AN I.C.B.O. APPROVED CAPACITY OF 125% MIN. YIELD STRENGTH OF THE BAR MAY BE USED IN LIEU OF LAP SPLICE. 15. LAP SPLICES FOR BAR SIZES #5 AND SMALLER ARE GRADE 40. IF GRADE 60 IS USED, INCREASE LAP LENGTH 13Y 1.3. SIZES #6 AND LARGER ARE GRADE 60. TItPICAI. DUAL TE BENDS 1 1/2" CLR BARS TO MATCH ' HORIZONTAL WALL CNG - TYPICAL INTERSECTION END JAMB SIN�LE lAY, RS ,-- -�40 BAR 0 LAP 40 BAR 0 LAP ` -- ` (2'-0- MINIMUM) (2'°-0" MINIMUM) - TYPICAL - TYPICAL 1 1/2- CLR CORNER BARS TO p MATCH AND LAP HORIZONTAL WALL. U -BARS TO MATCH REINFORCING - TYPICAL AND TAP HORIZONTAL WALL .x 2 VERTICAL BARS - REINFORCING - TYPICAL TYPICAL EiIAMB I Ni[RS.�CTIQN ULTIELE LA WALL REINFORCING TYPICAL DETAIL 6.51.002 3.01.020 wil to ml CONNECTION NAILING JOIST TO SILL OR GIRDER, TOENAIL 3 - 8d BRIDGING TO JOIST, TOENAIL EACH END 2 - 8d SOLE PLATE TO JOIST OR BLOCKING, FACE NAIL 16d AT 16" O.G. TOP PLATE TO STUD, END NAIL 2 - 16d STUD TO SOLE PLATE 2 - 16d END NAIL DOUBLE STUDS, FACE NAIL 16d AT 24" O.G. DOUBLE TOP PLATES, FACE NAIL 16d AT 16" O.C. RIM JOIST TO TOP PLATE, TOENAIL 8d AT 6" O.C. TOP PLATE, LAPS AND INTERSECTIONS, FACE NAIL 2 - 16d CONTINUOUS HEADER, TWO PIECES AT O.C. ALLOO NG EAACC H EDGE CEILING JOISTS TO PLATE, TOENAIL 3 - 8d CONTINUOUS HEADER TO STUDS, TOENAIL 4 - 8d CEILING JOISTS, LAPS OVER PARTITIONS, FACE NAIL 3 - 16d CEILING JOIST TO PARALLEL RAFTERS, FACE NAIL 3 - 16d RAFTER TO PLATE, TOENAIL 3 - 8d BUILT -UP CORNER STUDS 16d AT 24" O.C. 1. THIS SCHEDULE SHALL APPLY UNLESS NOTED OTHERWISE. 2. REFER TO 2003 IBC TABLE 2304.9.1 FOR ADDITIONAL NOTES. 22 NAILING St�IEDULE TIRiICAI CfETAiL 6.01.004 4' -0" MAX -- WOOD 1" JOIST -- 2 X 4 WITH SIMPSON A34 EACH END OPEN JOIST HANGER o HEADER SIZED BY JOIST MANUFACTURER WITH Co SIMPSON TOP FLANGE HANGER EACH END ADDITIONAL WOOD "I" JOISTS AS REQUIRED BY JOIST MANUFACTURER IL X WOOD "I" JOISTS — FOR SIZE AND SPACING, SEE PLAN HEADER --WOOD "I" JOISTS WEB CONNECT JOISTS TOGETHER (TO SET AS ONE STIFFENER MEMBER) AS REQUIRED BY JOIST AT HANGER MANUFACTURER HANGER SECTION D 2fi WOOD T JOIST FRAMING AT LARGE OPENING TYPICAL DETAL 6.51.004 TYPICAL VERTICAL BAR 3„ S / E SEALANT 3/4 JOINT FA ITH �(}� �(� J�INI CUT EVERY OTHER HORIZONTAL BAR (ALTERNATE EACH FACE) FIRST POUR SECOND POUR AT JOINT 1/2- DEEP JOINT WITH TYPICAL VERTICAL BAR 3" SEALANT EACH FACE ALL HORIZONTAL BARS SHALL ^' CONTINUOUS KEY - SEE BE CONTINUOUS THRU C.. TYPICAL KEY IN CONCRETE DETAIL CONSTRUCTION JOINT 1. PROVIDE CONSTRUCTION JOINTS AT 60' -0" O.C. MAXIMUM. BETWEEN CONSTRUCTION JOINTS, PROVIDE CONTRACTION JOINTS AT 20' -0" O.C. MAXIMUM U.N.O. 2. JOINTS SHALL BE LOCATED AT LEAST 4' -0" FROM WALL OPENINGS. 3. FINAL LOCATIONS OF ALL JOINTS SHALL BE APPROVED BY THE ARCHITECT. 4. HORIZONTAL CONSTRUCTION JOINTS ARE NOT PERMITTED EXCEPT WHERE SHOWN. CONCRETE WALL CONTRACTION �� AND CONSTRUCTION JOINTS TYPICAL DEi'Ail 3.01.006 WHEN THE CLEAR DISTANCE SPECIFIED BETWEEN SLEEVES IS IMPOSSIBLE TO ACHIEVE THE AREA SHALL BE TREATED AS A SLAB OR WALL OPENING PER TYPICAL DETAILS. PIPING THRU SLAB OR WALL CENTERLINE MAXIMUM D = T/3 OR 2" SLAB R WHICHEVER IS SMALLER — WALL — w im ! ip i CONDUIT IN SLAB OR WALL TYPICAL PIPING 3)AND CONDUITS IN SLABS {1 ,� TYPICAL. DETAIL 'T' = WALL OR SLAB THICKNESS 3.01.028 w 0 Co DOUBLE STUDS AT EACH END OF PANEL — TYPICAL U.N.O. WOOD STUDS AT 16" O.C. MAXIMUM. — 2 X BLOCKING AT UNSUPPORTED SHEATHING PANEL JOINTS U.N.O. STRAP TIE — FOR TYPE AND LOCATION, SEE FLOOR FRAMING PLAN. WOOD STUDS AT 16" O.C. MAXIMUM. - 2 X BLOCKING AT UNSUPPORTED SHEATHING PANEL JOINTS U.N,O. HOLDOWN - FOR TYPE AND LOCATION, SEE FOUNDATION PLAN. ANCHOR BOLTS - FOR SIZE AND SPACING, SEE SHEAR WALL SCHEDULE. SCHEDULE NUMBER OF 1 2 3 CUT JOISTS OTHER BARS TOP BARS OTHER BARS TOTAL NUMBER OTHER BARS #3 18 OF EXTRA 2 2 4 THRU JOISTS #4 22 17 TYPI+t & DETAL - SIZE AND SPACING PER PLAN BOLTS AT 24. O.C. STAGGERED 2" TOP AND BOTTOM - TYPCIAL ON LU JOIST HANGERS AT ALL SINGLE CONNECTIONS, USE SIMPSON U L JOIST HANGERS AT (2) 2 X HEADERS i WITH SIMPSON A34 AT EACH END X JOIST DEPTH HEADERS TYPICAL THRU JOISTS PER SCHEDULE - SIZE AND SPACING PER PLAN NOTES: 1. REPLACE ALL CUT 2X JOISTS WITH 2X JOISTS OF SAME SIZE, EACH SIDE OF OPENINGS AS SHOWN. SEE SCHEDULE 2. COORDINATE OPENING SIZE OF LOCATION WITH ARCHITECTURAL AND MECHANICAL DRAWINGS 2? 2X WOOD FRAMING AT LARGE OPENING TYPICAL DETAIL 6.51.005 D "Id" Inches NOTE: EXTEND BAR STRAIGHT AS AS FAR AS FACE OF SUPPORT POSSIBLE AND BEND TOP BARS ARE HORIZONTAL BARS SO PLACED THAT MORE THAN 12" OF CONCRETE IS CAST IN THE MEMBER BELOW THE BAR. BAR DEVELOPMENT LENGTH (1d) SCHEDULE BAR SIZE fc - 3000 PSI fc - 4000 PSI fc - 6000 PSI TOP BARS OTHER BARS TOP BARS OTHER BARS TOP BARS OTHER BARS #3 18 13 14 12 13 12 #4 22 17 19 15 17 12 #5 27 21 23 18 21 16 #6 32 28 28 22 26 18 17 39 30 33 26 30 23 18 51 38 44 34 38 30 19 64 49 j 56 43 50 38 #10 81 63 70 54 63 49 #11 100 77 88 67 77 80 #14 170 131 147 113 132 101 218 250 192 218 1 166 183 148 31 vnn vc.wc i KEYS 1' -0" LONG X DEPTH OF CONCRETE OVER DECK AT 4' -0" O.C. ►l1mil- -?;1 Km NOTES: 1. CONCRETE REINFORCING CONTINUOUS THRU JOINT. 2. SPACE JOINTS AT 40' -0" MAX O.C. EACH WAY AT MIDDLE AT 1/3 OF SPAN BETWEEN BEAMS, TYP. — TYPICAL CONSTRUCTION JOINT TE OVER COMPOSITE SIM DECK TYPICAL DETAIL 5.06.003 EDGE NAILING - SEE SHEAR WALL SCHEDULE. FIELD NAIUNG - SEE SHEAR WALL SCHEDULE. 2ND FLOOR LINE EDGE NAILING - SEE SHEAR WALL SCHEDULE. SHEATHING MATERIAL SHEATHING MAY BE INSTALLED HORIZONTALLY OR VERTICALLY. FIELD NAILING — SEE SHEAR WALL SCHEDULE. ° 1ST FLOOR LINE. C < � G iH t n4 L < 2~ � H � � E W � i u g Z -'4410 TYPICAL ATTACHMENT �' STONE VENEER TO WOOD STUDS �� 6.a1.o22 LA FLOOR OR ROOF LINE f SECTION WHERE 24" CANNOT BE SEE ARCHITECTURAL DRAWINGS `V OBTAINED, EXTEND BAR AS FAR AA WIRE PRODUCT AA4O1J" (OR AS POSSIBLE AND HOOK OR BEND EQUAL) 16 GAGE X 6" LONG x fp 'i GALVANIZED ANCHOR AT EACH WIRE WEB TIE. ATTACH TO STEEL STUD WIDER THAN 48" WITH (2) #12 -24 X 1 1/2" HEX OPEN DIAGONAL BARS WASHER HEAD SCREWS WHERE WIDTH OF OPENING `-STONE VENEER - SEE EXCEEDS 2 TIMES WALL f; ARCHITECTURAL DRAWINGS WOOD STUDS AT 16" O.C. - 30 DIAMETER LAP AA WIRE PRODUCT AA400" (OR SHEATHING - SEE ' : y FOUNDATION LINE EQUAL) 3/16" 0 GALVANIZED WIRE ARCHITECTURAL DRAWINGS ;� /" WEB TIE AT 16" O.C. EACH WAY C < � G iH t n4 L < 2~ � H � � E W � i u g Z -'4410 TYPICAL ATTACHMENT �' STONE VENEER TO WOOD STUDS �� 6.a1.o22 FLOOR OR ROOF LINE 2 #5 VERTICALS EACH JAMB WHERE 24" CANNOT BE `V OBTAINED, EXTEND BAR AS FAR AS POSSIBLE AND HOOK OR BEND 2 #5 FOR OPENINGS 48- WIDE fp 'i OR LESS, 26 FOR OPENINGS WIDER THAN 48" 2 #5 TYPICAL CORNER OPEN DIAGONAL BARS WHERE WIDTH OF OPENING 2' -0" EXCEEDS 2 TIMES WALL THICKNESS, JAMB BARS SHALL EXTEND FULL HEIGHT OF WALL 30 DIAMETER LAP FLOOR OR 2 #5 UNLESS LARGER BARS FOUNDATION LINE ARE SHOWN ON DETAILS DOWELS SAME SIZE AS JAMB BARS 30 DIAMETER EMBEDMENT �3i TYPICAL OPENING IN CONCRETE WALL TYPICAL DEiA. 3.01.001 C < � G iH t n4 L < 2~ � H � � E W � i u g Z -'4410 I CONCRETE CONCRETE (4) WELDS PER SHEET �_ (4) WELDS PER SHEET RIB BLOCKOUT CONCRETE FOR OPENING. DO NOT CUT DECK UNTIL ADJACENT C14 INTERLOCKING SIDE LAP INTERLOCKING SIDE LAP CONCRETE HAS REACHED DESIGN STRENGTH 4 RIB 1 #5 CONTINUOUS BETWEEN SUPPORTS a r � M X F-r a CENTERUNE OF SUPPORT MEMBER I 36" STD SHEET WIDTH 36" STD SHEET WIDTH SPACING OF SUPPORT MEMBER NOTES: NOTES:"" SECTION X SECTION 1. DECK SHALL EXTEND CONTINUOUSLY OVER AT LEAST 3 SPANS U.N.O. X 1. DECK SHALL EXTEND CONTINUOUSLY OVER AT LEAST 3 SPANS U.N.O. #4 X 3' -0" - TYPICAL 2. ENDS OF ADJOINING DECK SHEETS SHALL BE CENTERED OVER 2. ENDS OF ADJOINING DECK SHEETS SHALL BE CENTERED OVER WELD TO ALL SUPPORTING MEMBERS WITH 4 - 1/2" 0 SUPPORTS AND BE ABUTTING OR LAPPED 2" MINIMUM. ABUTTING WELD TO ALL SUPPORTING MEMBERS WITH 4 - 1/2" A SUPPORTS AND BE ABUTTING OR LAPPED 2" MINIMUM. ABUTTING (OR 3 8 X 1 } PUDDLE WELDS PER SHEET - TYPICAL SHEETS REQUIRE TYPICAL WELDS AT EACH SHEET. (OR 3 8" X 1 "} PUDDLE WELDS PER SHEET - TYPICAL SHEETS REQUIRE TYPICAL WELDS AT EACH SHEET. 1 #5 EACH SIDE OF OPENING 07 3. DO NOT SUSPEND LIGHT FIXTURES WEIGHING MORE THAN 75 LBS, 3. DO NOT SUSPEND LIGHT FIXTURES WEIGHING MORE THAN 75 LBS, x �- — — — SUPPORT MEMBER EQUIPMENT, PIPING, DUCTS, ETC., FROM DECK. OTHER LIGHT �- - — — — SUPPORT MEMBER EQUIPMENT, PIPING, DUCTS, ETC., FROM DECK. OTHER LIGHT OPEN PERIMETER 4 — PERIMETER 4 — FIXTURES MAY BE SUSPENDED FROM DECK AS SHOWN BELOW. u Of MEMBER _ FIXTURES MAY BE SUSPENDED FROM DECK AS SHOWN BELOW. MEMBER (— — -T T J SIDE LAP CONNECTION n 4. PROVIDE FULL WIDTH STEEL DECK SHEETS ADJACENT AND I- — T i- SIDE LAP CONNECTION - 4. PROVIDE FULL WIDTH STEEL DECK SHEETS ADJACENT AND BUTTON PUNCHES AT 12 O.C. PARALLEL TO WALLS, PERIMETER MEMBERS, dR MEMBERS ! ! ! ! BUTTON PUNCHES AT 12" O.C. PARALLEL TO WALLS, PERIMETER MEMBERS, OR MEMBERS STEEL DECK z I ! I ! IDENTIFIED AS CHORD COLLECTOR, OR DRAG MEMBERS. a IDENTIFIED AS CHORD, COLLECTOR, OR DRAG MEMBERS. ox) I v°a ! I ! ! 5. STEEL DECK SHALL BEAR 2" MIN AT ALL SUPPORTS. I ! I ( ( 5. STEEL DECK SHALL BEAR 2" MIN AT ALL SUPPORTS. "i �c WELD TO INTERMEDIATE SUPPORTS " x WELD TO INTERMEDIATE SUPPORTS " � c 6, WELD DECK TO SUPPORTING MEMBERS WITH (4} - 1 f 2 � � � I I I PARALLEL WITH .DECK PERIMETER 5. WELD DECK Td SUPPORTING MEMBERS WITH (4} - 1 /2 � (PARALLEL WITH DECK) PERIMETER OR 3 8 X 1 PUDDLE WELDS PER SHEET AT ENDS, END LAPS, ( 8 I j I I ( } OR 3/8" X 1" PUDDLE WELDS PER SHEET AT ENDS END LAPS x I 1 ! ! ! MEMBERS AND OPENING EDGES WITH / " MEMBERS AND OPENING EDGES WITH AND AT INTERMEDIATE SUPPORTS AND AT 12 D.C.}AT PERIMETER 1. WHEN ONE RIB IS CUT, NO REINFORCING Is REQUIRED. AND AT INTERMEDIATE SUPPORTS, AND AT 12 O.C. AT PERIMETER ( ( ! I 1 2" 0 WELDS AT 12" O.C. - TYPICAL 2. WHEN TWO RIBS ARE CUT AND ADJACENT OPENINGS ARE GREATER THAN ` ! ! ! ! 1/2" 0 WELDS AT 12" O.C. - TYPICAL f EDGES, OPENING EDGES AND MEMBERS RUNNING PARALLEL " EDGES, OPENING EDGES AND MEMBERS RUNNING PARALLEL TO THE DECK. SIDE SEAM ATTACHMENT SHALL BE BUTTON 4' -O D.C., THEN REINFORCE SLAB AS SHOWN. 2-s p Td THE DECK. SIDE SEAM ATTACHMENT SHALL BE BUTTON X " 3. WHEN MORE THAN TWO RIBS ARE CUT OR OPENINGS ARE CLOSER THAN E X PUNCHES AT 12" O.C. PUEG EN AT 12 O.C. v 7. SEE GENERAL STRUCTURAL NOTES AND SPECIFICATIONS 7. SEE GENERAL STRUCTURAL NOTES AND SPECIFICATIONS 4' -O" D.C., THEN FRAME OPENING WITH TYPICAL DETAIL USING STEEL ANGLES, M E INTERMEDIATE SUPPORT MEMBER INTERMEDIATE SUPPORT MEMBER FOR ADDITIONAL REQUIREMENTS. 4. THIS DETAIL MAY BE USED FOR SQUARE OR ROUND OPENINGS. .a 4 FOR ADDITIONAL REQUIREMENTS. PLAN VIEW - MINIMUM DECK ATTACHMENTS PLAN VIEW -� MINIMUM DECK ATTACHMENTS SMALL TYPICAL "STEEL FLOOR DECK AND ATTACHMENTS TYPICAL. r STEEL. FLOOR DECK .AND ATTACHMENTS CONCRETE S STEEL FLOOR DECK 5.08.405 I- t TAIL, N.T.S. TYPICAL. DETAIL. N.T.S. � z EXTEND HORIZONTAL LEG 2" MINIMUM CONCRETE SLAB 0 1 /4" t - TYPICAL PAST CENTERLINE OF SUPPORTING 2i #4 X 6' -0" STEEL DECK r3 " CONCRETE MEMBER - TYPICAL U.N.O. CORNER OF WALL " AT 24 O.C. I^ 8' -0" MAX CENTERLINE OF 3/16 STEEL 3 16 3/16 W.W.F. �- x STEEL JOIST, / _ D CK / TRUSS, BEAM OR LEDGER __ .._ -- —_._. _ A -_ < N - — . — SEE PLAN FOR � L 6 X 4 X 3f8 PARALLEL LEDGER WELD PLATE - TYPICAL (LLV) - TYPICAL CONDITION GGNIINUOUS4 7-j [ 9 - ANGLE - COPE VERTICAL STEEL LEDGER CONCRETE WALL 8 BARS AND BOLSTERS e STEEL LEG AS SHOWN BEEAEML ANGLE 2" MIN TYPICAL STEEL DECK STEEL BEAM TO CHAIR W.W.F - TYPICAL DECK JOIST OR z � TRUSS AT JOIST OR TRUSS AT WIDE FLANGE BEAM WALL _ _ MAXIMUM WELD PLATE SPACING CONNECTION OPEN ca - TYPICAL PERPENDICULAR TO BEAM TO STEEL. JOIST, TRUSS, BEAM OR LEDGER AT LEDGER 2 -12 ,•°� &.A�NaGLE STEEL JOIST WELD PLATE SPACING OR STEEL BEAM #4 X 6' -0" 1 /g 2 -12 PLATE 1/8 2_12 - SEE LEDGER SCHEDULE � AT 16" O.C. TO ANGLE 16 GAGE CLOSURE PLATE V a - ! _ Typ 1/8 2 -12 X DECK DEPTH AT ALL OPENING EDGES STEEL MAXIMUM WELD PLATE SPACING W.WF f 3/16 ANGLE TO DECK CONCRETE - _ - TYPICAL 7 EXTENSION PLATE (WIDTH AS CONCRETE ANGLE - TYP EXTENSION 12 GAGE c SPLICE AT LEDGER ENTERUNE R REQUIRED TO CATCH FLUTE) s PLAN VIEW STEEL DECK — OF WELD PLATES OR ° ' STEEL DECK CONTINUOUS 18 GAGE OPENING FRAMING MEMBERS - ``'" � X ANGLE °, COVER PLATE AS REQUIRED ANGLE ANGLE TO -- i HEADED STUDS STEEL BEAM F STEEL DECK SHALL BE CONNECTED TO FRAME PER 3f 16 ANGLE - TYP TYPICAL DETAIL AND GENERAL STRUCTURAL NOTES. ANGLE TO ANGLE SECTION AT ANGLE E� VI END OF WALL PARALLEL T4 BEAM G a TYPICAL FRAMING AT LARGE t 'ENING IN CONCRETE OVER STEEL. FLOOR DECK )��T�ESPANGAT CONCRETE W� COMPOSITE STEEL. DECK AT STEEL. BEAMS ? TYPICAL DECK PENSION PLATE NECK TYPICAL. DETA . 5A8.006 TYPICAL. CEi'AIL 5.d1.dO4 TYPICAL DETAIL. 5.01.022 OETA�. 5.01.414 s fe� 9 f CONCRETE WALL CONCRETE WALL L� - SEE PLAN 16d AT 6" O.C. WOOD STUD WALL ►""� a en 4,4 ) 4 1/2" X 8" X 1' -0" 'I" JOIST BLOCKING 2 2X STUDS r 2X BLOCKING STEEL PLATE WITH {4) DOWELS TO MATCH <. {) EACH SIDE OF ! 3f4" ANCHOR BOLTS. T&G PLYWOOD 1 FLOOR SHEATHING PLYWOOD SHEATHING OPENING AS Q I PROVIDE HOLE IN STEEL L BARS - SHOWN PLATE FOR DOWELS FD !' WOOD FLOOR (2} 2X STUDS =t S MPSONECMSTI4 PANEL EDGE NAILING PER c C I PRE -CAST JOIST 8d's 0 CONCRETE " S�TIRLASPWITH 10d SHEARWALL SCHEDULE ° t 4 EXTEND LINTEL BARS 2' -0" LINTEL BEAM:.:, -... • . r BOTTOM PLATE STRAP PER HOEDOWN TO STUDS " -0 1STUDS AT 18" j MINIMUM PAST OPENING - LENGTH OF t 2 O.C. FULL z ! BEND AROUND CORNERS TOP BARS SCHEDULE AND STUD ALL THREAD c WHERE NECESSARY SIMPSON STRAP PER BLOCKING BLOCKING STUDS AT 18" O.C. 3 X 6 NAILER a �c HOLDOWN SCHEDULE WOOD "I" JOIST LINES PRE -CAST R " SHOWN ' SHEARWALL PER PLAN EDGE NAILING ...."� CONCRETE UNTEL c— , ! <s (2 }3 x HAIRPINS WHERE 16d AT 6" O.C. RM I JOIST WITH 16d 8d 's AT 6 O.G. TOENAILS AT 6" O.C. BLOCKING LINES in $ PVC 4, ( a SHOWN IN 1 1f2" DOUBLE TOP PLATE SHOWN SLEEVE FOR BAR SCHEDULE CLR WALL SHEATHING TO PAST THRU ECONCR INSTALL UNTEi ON (2) 2X STUDS 1 1/2" t DRYPACK BOTTOM DOUBLE TOP PLATE BEAR LINTEL 12" h BARS MIN, U.N.O. ° ' (2} 2X STUDS 3 X 6 NAILED AT JAMB BARS -°-° 3" X 90` PLYWOOD WOOD STUD WALL I OPENNGG SPECIAL JAMB REINFORCING ON ANCHOR BOLTS PER SCHEDULE SCHEDULE PER HSS PER PLA z WHERE INDICATED HOEDOWN PER y SCHEDULE u c L) M A� PRE -CAST COI•iCRETE L.tNTEI.. AT CONCRETE WALT. STRAP TIE HOLDOWN AT 2ND FLOOR STRAP TIE HOEDOWN AT SECt?ND FLOOR ;- IEARWALL WITH t�P'ENING PLAN VIEW -HSS HOEDOWN �. •"i'�� 6.01.033 �� 6.07.d15R �� •�' 2.08.010 "`� � � Z� ANCHOR BOLTS SSTS ANCHORS ( OU v� MODEL../ STUD WALL DIAM. EMBEDMENT END MODEL DIAM. EMBEDMENT STUD WALL (2) 2 X FULL HEIGHT STUDS t - ^� FRAMING NOT FRAMING NOT OR POST PER PLAN F. D SHOWN (2) 2 X FULL HEIGHT STUDS HD2A 5 g" 12" 3" HOOK SSM16 5/8" 12" SHOWN EPDXY SET ANCHOR BOLTS OR POST PER PLAN / "WET SET" (SIMPSON SET PAC EPDXY} H05A 3/4" t2" 3" HOOK SSTB2O 5f8" 16" MODEL ANCHOR BOLTS SPECIAL INSPECTION REQUIRED SEE SHEARWALL M3T /LTT /HIT HOLDOWN -SEE PLAN AND DIAM. EMBEDMENT END DIAMETER EMBEDMENT SEE SHEARWALL HDA HOLDOWN -SEE PLAN HD6A 7/8" 16" WASHER SST828 7/8" 24" ANCHOR BOLT t1 ,� �r SCHEDULE FOR SCHEDULE SCHEDULE FOR AND SCHEDULE PLATE SPACING SCREWS THRU STUDS LTT19 3/4 12 3 HOOK 3/4 7 ANCHOR BOLT { t SPACING —BOLTS PER MANUFACTURER H08A 7f8" 16" SSTB28 7/8" 24" FOOTING REINFORCING PER DETAILS LTT20B 5/8" 12" 3" HOOK 5/8" 7" Aq z FOOTING REINFORCING HD10A 7/8" 16" " LTTI31 5/8" 12" 3" HOOK PER DETAILS PLATE H014A 1" 24" WASHER — — " " TOP OF TOEDOWN TOP OF TOEDOWN H1T16 5/8 12 3 HOOK 5j8 7 .__. - _.._.. 3f 4X5K5 ANCHOR BOLT ANCHOR BOLT PER SCHEDULE " �, G " HTT22 5/8 16 3 HOOK 5 fg" 7" .•'• " *.' Z -fl TkU . OO 6 PER SCHEDULE EPDXY BOLT OPTION y 5 •$ 4 e NOTE; w MT1286 5f 8" 16" " 5/8" 7" 4``' ° PROVIDE ADDITIONAL (2) No a 1. PROVIDE SIMPSON SET EPDXY - TIE ADHESIVE PER ICBO REPORT e e • e a e f4 DOWELS 2) ER -5279, u s4 VERTICAL DOWELS e, 2. FOR HD2A AND HD5A HOLDOWNS, PROVIDE 5" MINIMUM EMBEDMENT FOR 5/8 "4 ! `.:i -r M' OR 3/4 "4 THREADED ROD, ' # #" ° " "'• CONCRETE FOOTING tTY � EMBEDMENT PER -- --- --•----•- CONCRETE FOOTING 3. FOR HDBA AND HDtOA HOEDOWNS, PROVIDE 7 1/2* MINIMUM SCHEDULE EMBED. FOR 7/8.0 THREADED ROD. 4. HOLES MUST BE BLOWN -OUT PER SIMPSON CATALOGUE INSTALLATION. 5. SPECIAL INSPECTION REQUIRED. SIMPSON HDA TYPE HOEDOWN 54 MPSaN 1T TT TT HOEDOWN )w 05" DETAIL 2.08.002 OETAN. 2.08.006 ph 303-455-8988 fx 303. 455.8446 McGlamery vm Bwciw weal swcww Gowq he Denw, CO WM a a a a a 6 v s MARK WALL THICKNESS REINFORCING REMARKS VERTICAL HORIZONTAL CW1 8" #5 AT 12" O.C. #5 AT 18" 4.C. SEE DETAIL 113 EACH FACE AT CENTER CW2 12" #5 AT 18" O.C. SEE DETAILS SEE DETAIL 114 EACH FACE FOR ALL DIMENSIONS. m FOUND FOUNDATION PLAN NOTES SEE TYPICAL DETAIL AND STRUCTURAL NOTES FOR EARTHWORK REQUIREMENTS. i A. "• ''I i i ' i " • ` SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS AND LIMITS OF SITE WORK, SIDEWALKS, FINISH, SLOPES, CURBS, SITE WALLS, ETC. CTJ — INDICATES SLAB CONTROL JOINT. CJ — INDICATES SLAB CONSTRUCTION JOINT. CTJ SHALL BE LOCATED BY CONTRACTOR TO MINIMIZE SHRINKAGE AND CRACKING. SPACE JOINTS AT 10' -0" MAXIMUM. 42 X 20 CONCRETE PILASTER WITH #6 VERTICAL REINFORCING PER DETAILS. (2) #4 X 4'--0" CENTERED IN SLAB AT 6" O.C. -- TYPICAL AT RE— ENTRANT CORNERS AND DISCONTINUOUS SLAB JOINTS. FLOOR DRAIN -- FOR EXACT LOCATION, SLOPE ETC., SEE ARCHITECTURAL AND MECHANICAL /PLUMBING DRAWINGS. DEPRESSED SLAB PER DETAIL 11O/S4. SLOPE SLAB TO DRAIN — SEE ARCHITECTURAL AND MECHANICAL/ PLUMBING DRAWINGS. 10 (1) #3 X 3' -0" LONG 1" CLEAR FROM TOP OF SLAB AT RE— ENTRANT CORNERS AT DEPRESSED SLAB AREAS — TYPICAL. CRUSHED ROCK ON "' I! COORDINATE ARCHITECTURAL DRAWINGS. 2 CONCRETE CLOSURE POUR — TYPICAL AT ALL STEEL COLUMNS U.N.O. 1. SEE SHEET S1.0 FOR STRUCTURAL NOTES (MATERIALS, REQUIREMENTS, ETC.). 2. SEE ARCHITECTURAL DRAWINGS FOR EXTENTS AND LOCATION OF EXTERIOR SLABS, SLAB JOINTS ETC., -- TYPICAL. 3. PROVIDE CONSTRUCTION JOINTS IN FOOTINGS IN ACCORDANCE WITH TYPICAL DETAILS. 4. SEE ARCHITECTURAL DRAWINGS FOR THE FOLLOWING: SIZE AND LOCATION OF ALL DOOR AND WINDOW OPENINGS. SIZE AND LOCATION OF ALL INTERIOR AND EXTERIOR NON — BEARING PARTITIONS. SIZE AND LOCATION OF ALL CONCRETE CURBS; FLOOR AND ROOF DRAINS, SLOPES AND DEPRESSED AREAS; CHANGES IN LEVEL; CHAMFERS, CORNER FORMERS, GROOVES, BLOCKOUTS AND INSERTS, PAVING SITE WORK CURBS AND WALLS. DIMENSIONS NOT SHOWN ON STRUCTURAL DRAWINGS. SIZE AND LOCATION OF OPENINGS THRU ROOF AND FLOOR. 5. SEE MECHANICAL, PLUMBING AND ELECTRICAL DRAWINGS FOR THE FOLLOWING: WALL AND SLAB OPENINGS FOR MECHANICAL PIPE RUNS, TRENCHES, FLOOR DRAINS, ROOF DRAINS, SUMPS, ETC. WALL AND SLAB OPENINGS FOR ELECTRICAL CONDUIT RUNS, BOXES, JUNCTION BOXES IN WALLS, COLUMNS, SLABS, ETC. SLEEVES, SLEEVE CLUSTERS AND BLOCKOUTS; AND CONCRETE INSERTS FOR EQUIPMENT AND FIXTURES. SIZE AND LOCATION OF MACHINE TRANSFORMER, SWITCH GEAR AND EQUIPMENT CURBS, BASES AND PADS, AND ANCHOR BOLTS FOR ANCHORED ITEMS. 6. SEE SHEETS S4.0 FOR FOUNDATION DETAILS. 0 VAM FOOTING SCHEDULE fx 303- 455.8445 McGlamery vs Bwtw samt FOR CONSTRUCTION ABOVE FOOTINGS, Dwff,mWO SEE DETAILS FOOTING REINFORCING 3" CLR DIMENSIONS MARK FOOTING REINFORCING REMARKS "T" F1 2' -0" X CONT. 12" (4) #4 CONTINUOUS - F2 3' -0" X CONT. 12" (5) #4 CONTINUOUS - F3 3' -0" SQUARE 12" (4) #4 EACH WAY AT BOTTOM - L F4 3' -4" X CONT. 12" SEE DETAILS I - FOR ALL DIMENSIONS. m FOUND FOUNDATION PLAN NOTES SEE TYPICAL DETAIL AND STRUCTURAL NOTES FOR EARTHWORK REQUIREMENTS. i A. "• ''I i i ' i " • ` SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS AND LIMITS OF SITE WORK, SIDEWALKS, FINISH, SLOPES, CURBS, SITE WALLS, ETC. CTJ — INDICATES SLAB CONTROL JOINT. CJ — INDICATES SLAB CONSTRUCTION JOINT. CTJ SHALL BE LOCATED BY CONTRACTOR TO MINIMIZE SHRINKAGE AND CRACKING. SPACE JOINTS AT 10' -0" MAXIMUM. 42 X 20 CONCRETE PILASTER WITH #6 VERTICAL REINFORCING PER DETAILS. (2) #4 X 4'--0" CENTERED IN SLAB AT 6" O.C. -- TYPICAL AT RE— ENTRANT CORNERS AND DISCONTINUOUS SLAB JOINTS. FLOOR DRAIN -- FOR EXACT LOCATION, SLOPE ETC., SEE ARCHITECTURAL AND MECHANICAL /PLUMBING DRAWINGS. DEPRESSED SLAB PER DETAIL 11O/S4. SLOPE SLAB TO DRAIN — SEE ARCHITECTURAL AND MECHANICAL/ PLUMBING DRAWINGS. 10 (1) #3 X 3' -0" LONG 1" CLEAR FROM TOP OF SLAB AT RE— ENTRANT CORNERS AT DEPRESSED SLAB AREAS — TYPICAL. CRUSHED ROCK ON "' I! COORDINATE ARCHITECTURAL DRAWINGS. 2 CONCRETE CLOSURE POUR — TYPICAL AT ALL STEEL COLUMNS U.N.O. 1. SEE SHEET S1.0 FOR STRUCTURAL NOTES (MATERIALS, REQUIREMENTS, ETC.). 2. SEE ARCHITECTURAL DRAWINGS FOR EXTENTS AND LOCATION OF EXTERIOR SLABS, SLAB JOINTS ETC., -- TYPICAL. 3. PROVIDE CONSTRUCTION JOINTS IN FOOTINGS IN ACCORDANCE WITH TYPICAL DETAILS. 4. SEE ARCHITECTURAL DRAWINGS FOR THE FOLLOWING: SIZE AND LOCATION OF ALL DOOR AND WINDOW OPENINGS. SIZE AND LOCATION OF ALL INTERIOR AND EXTERIOR NON — BEARING PARTITIONS. SIZE AND LOCATION OF ALL CONCRETE CURBS; FLOOR AND ROOF DRAINS, SLOPES AND DEPRESSED AREAS; CHANGES IN LEVEL; CHAMFERS, CORNER FORMERS, GROOVES, BLOCKOUTS AND INSERTS, PAVING SITE WORK CURBS AND WALLS. DIMENSIONS NOT SHOWN ON STRUCTURAL DRAWINGS. SIZE AND LOCATION OF OPENINGS THRU ROOF AND FLOOR. 5. SEE MECHANICAL, PLUMBING AND ELECTRICAL DRAWINGS FOR THE FOLLOWING: WALL AND SLAB OPENINGS FOR MECHANICAL PIPE RUNS, TRENCHES, FLOOR DRAINS, ROOF DRAINS, SUMPS, ETC. WALL AND SLAB OPENINGS FOR ELECTRICAL CONDUIT RUNS, BOXES, JUNCTION BOXES IN WALLS, COLUMNS, SLABS, ETC. SLEEVES, SLEEVE CLUSTERS AND BLOCKOUTS; AND CONCRETE INSERTS FOR EQUIPMENT AND FIXTURES. SIZE AND LOCATION OF MACHINE TRANSFORMER, SWITCH GEAR AND EQUIPMENT CURBS, BASES AND PADS, AND ANCHOR BOLTS FOR ANCHORED ITEMS. 6. SEE SHEETS S4.0 FOR FOUNDATION DETAILS. w � c N u w G P cr v M I ZZ 0 VAM ph 303.455.8988 fx 303- 455.8445 McGlamery vs Bwtw samt %ueawo,,kv. Dwff,mWO w � c N u w G P cr v M I ZZ Q �3 O Q z O U rl 0 r M z 0 J J s 04 C y 70071 mk W�. I A 101 -1 Il 4 FOR CONSTRUCTION ABOVE FOOTINGS, SEE DETAILS 3" CLR FOOTING REINFORCING MARK DIMENSIONS FOOTING REINFORCING REMARKS "W„ "Ta. F1 2' -0" X CONT. 12" (4) #4 CONTINUOUS — F2 3' -0" X CONT. 12" (5) #4 CONTINUOUS — F3 3' -0" SQUARE 12" (4) #4 EACH WAY AT BOTTOM — F4 3' -4" X CONT. 12" SEE DETAILS - 11A a MARK I LEDGER SIZE CONNECTION REMARKS Li 2 X 12 SIMPSON A35 AND H2.5 CLIP WITH , (3) 16d NAILS EACH STUD REMARKS L2 2 X 8 SIMPSON A34, (3) 16d NAILS (2) #5 CONT. AT TOP AND BOTTOM L L 3 X 3 X 1/4 WELD PLATES AT 48" O.C. 1/2"0 AB's L4 3 X 12 3/4 "0 ANCHOR BOLTS AT 16" O.C. (22) 10d NAILS L5 3 x 10 3/4.0 ANCHOR BOLTS AT 48" O.C. #5) ONT. AT CONCRETE BEAM SCHEDULE MARK WIDTH DEPTH REINFORCING STIRRUPS REMARKS C81 8" 16" (2) #5 CONT. AT TOP AND BOTTOM #3 AT 7" O.C. SEE DETAIL 48 1/2"0 AB's SIMPSON CS16 STRAP INTO 2 2 X STUDS WITH TOP 4 (22) 10d NAILS CB2 8" 30" #5) ONT. AT #3 AT 14" O.C. SEE DETAIL 48 SW2 3/8" PLYWOOD 8d AT AND BOTTOM 1/2"0 AB's SHEAR WALL SCHEDULE " — L_» — ., .�. __ ... , ' \'v: ,.,w NAILS AND 5/8 0 ANCHOR BOLT MARK SHEATHING MATERIAL EDGE NAILING FIELD NAILING MCGlamery SILL PLATE BOLTS SEE DETAIL 54 REMARKS SW1 3/8" PLYWOOD 8d AT 8d AT 1/2"0 AB's SIMPSON CS16 STRAP INTO 2 2 X STUDS WITH BLOCKED 4 (22) 10d NAILS 6 O.C. 12 O.C. SIMPSON CMSTCI6 STRAP INTO (2) 2 X STUDS WITH AT 32 O.C. (58) 16d NAILS SW2 3/8" PLYWOOD 8d AT 8d AT 1/2"0 AB's BLOCKED 4 O.G. 12 O.C. AT 24 O.C. SW3 3j8 °' PLYWOOD 8d AT 8d AT 5/8'0 AB's BLOCKED 3" O.C. 12" O.C. AT 24" O.C. NOTES: 1. FOR LOCATION OF SHEAR WALLS, SEE PLANS. 2. SEE TYPICAL WOOD STUD SHEAR WALL DETAIL. 3. ALL PLYWOOD PANEL EDGES SHALL BE BLOCKED WITH 2 X FRAMING. 4. PROVIDE (2) 2 X STUDS OR POST AT END OF ALL SHEAR WALLS. 5. USE (2) ANCHOR BOLTS MINIMUM AT SHEAR WALLS. 1 " — L_» — ., .�. __ ... , ' \'v: ,.,w NAILS AND 5/8 0 ANCHOR BOLT SEE DETAIL 54 ph 343455.8988 SIMPSON MTT288 INTO (2) 2 X STUDS WITH (24) 16d fx 343. 455 -8446 MCGlamery NAILS AND 5%8.0 ANCHOR BOLT SEE DETAIL 54 Denver, co am SIMPSON HD10A INTO 6 X 6 WOOD POST WITH "0 "0 SEE DETAIL 53 (4) 7%$ BOLTS AND 7j8 ANCHOR BOLT SIMPSON CS16 STRAP INTO 2 2 X STUDS WITH SEE DETAILS 49 4 (22) 10d NAILS AND 50 SIMPSON CMSTCI6 STRAP INTO (2) 2 X STUDS WITH SEE DETAILS 49 (58) 16d NAILS AND 50 z c F c c: a u^ C: f l _ f / L. 1 � t � l j t � i , C l •• 1 TS4X4X 30G TS4X4X3 6 x 6 WOOD POST 14" X 14" CONCRETE COLUMN 301 LEVEL ON • .. A' 1 A 1 /n" A' 4A 1 /1)" t A 8' SCALE: 1/4" = 1'-0" rrE-74111 14" X 14" CONCRETE COLUMN I 6 X 6 4 ` WOOD POST � t 6 x 6 01) POST F3 { �� 3/4" T & G PLYWOOD SHEATHING - TYPICAL. FOR LAYUP AND ATTACHMENT, SEE STRUCTURAL NOTES AND TYPICAL DETAILS. CONTINUOUS ROW OF SIMPSON TB TENSION BRIDGING AT 8' -0" O.C. MAX. OR AS REQUIRED BY JOIST MANUFACTURER. l�l TUBE STEEL COLUMN CONNECTION TO TOP OF CONCRETE WALL PER DETAIL 116. 4 2 1/2" REGULAR WEIGHT CONCRETE (WITH W/C RATIO BETWEEN 0.45 — 0.50 AND 1/2" — 3/4" AGGREGATE SIZE) OVER 3" x 20 GAGE COMPOSITE STEEL DECK VULCRAFT "3 VLI" DECK OR VERCO "W3" DECK (5 1/2" TOTAL THICKNESS) WITH A TWO HOUR FIRE RATING - TYPICAL. REINFORCE CONCRETE TOPPING WITH #3 REINFORCING AT 16" O.C. EACH WAY. FOR DECK REQUIREMENTS AND ATTACHMENT, SEE STRUCTURAL NOTES AND AL DETA - S. - INDICATES HEADER PER SCHEDULE AND DETAIL. PRE - ENGINEERED /PRE - MANUFACTURED STEEL PAN CONCRETE FILLED STAIRS AND LANDINGS TO BE DESIGNED AND DETAILED BY THE STAIR SUPPLIER. COORDINATE WITH STRUCTURAL NOTES AND SPECIFICATIONS FOR REQUIREMENTS. COORDINATE WITH ARCHITECTURAL DRAWINGS FOR DIMENSIONS, HANDRAILS, GUARDRAILS, NON -SLIP AGGREGATE FINISH, ETC. 2 X 10 AT 16" O.C. STUD WALL TYPICAL AT ALL EXTERIOR WALLS AND INTERIOR BEARING WALLS - TYPICAL U.N.O. DOUBLE UP STUDS BELOW BEAMS GIRDER TRUSSES AND LINTLES. (XX) - INDICATES NUMBER OF HEADED STUDS PER BEAM (EVENLY SPACED ON BEAM) FOR ATTACHMENT SEE DETAIL 214. 10 SHOWER AND FLOOR DRAIN PER ARCHITECTURAL DRAWINGS. 11 ATTACH WOOD POST TO WOOD PLATE WITH (2) SIMPSON A35 AND (2) SIMPSON DSP TIES. 12 ATTACH WOOD POST TO CONCRETE WALL WITH SIMPSON CB COLUMN BASE. 13 EXISTING CONCRETE WALL PER ARCHITECTURAL DRAWINGS. 14 HOLDOWN FROM ABOVE SHEARWALL — SEE HOLDOWN SCHEDULE AND TYPICAL DETAILS. w w w 1. SEE SHEET S1.0 FOR STRUCTURAL NOTES (MATERIALS, REQUIREMENTS, ETC.). 2. COORDINATE AND VERIFY ALL VERTICAL DIMENSIONS (TOL,TOP,TOM, ETC.) WITH ARCHITECTURAL DRAWINGS PRIOR TO CONSTRUCTION. 3. COORDINATE WITH MECHANICAL AND ARCHITECTURAL DRAWINGS, AS WELL AS SUB - CONTRACTORS /SUPPLIERS FOR ALL MECHANICAL UNITS AND FLOOR /ROOF OPENINGS (VERIFY EXACT LOCATIONS AND WEIGHT OF UNITS SHOWN ON PLANS AND FOR ADDITIONAL UNITS THAT MAY NOT BE SHOWN). 4. PROVIDE 1/2" CLEAR FROM BOTTOM OF FRAMING TO TOP OF NON - BEARING WALLS. COORDINATE WITH ARCHITECTURAL DRAWINGS. FOR VERTICAL SLIP CONNECTIONS, SEE TYPICAL STRUCTURAL DETAILS - TYPICAL. 5. SEE ARCHITECTURAL DRAWINGS FOR THE FOLLOWING: SIZE AND LOCATION OF ALL DOOR AND WINDOW OPENINGS. SIZE AND LOCATION OF ALL INTERIOR AND EXTERIOR NON - BEARING PARTITIONS. SIZE AND LOCATION OF ALL CONCRETE CURBS, FLOOR AND ROOF DRAINS, SLOPES AND DEPRESSED AREAS; CHANGES IN LEVEL, CHAMFERS, CORNER FORMERS, GROOVES, BLACKOUTS AND INSERTS; PAVING SITE WORK CURBS AND WALLS. DIMENSIONS NOT SHOWN ON STRUCTURAL DRAWINGS. SIZE AND LOCATION OF OPENINGS THRU ROOF AND FLOOR. 6. SEE MECHANICAL, PLUMBING AND ELECTRICAL DRAWINGS FOR THE FOLLOWING: WALL AND SLAB OPENINGS FOR MECHANICAL PIPE RUNS, TRENCHES, FLOOR DRAINS, ROOF DRAINS, SUMPS, ETC. WALL AND SLAB OPENINGS FOR ELECTRICAL CONDUIT RUNS, BOXES, JUNCTION BOXES IN WALLS, COLUMNS, SLABS, ETC. SLEEVES, SLEEVE CLUSTERS AND BLACKOUTS; AND CONCRETE INSERTS FOR EQUIPMENT AND FIXTURES. SIZE AND LOCATION OF MACHINE TRANSFORMER, SWITCH GEAR AND EQUIPMENT CURBS, BASES AND PADS, AND ANCHOR BOLTS FOR ANCHORED ITEMS. r C � r v X 4 H < C H �i u V C 4 f f � Iv HI pp � r 0 -.4014 JOB 45m440 .. ph 343455.8988 fx 343. 455 -8446 MCGlamery sumt std omp� W. Denver, co am r C � r v X 4 H < C H �i u V C 4 f f � Iv HI pp � r 0 -.4014 .. .. ti • r C �7 a a C. Li x r S v a n 4 L C: a n U Ln U m MARK SIZE REMARKS H1 (2) 2 X 6 H2 (2) 2 X 8 H3 (2) 2 X 10 H4 (3) 1 3/4 X 11 7/8 MICROLAM NOTE: SCHEDULE APPLIES UNLESS OTHERWISE NOTED ON FRAMING PLANS, SEE TYPICAL WOOD STUD WALL FRAMING DETAIL. MARK I 1 2 X JAMB STUD CONTINUOUS TO TOP HEADER PLATE. 2 - 2 X JAMB STUDS AT L1 I OPENINGS 4' -0" OR WIDER . I 16d NAILS AT 12" O.C. - STAGGER L2 AT BUILT UP HEADERS SIMPSON A34, (3) 16d NAILS I 2 - 16d NAILS - TYPICAL SIMPSON A35 I I 16d NAILS AT 12" O.C. STAGGERED I ( STUD TO STUD PROVIDE PLYWOOD I 3 X 12 SPACERS BETWEEN 2 - 2 X JACK STUDS AT OPENINGS MEMBERS AS REQUIRED GREATER THAN 4' -0 ". 3 - 2 X oil JACK STUDS UNDER HEADER AT 3/8" PLYWOOD OPENINGS LARGER THAN 8' -O" 8d AT 1 /2 "0 'AB's BLOCKED MARK SIZE REMARKS H1 (2) 2 X 6 H2 (2) 2 X 8 H3 (2) 2 X 10 H4 (3) 1 3/4 X 11 7/8 MICROLAM NOTE: SCHEDULE APPLIES UNLESS OTHERWISE NOTED ON FRAMING PLANS, SEE TYPICAL WOOD STUD WALL FRAMING DETAIL. MARK I LEDGER SIZE CONNECTION REMARKS L1 2 X 12 SIMPSON A35 AND H2.5 CLIP WITH , (3) 16d NAILS EACH STUD L2 2 X 8 SIMPSON A34, (3) 16d NAILS 8d AT L3 L 3 X 3 X 1/4 WELD PLATES AT 48" O.C. BLOCKED L4 3 X 12 3/4!'0 ANCHOR BOLTS AT 16" O.C. 12 O.C. SHEAR WALL. SCHEDULE MARK MARK SHEATHING MATERIAL EDGE NAILING FIELD NAILING SILL PLATE BOLTS REMARKS SW1 3/8" PLYWOOD 8d AT 8d AT 1/2"0 AB's NAILS AND 5/8"0 ANCHOR BOLT BLOCKED SIMPSON HD10A INTO 6 X 6 WOOD POST WITH 6 O.C. 12 O.C. AT 32 O.C. oil SW2 3/8" PLYWOOD 8d AT 8d AT 1 /2 "0 'AB's BLOCKED SEE DETAILS 49 4 O.C. 12 O.C. AT 24 O.C. SW3 3/8- PLYWOOD 8d AT 8d AT 5/8 0 AB's BLOCKED ' ® 3" O.C. 12" O.C. AT 24" O.C. ®1�5�� NOTES: ®n1�c��:.� 1. FOR LOCATION OF SHEAR WALLS, SEE PLANS. 2. SEE TYPICAL WOOD STUD SHEAR WALL DETAIL. ��I�n� 3. ALL PLYWOOD PANEL EDGES SHALL BE BLOCKED WITH 2 X FRAMING. —n 4. PROVIDE (2) 2 X STUDS OR POST AT END OF ALL SHEAR WALLS. 5. USE (2) ANCHOR BOLTS MINIMUM AT SHEAR WALLS. =C�:_i iirrri► Ll .HOEDOWN SCHEDULE MARK HOLDOWN REMARKS { SIMPSON LTT206 INTO (2) 2 X STUDS WITH (10) 16d NAILS AND 5/8-0 ANCHOR BOLT SEE DETAIL 54 (D SIMPSON MTT28B INTO (2) 2 X STUDS WITH (24) 16d SEE DETAIL 54 NAILS AND 5/8"0 ANCHOR BOLT SIMPSON HD10A INTO 6 X 6 WOOD POST WITH SEE DETAIL 53 (4) 7/8.0 BOLTS AND 7/8"0 ANCHOR BOLT oil SIMPSON CS16 STRAP INTO 2 2 X STUDS WITH SEE DETAILS 49 (22) 10d NAILS AND 50 SIMPSON CMSTCI6 STRAP INTO (2) 2 X STUDS WITH SEE DETAILS 49 (58) 16d NAILS AND 50 6X6 / WOOD POST rf 1 J I D �t' I r ` 1 6X6" y. WOOD POST 6X ABOVE 11V fm 0 1 - i I I I I 1 H2 222 9 1/2" WOOD "I" j 1 230 22 I I JOIST AT 16" O.C. i t a A t 1 21 I t 6 X 6 WOOD POST `�'• LANDiN DN UP '- ABOVE �- k ~ r FIFE = 105' 2 1 j" t t x 9 1/2" WOOD I JOIST t- 6 3f 4 X 12 GLB " tf I i TS 4 X 4 X 3/16 AT 16 O.C. � — `� 9 1/2" WOOD 411 I -- JOIST AT 16" O.C. k TS 6 X 6 X 1 f 2 224 i I 1 UP 236 216 X I 2 8 X 8 POST L1 ABOVE 6 X 6 I - W 10 X 54 }} WOOD POS -1 L1 - KIN 218 11 227 8 X 8 POST 225 TS 4 X 4 X 3/16 ABOVE ? 4 X 4 WOOD POST I _ I t i t TS 4 X 4 X 3 16 FFE - 109' -8 5/8" I 21 I t 2 o C9 v 11 9 1/2 WOOD I JOIST AT 16 O.C. t t ° t c°> t x p"'on' W t M 6 X 6 WOOD 11 TST 233 �o TS4X4X316 - TYPICAL 10 237 11 6 POST 227 6 X 6 POST 229 6 X 6 16 `` SW2 251 227 0 235 SEE ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS. LEVEL TWO FRAMING PLAN 01 41 • SCALE- - TYPICAL 226 6 X 6 i 30G r, 301 6 X 6 WOOD POST \�2 � 16 u, 10 234 & Q 9� f & r• ri 1 a i At 3/4" T & G PLYWOOD SHEATHING. FOR LAYUP AND ATTACHMENT, SEE STRUCTURAL NOTES AND TYPICAL DETAILS. CONTINUOUS ROW OF SIMPSON TB BRIDGING AT 12" O.C. MAX. OR AS REQUIRED BY JOIST MANUFACTURER. DOUBLE UP STUDS BELOW BEAMS, GIRDER TRUSSES, AND LINTELS - TYPICA 2 1/2" REGULAR WEIGHT CONCRETE (WITH W/C RATIO BETWEEN 0.45 - 0.50 AND 1/2" - 3/4" AGGREGATE SIZE) OVER 3" x 20 GAGE COMPOSITE STEEL DECK VULCRAFT "3 VLI" DECK OR VERCO "W3" DECK (5 1/2" TOTAL THICKNESS) WITH A TWO HOUR FIRE RATING - TYPICAL. REINFORCE CONCRETE TOPPING WITH #3 REINFORCING AT 16" O.C. EACH WAY. FOR DECK REQUIREMENTS AND ATTACHMENT, SEE STRUCTURAL NOTES AND TYPICAL DETAILS. INDICATES HEADER PER SCHEDULE AND DETAIL.. DOUBLE UP JOIST BELOW WALL ABOVE WITH 2" STONE VENEER 15 PSF. JOIST MANUFACTURER TO DESIGN JOIST ACCORDINGLY. SEE ARCHITECTURAL DRAWINGS FOR MORE (D14" SQUARE STONE VENEER AROUND WOOD POST SEE DETAIL 111 /S4.0 (D5" THICK CONCRETE SLAB WITH #3 AT 18" O.C. EACH WAY LOCATED AT MIDSPAN OF SLAB. PROVIDE 2 X BLOCKING BETWEEN JOISTS AT WALL ABOVE. 10 ATTACH BEAMS WITH SIMPSON HGLT TOP FLANGE HANGER. (SKEW AS REQUIRED). 11 2 X 6 AT 16" O.C. STUD WALL TYPICAL AT ALL EXTERIOR WALLS AND INTERIOR BEARING WALLS - TYPICAL U.N.O. 12 ATTACH DOUBLE STUDS TO STEEL BEAM WITH SIMPSON A34 CLIP EACH SIDE, �5 CONNECT 6 X 6 POST TO 3 X WOOD TOP PLATE WITH A35 CLIPS EACH SIDE OF POST. 1 SPLICE CONTINUOUS DOUBLE TOP PLATE PER TYPICAL DETAIL. PRE-- ENGINEERED /PRE- MANUFACTURED STEEL PAN CONCRETE FILLED STAIRS AND LANDINGS TO BE DESIGNED AND DETAILED BY THE STAIR SUPPLIER. COORDINATE WITH STRUCTURAL NOTES AND SPECIFICATIONS FOR REQUIREMENTS. COORDINATE WITH ARCHITECTURAL DRAWINGS FOR DIMENSIONS, HANDRAILS, GUARDRAILS, NON -SLIP AGGREGATE FINISH, ETC. 16 STONE PAVERS OVER SNOW MELT SYSTEM (3" CONCRETE TOPPING) OVER 3/4" PLYWOOD T &G SHEATHING. FOR ATTACHMENT OF SHEATHING, SEE STRUCTURAL NOTES AND TYPICAL DETAILS. 17 SHOWER AND FLOOR DRAIN PER ARCHITECTURAL DRAWINGS. 18 i - INDICATES FLOOR OVER-FRAMING. 19 FUTURE HEADER AT BACK OF GARAGE. 20 PERFORATED SHEARWALL PER TYPICAL DETAIL. 21 STRAP HOLDOWNS FROM ABOVE SHEARWALL - SEE HOLDOWN SCHEDULE AND TYPICAL DETAILS. r� ♦ r � � r � x C: t w4 H f 4 V} 1 omp -.4010 h d tp C> I N C7 z 0 V L.t.. oil s ' ® ® >' <!•�� ®�.� ®1�5�� ®n1�c��:.� ��I�n� —n ®mss::: =C�:_i iirrri► Ll c r��r�e rr��ra � �� I ra�rr.f m�� TX •! 6 !! 9 s •• �) • s • s s w • • „ s w. w s w s w• 9 s �, s w ,. s s• • s. s s• ►� �� • X6 WOOD POST + X . WOOD •!� tip 16 `` SW2 251 227 0 235 SEE ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS. LEVEL TWO FRAMING PLAN 01 41 • SCALE- - TYPICAL 226 6 X 6 i 30G r, 301 6 X 6 WOOD POST \�2 � 16 u, 10 234 & Q 9� f & r• ri 1 a i At 3/4" T & G PLYWOOD SHEATHING. FOR LAYUP AND ATTACHMENT, SEE STRUCTURAL NOTES AND TYPICAL DETAILS. CONTINUOUS ROW OF SIMPSON TB BRIDGING AT 12" O.C. MAX. OR AS REQUIRED BY JOIST MANUFACTURER. DOUBLE UP STUDS BELOW BEAMS, GIRDER TRUSSES, AND LINTELS - TYPICA 2 1/2" REGULAR WEIGHT CONCRETE (WITH W/C RATIO BETWEEN 0.45 - 0.50 AND 1/2" - 3/4" AGGREGATE SIZE) OVER 3" x 20 GAGE COMPOSITE STEEL DECK VULCRAFT "3 VLI" DECK OR VERCO "W3" DECK (5 1/2" TOTAL THICKNESS) WITH A TWO HOUR FIRE RATING - TYPICAL. REINFORCE CONCRETE TOPPING WITH #3 REINFORCING AT 16" O.C. EACH WAY. FOR DECK REQUIREMENTS AND ATTACHMENT, SEE STRUCTURAL NOTES AND TYPICAL DETAILS. INDICATES HEADER PER SCHEDULE AND DETAIL.. DOUBLE UP JOIST BELOW WALL ABOVE WITH 2" STONE VENEER 15 PSF. JOIST MANUFACTURER TO DESIGN JOIST ACCORDINGLY. SEE ARCHITECTURAL DRAWINGS FOR MORE (D14" SQUARE STONE VENEER AROUND WOOD POST SEE DETAIL 111 /S4.0 (D5" THICK CONCRETE SLAB WITH #3 AT 18" O.C. EACH WAY LOCATED AT MIDSPAN OF SLAB. PROVIDE 2 X BLOCKING BETWEEN JOISTS AT WALL ABOVE. 10 ATTACH BEAMS WITH SIMPSON HGLT TOP FLANGE HANGER. (SKEW AS REQUIRED). 11 2 X 6 AT 16" O.C. STUD WALL TYPICAL AT ALL EXTERIOR WALLS AND INTERIOR BEARING WALLS - TYPICAL U.N.O. 12 ATTACH DOUBLE STUDS TO STEEL BEAM WITH SIMPSON A34 CLIP EACH SIDE, �5 CONNECT 6 X 6 POST TO 3 X WOOD TOP PLATE WITH A35 CLIPS EACH SIDE OF POST. 1 SPLICE CONTINUOUS DOUBLE TOP PLATE PER TYPICAL DETAIL. PRE-- ENGINEERED /PRE- MANUFACTURED STEEL PAN CONCRETE FILLED STAIRS AND LANDINGS TO BE DESIGNED AND DETAILED BY THE STAIR SUPPLIER. COORDINATE WITH STRUCTURAL NOTES AND SPECIFICATIONS FOR REQUIREMENTS. COORDINATE WITH ARCHITECTURAL DRAWINGS FOR DIMENSIONS, HANDRAILS, GUARDRAILS, NON -SLIP AGGREGATE FINISH, ETC. 16 STONE PAVERS OVER SNOW MELT SYSTEM (3" CONCRETE TOPPING) OVER 3/4" PLYWOOD T &G SHEATHING. FOR ATTACHMENT OF SHEATHING, SEE STRUCTURAL NOTES AND TYPICAL DETAILS. 17 SHOWER AND FLOOR DRAIN PER ARCHITECTURAL DRAWINGS. 18 i - INDICATES FLOOR OVER-FRAMING. 19 FUTURE HEADER AT BACK OF GARAGE. 20 PERFORATED SHEARWALL PER TYPICAL DETAIL. 21 STRAP HOLDOWNS FROM ABOVE SHEARWALL - SEE HOLDOWN SCHEDULE AND TYPICAL DETAILS. r� ♦ r � � r � x C: t w4 H f 4 V} 1 omp -.4010 h d tp C> I N C7 z 0 V L.t.. c a� e C: �# SIMPSON A35 SIMPSON LTT20B INTO (2) 2 X STUDS WITH (10) 16d MARK 2 X JAMB STUD CONTINUOUS TO TOP HEADER PLATE. 2 — 2 X JAMB STUDS AT I OPENINGS 4' -0" OR WIDER . I 16d NAILS AT 12" O.C. — STAGGER . AT BUILT UP HEADERS ( 2 — 16d NAILS — TYPICAL SIMPSON A35 j I 16d NAILS AT 12" O.C. STAGGERED I I STUD TO STUD PROVIDE PLYWOOD I 12 O.C. SPACERS BETWEEN — 2 — 2 X JACK STUDS AT OPENINGS MEMBERS AS REQUIRED GREATER THAN 4' -0 ". 3 — 2 X 3/$" PLYWOOD JACK STUDS UNDER HEADER AT 8d AT OPENINGS LARGER THAN 8' -0" MARK SIZE I REMARKS H1 ( (2)2X6 H2 1 (2) 2 X 8 H3 1 (3)2X10 NOTE: SCHEDULE APPLIES UNLESS OTHERWISE NOTED ON FRAMING PLANS. SEE TYPICAL WOOD STUD WALL FRAMING DETAIL,._.._ ___ SHEAR '11V'ALL SCHEDULE SIMPSON LTT20B INTO (2) 2 X STUDS WITH (10) 16d MARK SHEATHING MATERIAL EDGE NAILING FIELD NAILING SILL PLATE BOLTS SIMPSON MTT28B INTO (2) 2 X STUDS WITH (24) 16d REMARKS SW1 3/8" PLYWOOD 8d AT 8d AT 1/2-0 AB's BLOCKED "WOOD (4) 7/8-0 BOLTS AND 7/8"0 ANCHOR BOLT SEE DETAIL 53 6 O.C. 12 O.C. AT 32 O.C. (22) 10d NAILS SW2 3/$" PLYWOOD 8d AT 8d AT 1/2"0 AB's (58) 16d NAILS BLOCKED 4 Q.C. 12 O.C. AT 24 O.C. SW3 3/8" PLYWOOD 8d AT 3 O.C. 8d AT 12 O.C. 5/8 "0x} AB's AT 24 O.C. BLOCKED NOTES: 1, FOR LOCATION OF SHEAR WALLS, SEE PLANS. 2. SEE TYPICAL WOOD STUD SHEAR WALL DETAIL. 3. ALL PLYWOOD PANEL EDGES SHALL BE BLOCKED WITH 2 X FRAMING. 4. PROVIDE (2) 2 X STUDS OR POST AT END OF ALL SHEAR WALLS. 5• USE (2) ANCHOR BOLTS MINIMUM AT SHEAR WALLS. ll + mossooffs m REMARKS f ;`1 SIMPSON LTT20B INTO (2) 2 X STUDS WITH (10) 16d SEE DETAIL 54 NAILS AND 5/8-0 ANCHOR BOLT r SIMPSON MTT28B INTO (2) 2 X STUDS WITH (24) 16d NAILS AND 5/8"0 ANCHOR BOLT SEE DETAIL 54 SIMPSON H010A INTO 6 X 6 POST WITH 3 "WOOD (4) 7/8-0 BOLTS AND 7/8"0 ANCHOR BOLT SEE DETAIL 53 SIMPSON CS16 STRAP INTO 2 2 X STUDS WITH SEE DETAILS 49 (22) 10d NAILS AND 50 SlMPSON CMSTCI6 STRAP INTO (2) 2 X STUDS WITH SEE DETAILS 49 (58) 16d NAILS AND 50 n S z v v NOTE: 1. SEE ARCHITECTURAL r 1 FOR ALL DIMENSIONS. 2. r }r HOLDOWN BETWEEN FLOORS I1 FRAMING PLAN. LOFT LEVEL FRAMIN G PLAN • 4 i ' O co LOFT FLOOR FRAMING PLAN 3/4" T & G PLYWOOD SHEATHING. FOR LAYUP AND ATTACHMENT, SEE STRUCTURAL NOTES AND TYPICAL DETAILS. 2 X 6 T &G DECKING, USE (2) #10 X 3 1" LONG WOOD SCREWS AT EACH WOOD BEAM, TYPICAL. STONE PAVERS OVER SNOW MELT SYSTEM (3" CONCRETE TOPPING) OVER 3/4" PLYWOOD T &G SHEATHING. FOR ATTACHMENT OF SHEATHING, SEE STRUCTURAL NOTES AND TYPICAL DETAILS. — — INDICATES HEADER PER SCHEDULE AND DETAIL. 2 X 6 AT 16" O.C. STUD WALL TYPICAL AT ALL EXTERIOR WALLS AND INTERIOR BEARING WALLS — TYPICAL U.N.O. HANG •i " BEAM OFF WOOD BEAM r FACE MOUNT HANGER. (s SHOWER AND FLOOR DRAIN PER ARCHITECTURAL DRAWINGS. CONNECT SKEWED JOISTS TO BEAM WITH SKEWED HANGER PER JOIST MANUFACTURER — TYPICAL. eDOUBLE UP STUDS BELOW BEAMS, •D r TRUSSES, y, LINTELS - TYPICAL. 11 CONNECT END 4 X 12 JOIST TO WALL STUDS WITH SIMPSON A34 AND H 2.5 EACH STUD. jorSPLICE CONTINUOUS DOUBLE #• PLATE • • TYPICAL , } [OrPROVIDE BLOCKING JOISTS AT WALL ABOVE. • STUD POST BETWEEN RIDGE BEAM AND a X 12 • ' BELOW CONNECT TO RIDGE BEAM WIT H SIMPSON r POST }• • • ORATED SHEARWALL r • TYPICAL DETAIL. . , •sir • 0 1. SEE SHEET S1.0 FOR STRUCTURAL NOTES (MATERIALS, REQUIREMENTS, ETC.). 2. COORDINATE AND VERIFY ALL VERTICAL DIMENSIONS (TOL,TOP,TOM, ETC.) WITH ARCHITECTURAL DRAWINGS PRIOR TO CONSTRUCTION. 3. COORDINATE WITH MECHANICAL AND ARCHITECTURAL DRAWINGS, AS WELL AS SUB - CONTRACTORS /SUPPLIERS FOR ALL MECHANICAL UNITS AND FLOOR /ROOF OPENINGS (VERIFY EXACT LOCATIONS AND WEIGHT OF UNITS SHOWN ON PLANS AND FOR ADDITIONAL UNITS THAT MAY NOT BE SHOWN). 4. PROVIDE 1/2" CLEAR FROM BOTTOM OF FRAMING TO TOP OF NON-- BEARING WALLS. COORDINATE WITH ARCHITECTURAL DRAWINGS. FOR VERTICAL SLIP CONNECTIONS, SEE TYPICAL STRUCTURAL DETAILS - TYPICAL. 5. SEE ARCHITECTURAL DRAWINGS FOR THE FOLLOWING: SIZE AND LOCATION OF ALL DOOR AND WINDOW OPENINGS. SIZE AND LOCATION OF ALL INTERIOR AND EXTERIOR NON - BEARING PARTITIONS. SIZE AND LOCATION OF ALL CONCRETE CURBS; FLOOR AND ROOF DRAINS, SLOPES AND DEPRESSED AREAS; CHANGES IN LEVEL; CHAMFERS, CORNER FORMERS, GROOVES, BLOCKOUTS AND INSERTS; PAVING SITE WORK CURBS AND WALLS. DIMENSIONS NOT SHOWN ON STRUCTURAL DRAWINGS. SIZE AND LOCATION OF OPENINGS THRU ROOF AND FLOOR. 6. SEE MECHANICAL, PLUMBING AND ELECTRICAL DRAWINGS FOR THE FOLLOWING: WALL AND SLAB OPENINGS FOR MECHANICAL PIPE RUNS, TRENCHES, FLOOR DRAINS, ROOF DRAINS, SUMPS, ETC. WALL AND SLAB OPENINGS FOR ELECTRICAL CONDUIT RUNS, BOXES, JUNCTION BOXES IN WALLS, COLUMNS, SLABS, ETC. SLEEVES, SLEEVE CLUSTERS AND BLOCKOUTS; AND CONCRETE INSERTS FOR EQUIPMENT AND FIXTURES. SIZE AND LOCATION OF MACHINE TRANSFORMER, SWITCH GEAR AND EQUIPMENT CURBS, BASES AND PADS, AND ANCHOR BOLTS FOR ANCHORED ITEMS. 0 19816 „ w v rTl x OWN w x 0 c:El • I a U, a :a s e s c s C C v c V :y n G F s v c u WOOD HEADER SCHEDULE (ROOF FRAMING PLAN ONLY) SIMPSON A35 fx 303.455.8446 UP STUDS BELOW BEAMS, •i r i r %Ocwcmp,w 2 X JAMB STUD CONTINUOUS TO TOP HEADER PLATE. 2 — 2 X JAMB STUDS AT 0 j OPENINGS 4' -0" OR WIDER I 16d NAILS AT 12" O.C. — STAGGER 7-2 AT BUILT UP HEADERS I i — 16d NAILS — TYPICAL ZSIMPSON A35 -t I 16d NAILS AT 12" O.C. STAGGERED STUD TO STUD PROVIDE PLYWOOD j SPACERS BETWEEN 2 — 2 X JACK STUDS AT OPENINGS MEMBERS AS REQUIRED GREATER THAN 4' -0 ". 3 — 2 X JACK STUDS UNDER HEADER AT OPENINGS LARGER THAN 8' -0" MARK SIZE REMARKS H1 (2)2X6 H2 (2) 2 X 10 NOTE: SCHEDULE APPLIES UNLESS OTHERWISE NOTED ON FRAMING PLANS. SEE TYPICAL WOOD STUD WALL FRAMING DETAIL. SEE ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS. ROOF ol 41 .► • SCALE: Cl- 0 m ROOF FRAMING • i 5/8" PLYWOOD SHEATHING. FOR LAYUP AND ATTACHMENT, SEE STRUCTURAL NOTES AND TYPICAL DETAILS. lD CONTINUOUS ROW OF SIMPSON TB TENSION BRIDGING AT 8' -0" O.C. MAX. OR AS REQUIRED BY JOIST MANUFACTURER. CONNECT 1• 1 BEAM TO BEAM WITH ' SIMPSON LUS FACE MOUNT HANGER (SKEW i SLOPE AS t1 i TYPICAL. ' X ' STUB POST BELOW. CONNECT O RIDGE BEAM WITH SIMPSON r POST CAP. SKYLIGHT. FOR EXACT SIZE AND LOCATION, SEE ARCHITECTURAL DRAWINGS. FOR FRAMING AT OPENINGS, SEE TYPICAL DETAIL — TYP. CONNECT BEAM TO HIP BEAM WITH SIMPSON GLTV HANGER (SKEW AND SLOPE AS REQUIRED). CONNECT BEAM TO HIP BEAM WITH SIMPSON HUS412 HANGER i SLOPE AS REQUIRED). ICIA10 1. SEE SHEET S1.0 FOR STRUCTURAL NOTES (MATERIALS, REQUIREMENTS, ETC.). 2. COORDINATE AND VERIFY ALL VERTICAL DIMENSIONS (TOL,TOP,TOM, ETC.) WITH ARCHITECTURAL DRAWINGS PRIOR TO CONSTRUCTION. 3. COORDINATE WITH MECHANICAL AND ARCHITECTURAL DRAWINGS, AS WELL AS SUB — CONTRACTORS /SUPPLIERS FOR ALL MECHANICAL UNITS AND FLOOR /ROOF OPENINGS (VERIFY EXACT LOCATIONS AND WEIGHT OF UNITS SHOWN ON PLANS AND FOR ADDITIONAL UNITS THAT MAY NOT BE SHOWN). 4. PROVIDE 1/2" CLEAR FROM BOTTOM OF FRAMING TO TOP OF NON— BEARING WALLS. COORDINATE WITH ARCHITECTURAL DRAWINGS. FOR VERTICAL SLIP CONNECTIONS, SEE TYPICAL STRUCTURAL DETAILS — TYPICAL. 5. SEE ARCHITECTURAL DRAWINGS FOR THE FOLLOWING: SIZE AND LOCATION OF ALL DOOR AND WINDOW OPENINGS. SIZE AND LOCATION OF ALL INTERIOR AND EXTERIOR NON — BEARING PARTITIONS. SIZE AND LOCATION OF ALL CONCRETE CURBS, FLOOR AND ROOF DRAINS, SLOPES AND DEPRESSED AREAS; CHANGES IN LEVEL, CHAMFERS, CORNER FORMERS, GROOVES, BLOCKOUTS AND INSERTS; PAVING SITE WORK CURBS AND WALLS. DIMENSIONS NOT SHOWN ON STRUCTURAL DRAWINGS. SIZE AND LOCATION OF OPENINGS THRU ROOF AND FLOOR. 6. SEE MECHANICAL, PLUMBING AND ELECTRICAL DRAWINGS FOR THE FOLLOWING: WALL AND SLAB OPENINGS FOR MECHANICAL PIPE RUNS, TRENCHES, FLOOR DRAINS, ROOF DRAINS, SUMPS, ETC. WALL AND SLAB OPENINGS FOR ELECTRICAL CONDUIT RUNS, BOXES, JUNCTION BOXES IN WALLS, COLUMNS, SLABS, ETC. SLEEVES, SLEEVE CLUSTERS AND BLOCKOUTS; AND CONCRETE INSERTS FOR EQUIPMENT AND FIXTURES. SIZE AND LOCATION OF MACHINE TRANSFORMER, SWITCH GEAR AND EQUIPMENT CURBS, BASES AND PADS, AND ANCHOR BOLTS FOR ANCHORED ITEMS. SPLICE DOUBLE Or PLATE PER TYPICAL DETAIL. <DDOUBLE fx 303.455.8446 UP STUDS BELOW BEAMS, •i r i r SKYLIGHT. FOR EXACT SIZE AND LOCATION, SEE ARCHITECTURAL DRAWINGS. FOR FRAMING AT OPENINGS, SEE TYPICAL DETAIL — TYP. CONNECT BEAM TO HIP BEAM WITH SIMPSON GLTV HANGER (SKEW AND SLOPE AS REQUIRED). CONNECT BEAM TO HIP BEAM WITH SIMPSON HUS412 HANGER i SLOPE AS REQUIRED). ICIA10 1. SEE SHEET S1.0 FOR STRUCTURAL NOTES (MATERIALS, REQUIREMENTS, ETC.). 2. COORDINATE AND VERIFY ALL VERTICAL DIMENSIONS (TOL,TOP,TOM, ETC.) WITH ARCHITECTURAL DRAWINGS PRIOR TO CONSTRUCTION. 3. COORDINATE WITH MECHANICAL AND ARCHITECTURAL DRAWINGS, AS WELL AS SUB — CONTRACTORS /SUPPLIERS FOR ALL MECHANICAL UNITS AND FLOOR /ROOF OPENINGS (VERIFY EXACT LOCATIONS AND WEIGHT OF UNITS SHOWN ON PLANS AND FOR ADDITIONAL UNITS THAT MAY NOT BE SHOWN). 4. PROVIDE 1/2" CLEAR FROM BOTTOM OF FRAMING TO TOP OF NON— BEARING WALLS. COORDINATE WITH ARCHITECTURAL DRAWINGS. FOR VERTICAL SLIP CONNECTIONS, SEE TYPICAL STRUCTURAL DETAILS — TYPICAL. 5. SEE ARCHITECTURAL DRAWINGS FOR THE FOLLOWING: SIZE AND LOCATION OF ALL DOOR AND WINDOW OPENINGS. SIZE AND LOCATION OF ALL INTERIOR AND EXTERIOR NON — BEARING PARTITIONS. SIZE AND LOCATION OF ALL CONCRETE CURBS, FLOOR AND ROOF DRAINS, SLOPES AND DEPRESSED AREAS; CHANGES IN LEVEL, CHAMFERS, CORNER FORMERS, GROOVES, BLOCKOUTS AND INSERTS; PAVING SITE WORK CURBS AND WALLS. DIMENSIONS NOT SHOWN ON STRUCTURAL DRAWINGS. SIZE AND LOCATION OF OPENINGS THRU ROOF AND FLOOR. 6. SEE MECHANICAL, PLUMBING AND ELECTRICAL DRAWINGS FOR THE FOLLOWING: WALL AND SLAB OPENINGS FOR MECHANICAL PIPE RUNS, TRENCHES, FLOOR DRAINS, ROOF DRAINS, SUMPS, ETC. WALL AND SLAB OPENINGS FOR ELECTRICAL CONDUIT RUNS, BOXES, JUNCTION BOXES IN WALLS, COLUMNS, SLABS, ETC. SLEEVES, SLEEVE CLUSTERS AND BLOCKOUTS; AND CONCRETE INSERTS FOR EQUIPMENT AND FIXTURES. SIZE AND LOCATION OF MACHINE TRANSFORMER, SWITCH GEAR AND EQUIPMENT CURBS, BASES AND PADS, AND ANCHOR BOLTS FOR ANCHORED ITEMS. H G G Fr.rw� x a CA F•M a re Wn im 05400 ph 303. 455.8988 fx 303.455.8446 McGlamary m6saw %Ocwcmp,w Dow, co w" H G G Fr.rw� x a CA F•M a re Wn t. O 0 0 0 Uc 0 z I•--I H C/ -t p0 t. O 0 0 0 3/1 6* MAX CONCRETE SLAB ---SAW CUT - SHALL BE MADE SOON ENOUGH TO PREVENT CRACKING BUT NOT SO SOON AS TO CAUSE 4 SPALLING OF THE CONCRETE #4 CONTINUOUS WHILE SAWING TOP AND BOTTOM CONCRETE SLAB F I J_F_i T-IM (CTJ) CONTROL JOINT CONTINUOUS KEY SEE TYPICAL KEY IN CONCRETE DETAIL A2 4 -0. 0 6" 6- V-0- USE CONSTRUCTION JOINT !20NMLJGT10N JOINT (CJ) DETAIL WHERE INDICATED ON PLAN OR BETWEEN SLAB POURS TYPICAL CONCRETE SLAB JOINTS (102 1 0� 2.02-001 )m V WOOD POST SIMPSON CB COLUMN BASE CONCRETE SLAB O L 2-j"IT RE A cq CONCRETE FOOTING REINFORCING PER FOOTING SCHEDULE INTERIOR WOOD POST FOOTING 106 X WALL SHEATHING (3) #3 TIES IN TOP 5* OF COLUMN ..1 #3 TIES AT 12" O.C. — #4 DOWELS AT 18- O.C. 2'( _1YP. STONE VENEER COORDINATE WITH ARCHITECTURAL DRAWINGS #4 CONTINUOUS CONCRETE SLAB INHERE SHOWN ON PLAN SEE ARCHITECTURAL DRAWINGS FOR FINISHED GRADE 6' CMU SOLID GROUTED WALL WITH O.C. AND AT ALL #4 VERTICAL AT 48' 1 CORNERS AND ENDS Rt A CONCRETE FOOTING. (3) #5 CONTINUOUS CONCRETE ENTRY WALL 6 X 6 POST BEYOND SIMPSON CB POST BASE CONCRETE PIER PER PLAN 6* CMU SOLID GROUTED WALL WITH #4 VERTI CALS AT 48 O.C. AND AT ALL CORNERS AND ENDS M — WOOD POST PER PLAN — 2 X 4 STUD WALL — V-15" CONTINUOUS CONCRETE WALL — CONCRETE SLAB STONE TOPPING PER ARCHITECTURAL ...... #5 AT 18- O.C. HORIZONTAL EACH FACE FULL HEIGHT OF WALL #5 AT 18" O.C. VER TICAL EACH FACE FULL HEIGHT OF WALL DOWELS TO MATCH AND LAP VERTICAL WALL REINFORCING FOR LAP SEE G.S.N.'s #4 AT 18* O.C. TRANSVERSE VENEER PER ARCHITECTURAL DRAWINGS (3) #3 'TIES IN TOP 5* OF COLUMN FINISHED GRADE v #4 CONTINUOUS DOWELS TO MATCH AND LAP VERTICAL COLUMN REINFORCING - FOR LAP SEE GENERAL STRUCTURAL NOTES COLUMN VERTICAL REINFORCING VENEER COLUMN 135 HOOKS, Y TYPICAL CLR c? (ALTERNATE SIDES)— #3 TIES AT 10" O.C. (12) #5 VERTICAL BARS SECTION CONCRETE SLAB WHERE SHOWN ON PLANS FINISHED GRADE 2.02.007 WOOD STUD WALL SHEARWALL SHEATHING - PER SHEARINALL SCHEDULE WOOD PLATE WITH ANCHOR BOLTS CONCRETE SLAB #4 DOWELS AT 48- O.C. CONCRETE FOOTING ALTERNATE BENDS CONCRETE WALL BELOW WALL REINFORCING 2.02.01 OR V) SEE CONCRETE SLAB 'r ,4 SEE PLAN CONTINUOUS 30 LB. FELT 1 1/2" BOND BREAKER BETWEEN CLR SLAB AND STEM WALL CONCRETE SLAB 3" CLR #4 NOSING BARS 701.001 CONCRETE WALL #4 HORIZONTAL AT 12- D.C. EACH FACE L, CONCRETE FOOTING FOR TREADS AND RISERS, SEE STRUCTURAL FRAMING PLANS AND ARCHITECTURAL DRAWINGS L 4 X 3 X 1/4 X 3- LONG (LLH) WITH 3/4- 0 EXPANSION BOLT 3/16- CLOSURE PLATE - BUTT WELD ALL AROUND AND GRIND SMOOTH io 1 #4 CONTINUOUS 3 SIDES 3/16 (2) #4 CONTINUOUS 3,02.002 7,02,001 R STEEL TUBE COLUMN VERTICAL REINFORCING #5 PER PLAN 8" O.C. ------ ----- 191 fn STEEL TUBE COLUMN 1/2 X 6 X 1'-0" PER PLAN STEEL BASE PLATE CONCRETE PILASTER WITH (2) 3/4' 0 A.B. < STEEL BASE PLATE (2) #5 X 4'-0- LONG ILI 3/16 HORIZONTAL TYPICAL WALL REINFORCING TYP ICAL REINFORCING ___'� Al' 0 1 AT COLUMN I LOCATIONS , ! S I Li-CONCRETE WALL TYPICAL WALL v REINFORCING PLAN MEW I CONCRETE WALL 1161 2.03.07OR #3 TIES AT VERTICAL REINFORCING #5 136 STANDARD HOOK 8" O.C. ------ ----- 191 fn NOTE' 8* CONCRETE WALL FOR WATER PROOFING AND DRAIN OUTLINE OF FOOTING CONCRETE PILASTER ----- ---------- -- BELOW SEE PLAN FULL HEIG HT 12" SQUARE CONTINUOUS WE PLATE 12" CONCRETE DOWELS TO MATCH AND LAP UNTIL WALL HAS BEEN WALL HORIZONTAL REINFORCING CONCRETE SLAB -----\\ AROUND ALL STEEL BELOW GRADE ii PROPERLY SHORED AT > ny v v S-4 alm TOP AND BOTTOM 1 1/2' DRYPACK UNTIL WALL HAS BEEN DOUBLE NUTS LOCATIONS. 3/4" 6' CONCRETE FOOTING 3- MIN CLR CONCRETE FOOTING CLR SEE ARCHITECTURAL DRAWINGS CONTINUOUS 30 LB. FELT FOR WATER PROOFING AND DRAIN BOND BREAKER BETWEEN SYSTEM -A REINFORCING WALL REINFORCING 0 PER PLAN 12' SQUARE CONTINUOUS CONCRETE SLAB (14) #6 VERTICAL LAP HORIZONTAL i GRAVEL POCKET AT DRAIN LEVEL REINFORCING IN PILASTER REINFORCING PER G.S.N. - TYPICAL DOWELS TO MATCH AND LAP WALL BEYOND CONCRETE SLAB DOWELS TO MATCH AND LAP VERTICAL WALL REINFORCING. CONCRETE FOOTING 1 W%-7 1 3.02.005 CONCRETE SLAB Uj I 4 co 1JI", 1— (1) #4 CONTINUOUS EXTEND 1' -0- MINIMUM PAST SIDES OF STAIRS VERTICAL REINFORCING #5 FINISHED GRADE VERTICAL REINFORCING 191 fn NOTE' 8* CONCRETE WALL FOR WATER PROOFING AND DRAIN CONCRETE CLOSURE POUR 3/16 3 DO NOT BACKFILL WALL CLR 12" SQUARE CONTINUOUS WE PLATE CONSTRUCTION JOINT JOINT DOWELS TO MATCH AND LAP UNTIL WALL HAS BEEN HORIZONTAL REINFORCING CONCRETE SLAB -----\\ AROUND ALL STEEL BELOW GRADE ii PROPERLY SHORED AT > ny v v S-4 alm TOP AND BOTTOM 1 1/2' DRYPACK UNTIL WALL HAS BEEN DOUBLE NUTS LOCATIONS. 3/4" 6' CONCRETE FOOTING 3- MIN CLR CONCRETE FOOTING CLR SEE ARCHITECTURAL DRAWINGS CONTINUOUS 30 LB. FELT FOR WATER PROOFING AND DRAIN BOND BREAKER BETWEEN SYSTEM SLAB AND WALL 4.4 0 12' SQUARE CONTINUOUS CONCRETE SLAB i GRAVEL POCKET AT DRAIN LEVEL Ld DOWELS TO MATCH AND LAP VERTICAL WALL REINFORCING FOR LAP, SEE GENERAL 5 STRUCTURAL NOTES - 4 (4) #4 CONTINUOUS #5 AT 18- O.C. CONCRETE FOOTING REINFORCING PER SCHEDULE CONCRETE RETAINING WALL 113 FOR TREADS AND RISERS, WOOD STRINGER SEE ARCHITECTURAL DRAWINGS COORDINATE WITH ARCHITECTURAL DRAWINGS L 4 X 4 X 1 /4X 4- LONG WITH 3/4- 0 EXPANSION BOLT CONCRETE SLAB Uj I 4 co 1JI", 1— (1) #4 CONTINUOUS EXTEND 1' -0- MINIMUM PAST SIDES OF STAIRS SLAB rE WITH ARCHITECTURAL U.N.O. 12' CONCRETE WALL HORIZONTAL REINFORCING #5 AT 12" O.C. BARS EACH FACE HORIZONTAL REINFORCING #5 AT 8" O.C. BOTH FACES FROM TOP OF FOOTING TO 24* MIN ABOVE SLAB---- - CONTINUOUS 30 LB, FELT= BOND BREAKER BETWEEN SLAB AND WALL (4) #4 CONTINUO #5 AT 18- O.C. - REINFORCING PER SCHEDULE 114 CONCF (2) #4 CONTINUOUS CONCRETE SLAB FINISHED GRADE VERTICAL REINFORCING #5 STEEL COLUMN AT 18" O.C. 191 fn SEE ARCHITECTURAL DRAWINGS TYP FOR WATER PROOFING AND DRAIN CONCRETE CLOSURE POUR 3/16 3 CLR 12" SQUARE CONTINUOUS WE PLATE CONSTRUCTION JOINT JOINT DOWELS TO MATCH AND LAP u 3* MINIMUM CONCRETE COVER CONCRETE SLAB -----\\ AROUND ALL STEEL BELOW GRADE ii > ny v v S-4 alm 1 1/2' DRYPACK UNTIL WALL HAS BEEN DOUBLE NUTS PROPERLY SHORED AT TOP AND BOTTOM 6' CONCRETE FOOTING MIN SLAB rE WITH ARCHITECTURAL U.N.O. 12' CONCRETE WALL HORIZONTAL REINFORCING #5 AT 12" O.C. BARS EACH FACE HORIZONTAL REINFORCING #5 AT 8" O.C. BOTH FACES FROM TOP OF FOOTING TO 24* MIN ABOVE SLAB---- - CONTINUOUS 30 LB, FELT= BOND BREAKER BETWEEN SLAB AND WALL (4) #4 CONTINUO #5 AT 18- O.C. - REINFORCING PER SCHEDULE 114 CONCF (2) #4 CONTINUOUS CONCRETE SLAB FINISHED GRADE PLYWOOD WALL SHEATHING WOOD STUD WALL 2X WOOD PLATE WITH 1/2-0 ANCHOR BOLTS AT 48" O.C. U.N.O. CONCRETE SLAB WHERE SHOWN ON PLANS FINISHED GRADE VERTICAL REINFORCING #5 It- c> AT 18" O.C. 191 fn SEE ARCHITECTURAL DRAWINGS FOR WATER PROOFING AND DRAIN SYSTEM 3 CLR 12" SQUARE CONTINUOUS GRAVEL POCKET AT DRAIN LEVEL DOWELS TO MATCH AND LAP u VERTICAL WALL REINFORCING FOR LAP, SEE GENERAL STRUCTURAL NOTES NOTE: DO NOT BACKFILL WALL UNTIL WALL HAS BEEN PROPERLY SHORED AT TOP AND BOTTOM CONCRETE FOOTING PLYWOOD WALL SHEATHING WOOD STUD WALL 2X WOOD PLATE WITH 1/2-0 ANCHOR BOLTS AT 48" O.C. U.N.O. CONCRETE SLAB WHERE SHOWN ON PLANS FINISHED GRADE c 74 - c/) JOB OM It- c> ph 303. 455.8988 191 fn fx 303.465.8446 C) c 74 - c/) It- c> u 0) C) 191 fn C) u 0 z 4.4 0 > Ld z:l c2 C-1 C SIMPSON PA123 PURLIN- ANCHOR AT 32" O.C. PLYWOOD FLOOR SHEATHING WOOD *1" JOIST---\ WEB STIFFENER EACH SIDE OF JOIST JOIST HANGER — iii li # 10.1A \\\-12- CONCRETE WALL *IA 4 1\—WOOD LEDGER z WOOD BEAM SIMPSON ECC COLUMN CAP 0 WITH 2 - 5/8 - BOLTS STEEL COLUMN 2 X WOOD Pl A•rc wrrw 3/4-0 ANCHI AT 32" O.C. #4 CONTINU( WELD PLATE 1/4 X 8 X 0'-8- WITH 2 - 3/4' N 0 ANCHORS AT 6" O.C. /3/16 4 CENTERED ON PLATE TYPICAL DECK ATTACHMENT CONCRETE SLAB SLAB REINFORCING WALL SHEATHING WOOD STUD WALL WHERE OCCURS —CONCRETE WALL ,--VERTICAL REINFORCING PLYWOOD FLOOR SHEATHING WOOD "I" JOIST ==4 STEEL DECK---/ STEEL ANGLE LEDGER HORIZONTAL REINFORCING • (1) #5 CONTINUOUS NOTE FOR ITEMS SHOWN BUT NOT AT EMBED PLATE CALLED OUT SEE DETAIL NOT CONCRETE WALL VATH STEEL DECK AND WOOD 1 JOIST 4.04.002R WALL SHEATHING 5.08.051 R CONCRETE WALL ABOVE NOT i'-o* 3/4" 0 ANCHOR BOLTS STEEL LEDGER ANGLE SHOWN BEAM POCKET CONCRETE STEM WALL 5/8 X 4 X 0' -10" CONCRETE SLAB WHERE SHEATHING SHOWN ON WALL Z BEARING PLATE WITH 24"L - — — — — — — — — — — (2) 3/4-0 ANCHOR �Jf CONCRETE WALL 4 . 4 WOOD LEDGER PER PLAN WALL REINFORCING .4 BOLTS 120 CONCRETE WALL COORDINATE WITH a TYPICAL DECK ARCHITECTURAL DRWAINGS ARCHITECTURAL ATTACHMENT DRYPACK &i Z CONCRETE SLAB STEEL MOLE LEDGER - — — — - — 0 4 SLOPE 7, PER DETAIL 211 (2) 3/4- 0 BOLTS IN V) HORIZONTAL CONCRETE TOPPING SLOTTED HOLES. TACK REINFORCING SECTION r--STEEL DECK WELD BOLT HEADS TO / STEEL DECK (2) #4 CONTINUOUS STEEL BEAM PER PLAN BOLT - BOTTOM OF PLATE AND TYPICAL TIGHTEN NUTS FINGER BOLT 24 JANCHOR TYPICAL TIGHT -SECTION ,,—1 /2" 4 CLR "INA SLOTTED HOLE EACH . I . A L SIDE ON BEAM . GAGE - al : . - - STEEL BEAM (2) #4 CONTINUOUS 4 Fw BELOW BEAM BEARING---' (2) 31e 0 ANCHOR BOLTS WITH DOUBLE NUTS.-"'. z WOOD BEAM SIMPSON ECC COLUMN CAP 0 WITH 2 - 5/8 - BOLTS STEEL COLUMN 2 X WOOD Pl A•rc wrrw 3/4-0 ANCHI AT 32" O.C. #4 CONTINU( WELD PLATE 1/4 X 8 X 0'-8- WITH 2 - 3/4' N 0 ANCHORS AT 6" O.C. /3/16 4 CENTERED ON PLATE TYPICAL DECK ATTACHMENT CONCRETE SLAB SLAB REINFORCING WALL SHEATHING WOOD STUD WALL WHERE OCCURS —CONCRETE WALL ,--VERTICAL REINFORCING PLYWOOD FLOOR SHEATHING WOOD "I" JOIST ==4 STEEL DECK---/ STEEL ANGLE LEDGER HORIZONTAL REINFORCING • (1) #5 CONTINUOUS NOTE FOR ITEMS SHOWN BUT NOT AT EMBED PLATE CALLED OUT SEE DETAIL NOT CONCRETE WALL VATH STEEL DECK AND WOOD 1 JOIST 4.04.002R WALL SHEATHING 5.08.051 R CONCRETE WALL ABOVE NOT i'-o* 3/4" 0 ANCHOR BOLTS STEEL LEDGER ANGLE SHOWN BEAM POCKET CONCRETE STEM WALL 5/8 X 4 X 0' -10" CONCRETE SLAB WHERE SHEATHING SHOWN ON WALL Z BEARING PLATE WITH 24"L - — — — — — — — — — — (2) 3/4-0 ANCHOR �Jf CONCRETE WALL .. I WOOD 01' JOIST 4 WOOD LEDGER PER PLAN WALL REINFORCING .4 BOLTS COORDINATE WITH COORDINATE WITH 1 ARCHITECTURAL DRWAINGS ARCHITECTURAL DRYPACK &i Z CONCRETE SLAB CONCRETE WALL - — — — - — 0 SLOPE SLOPE 7, — — — — — -- 4 V) HORIZONTAL ai REINFORCING SECTION > STEEL DECK / STEEL DECK (2) #4 CONTINUOUS STEEL BEAM PER PLAN BOLT - TYPICAL I C) BOLT JANCHOR TYPICAL -SECTION 2 X WOOD PLATE WITH 3/4-0 ANCHOR BOLTS AT 32" O.C. #4 COINTINUOUS--°- °--- -� WELD PLATE 1/4 X 8 X 0'-8" WITH 2 - 3/4' 0 ANCHORS AT 6. O.C. 3/16 4 CENTERED ON PLATE / TYPICAL DECK ATTACHMENT CONCRETE SLAB——' SLAB REINFORCING 6.05.002 211 STEEL DECK----/ STEEL MOLE LEDGER EACH END 3/16 4 'o. 3. 10.001 R WALL SHEATHING WOOD STUD WALL WHERE OCCURS CONCRETE WALL VERTICAL REINFORCING (1) #5 CONTINUOUS AT EMBED PLATE FINISHED GRADE HORIZONTAL REINFORCING AND STEEL DECK AT CONCRETE WALL 5.08.051 R PLYWOOD FLOOR SHEATHING WEB STIFFENER EACH SIDE OF JOIST —, TYPICAL WOOD T JOIST JOIST HANGER (SLOPE AND SKEWED AS REQUIRED) STEEL BEAM WOOD "I" JOIST 2 X WOOD PI ATr WrrM 3/4-0 ANCH AT 32" O.C. #4 CONTINU, WELD PLATE 1/4 X 8 X 0'-8- WITH 2 - 3/4- 0 ANCHORS AT 6" O.C. 1'3-11-6-V-4- CENTERED ON PLATE TYPICAL DECK ATTACHMENT CONCRETE SLAB SLAB REINFORCING WALL SHEATHING WOOD STUD WALL WHERE OCCURS —CONCRETE WALL VERTICAL REINFORCING PLYWOOD FLOOR SHEATHING WOOD "I" JOIST • -71 41 WALL SHEATHING WALL SHEATHING 2 X WOOD PLATE WITH WOOD STUD WALL 3/4" 0 ANCHOR BOLTS EDGE EDGE NAILING AT 32" O.C. 2 X WOOD STUD WALL CONCRETE STEM WALL PLYWOOD FLOOR CONCRETE SLAB WHERE SHEATHING SHOWN ON WALL Z (1) #4 CONTINUOUS 24"L 4 �Jf CONCRETE WALL .. I WOOD 01' JOIST 4 WOOD LEDGER PER PLAN WALL REINFORCING .4 STEEL DECK' NOTE. FOR ITEMS SHOWN BUT NOT STEEL ANGLE LEDGER CALLED OUT SEE DETAIL 201 HORIZONTAL REINFORCING (1) #5 CONTINUOUS AT EMBED PLATE 20 2O� TYPICAL DECK WALL BEYOND ATTACHMENT STEEL ANGLE LEDGER PER DETAIL 211 PLYWOOD FLOOR SHEATHING CONCRETE TOPPING WOOD "I" 101ST-7 STEEL DECK CLR STEEL BEAM ---HORIZONTAL REINFORCING (2) #4 CONTINUOUS' BELOW BEAM BEARING VERTICAL REINFORCING �JUD TOPPING P1 (2) 3/4 0 ANCHOR BOLTS WITH DOUBLE NUTS. NOTE: FOR ITEMS SHOWN BUT NOT CALLED OUT SEE DETAILS 201 CONCR&V WALL AT AND 206 WOOD I JOIST WITH STEEL BEAM 207 5.08.051 R r2O� WELD PLATE 1/4 X 8 X 0*-8* WITH 2 - 3/4" N — V 0 ANCHORS AT 6" O.C. /3/16 4 CENTERED ON PLATE TYPICAL DECK ATTACHMENI CONCRETE SLAB SLAB REINFORCING WAN # f wil ffm� STEEL DECK--j STEEL ANGLE LEDGER CONCRETE WALL STONE PAVERS PER ARCHITECTURAL DRAWNGS WHERE OCCURS ,::\ CONCRETE TOPPING WHERE OCCURS WOOD "I' JOIST WEB STIFFENER EACH SIDE OF JOIST — JOIST HANGER — louriw" (1) #5 CONTINUOUS AT EMBED PLATE CONCRETE DRIVEWAY BY OTHERS CONTINUOUS 30# FELT BOND BREAKER BETWEEN SLAB AND WALL HORIZONTAL REINFORCING VERTICAL REINFORCING WALL 5.08.049R 2 X WOOD STUD WALL 2 X WOOD PLATE WITH 16d NAILS AT 6" O.C. EDGE NAILING WOOD BEAM WELD PLATE 1/4 X 8 X 0'-8- WITH 2 - 3/4" WALL BEYOND 0 ANCHORS AT 6" O.C. 3/16 4 CENTERED ON PLATE TYPICAL DECK ATTACHMENT PLYWOOD FLOOR CONCRETE SLAB - WOOD "I" JOIST- 3 '6 A4 K ATTACHMENT B REINFORCING SLAB REINFORCING�� STEEL K DEC STEEL ANGLE LEDGER HORIZONTAL REINFORCING • (1) #5 CONTINUOUS NOTE. 4 FOR ITEMS SHOWN BUT NOT <1 . AT EMBED PLATE CALLED OUT SEE DETAIL 201 VERTICAL REINFORCING CONCRETE WALL WITH STEEL DECK AND WOOD I JOIST 5.08.051 R WEB STIFFENER EACH 2 X WOOD STUD WALL SIDE OF JOIST 2 X WOOD PLATE WITH PLYWOOD FLOOR 16d NAILS AT 6* O.C. SHEATHING it HANDRAIL PER ARCHITECTURAL #10 X 3 1/2- LONG DRAWINGS WOOD SCREWS AT 6* CONTINUOUS "I" JOIST O.C. INTO BEAM BLOCKING WITH (4) 16d TOENAILS PER BLOCK 2X DECKING —WALL SHEATHING WOOD 'I" JOIST 7 SIMPSON H2.5 TYPICAL EDGE NAJUNG TYPICAL JOIST AT EACH JOIST vA_ WOOD BEAM DOUBLE TOP PLATE 2 X WOOD STUD L SIMPSON HU TOP FLANGE HANGER (SKEW AS REQUIF P WAL WOOD BEAM ME mil 1/2-0 ANCHOR WALL SHEATHING BOLTS AT 48" O.C. ph 303.455-8980 fx 303.455-8446 McGlamery 2 X WOOD STUD WALL CONCRETE STEM WALL Denver, C0 Wn CONTINUOUS 3 X PLATE #3 WE AT 24" O•C. Z (1) #4 CONTINUOUS 24"L 24" STONE PAVER SYSTEM COORDINATE WITH COORDINATE WITH ARCHITECTURAL DRWAINGS ARCHITECTURAL DRWAINGS &i Z CONCRETE SLAB CONCRETE SLAB d 0 SLOPE SLOPE 7, V) ai ry > STEEL DECK / STEEL DECK (2) #4 CONTINUOUS STEEL BEAM PER PLAN �.� � COMPOSITE DECK WITH CONCRETE STEMWALL WALL SHEATHING 2 X WOOD STUD WALL CONTINUOUS T JOIST 2 X WOOD PLATE WITH BLOCKING WITH (4) 16d 16d NAILS AT 6" O.C. TOENAILS PER BLOCK d PLYWOOD FLOOR SHEATHING COORDINATE WITH PLANS FOR ACTUAL 1O.D. ELEVATIONS - TYPICAL PLYWOOD FLOOR SHEATHING WOOD "I" JOIST JOIST HANGER - WOOD LEDGER - WOOD T JOIST WEB STIFFENER EACH SIDE OF JOIST SIMPSON H2.5 TYPICAL AT EACH JOIST 2 X DOUBLE TOP PLATE 2 X WOOD STUD WALL i- A oc a cc d P4 :n 2 108 05000 '--, 0 ph 303.455-8980 fx 303.455-8446 McGlamery v%Bw&suwt %ocuW Outp, W. Denver, C0 Wn i- A oc a cc d P4 :n 2 '--, 0 Z .. .. .. &i Z 0 V) ai ry STEEL COLUMN PLYWOOD EDGE NAILING 1/4 ' | � � 1/2^STBI8��M8PL�� 0K�0 "I" JOIST \ | | | /' //-16d BLOCKING ___.,, BLOCK TO PLATE 0MPSONHGQTOP 3 SIDES \ - ----- (4) 16d NAILS EACH JOIST TO PLATE FLANGE HANGER TYPICAL 3/16 PLYWOOD FLOOR PLYWOOD FLOOR SHEATHING STEEL BEAM z ^ n«v» »/v« 2 X yM}0D PLATE WITH S�PSON CC COLUWN EACH END SHEATHING P[�N 16d �� O.C. =^ / � �_ 3 " STIFFENER PLATE ' ^ EDGE ��UN� EXTEND TO WOOD 1 � -TYPKJ� � _- FLANGE ° BOLTS ON BEIM WE IL Am, ` �u»» BEAM w "I" JOIST � 1V - ~ - '-- �-'- �/1V 1/4 TOENAILS wV0} 3YoD v�� 2 1/2 X cq Emi 2 //2 X 1/* � WEB SHEATHING `" STIFFENER EACH ^'"E \ � OF JOIST — WOOD BEAM � STEEL COLUMN (2) 2 X TOP PLATE SIWP3UN H2.5 EACH J8IST----/ BQDUWALL � CE0TB�|NEOF COLUMNS AND -----z x wmo � STIFFINERPL0E , � � � HAND RAIL PER PLYWOOD EDGE NAILING ARCHITECTURAL DRAWNGS WOOD STUD WALL STONE PAVERS PER PLYWOOD SHEATHING � CENTERLINE OFCOLUMNS ARCHITECTURAL DRAWNGS 2X WOOD PLATE WITH AND STIFFENER PLATE / +^ '`` '^''^~ AT ` ~ STIFFENER NU � [ND OF D.C. � BEAM AJA | WOOD "I" JOIST TJI BLOCKING WITH (4) 16d NAILS EACH Bux.x � 3/8- STIFFENER PLATE EACH SIDE OF BEAM — � PLYWOOD DECK SHEATHING PLYWOOD FLOOR SHEATHIN EXTEND TO EDGE OF FLANGE EDGE NAILING IG TYPICAL OOD I" JOIST � � ON BEAM GAGE TIMBERSTAND RIM � WOOD BEAM PLATE `^/ �" '`""~ 0KX)U BEAM � 3S0E3 RIM ' '~ 0MP�N &C COLUMN CAP �� C� �� 0M�� A� �D ' ' - """" ' JOIST �NPS0N HJ EACH STUD FLANGE HANGER WOOD POST - MINIMUM -- EACH J0}5r -----~' uuoom `----V�0D BEAM � PLYWOOD WEB STIFFENERS � (4) 10dT0EN� �0ODSTUDA�U- � STEEL TUBE COLUMN ---/ JOIST TO BEAM WOOD ° 1 4 ``-----8EAM PER PLAN WOOD BEAM CONNEMN TO WOOD POST 226 AS NOTED 6.57.060 S � v TOOLED JOINT CENTERED ON JOIST BELOW WOOD STUD WALL WALL SHEATHING PLYWOOD WEB FILLER STONE PAVERS PER ARCHITECTURAL || 2 X WOOD PLATE WITH ' ' HAND RAIL PER DRAWNGS 16d NAILS AT C O.C. ARCHITECTURAL DRAWNGS STONE PAVERS PER WOOD "I' JOIST BLOCKING WITH (3) ARCHITECTURAL DRAWNGS � STONE PAVERS PER ----U - ' ~ PLYWOOD EDGE NAILING PLATE 2X WOOD STUD Y&L ARCHITECTURAL DRAWNGS CONCRETE TOPPING TO PLATE PLYWOOD SHEATHING WOOD l" JOIST PLYWOOD 0' SHEATHING »vv» ` «vw' �� PLYWOOD SHEATHING BOLTS TYP WOOD 8G0M /nu NAILS AT o" O.C. ruwuoo FLOOR xnuv'nmm 2XWOOD PLATE WITH �°""v` =^C` Cu"/.""""" BLOCKING u/uUMn cm' TO JOIST m TOP AND 16d NAILS AT V. U.0 . NOTCH &K0D BEAM DRILL PILOT HOLE ~~''~~ CHORDS BEFORE NOTCHING WOOD BEAM PER PLAN 2 X FASCIA WITH (35) 1� NAILS AT � uu —, RIM "I' JOIST WEB STIFFENER TOENAILS AT - 00UU l , JOIST ~ -- ,~,~ . JOIST WOOD T JOIST �«m/»wu^ WEB STIFFENER Rim 7JO8J8�H 1 Gd nco S//nomc" EACH SIDE ( ) 2 X TOP PLATE 2 X 4 BLOCKING WITH () 1$d WOOD BEAM TOENAILS AJ8 " O.C. OF JOIST JOIST HANGER TOENAILS TO PLATE | ` �m"vvn _______// y�LLSHE0B|N0_____� �d 2 XTOp pL�� 4 S\WPS0N H25 EACH JOIST JOIST HANGER �A 2X WOOD PLATE ��OU LEDGER '' ~ '` '- �-'- � CYPSOM BOARD SHEATHING �----V�)OD 80D A�l � WOOD STUD vAU' -��/`-�-' `�--000D POST C/ �_`/�_u ^^____'W�l SHEATHING ` � , ^-'\/_- � , €I I BEAM PER PLAN (2) 5/8" 0 BOLTS — TYPICAL EACH BEAM AS SHOWN STONE PAVERS PER (`� PLYWOOD SHEATHING 2 X WOOD STUD WALL 1/4" SIDE PLATES ARCHITECTURAL DRAWNGS ( I 4" 1 1 /2" CONCRETE TOPPING I I 2 X WOOD PLATE WITH TYP = ` 3/16 I`1 WEB STIFFENER EACH I ( 16d NAILS AT 6" O.C. RdO TSH PLYWOOD 2 X WOOD STUD FLOOR SHEATHING WALL WOOD STUD a STONE PAVERS PER SIDE OF JOIST I I CRIPPLE WALL HANQ RAIL PER CONTINUOUS "l" JOIST ARCHITECTURAL DRAWNGS PLYWOOD FLOOR I I ARCHITECTURAL DRAWNGS BLOCKING WCfH {4} 16d 2 X WOOD PLATE 2 X WOOD PLATE CONCRETE TOPPING SHEATHING I j TOENAILS PER BLOCK WITH 16d NAILS WITH 16d NAILS I I _ 16d NAILS AT 6" O.C. AT 6" O.C. PLYWOOD FLOOR SHEATHING AT 6" O.C.'"'"1 a WOOD POST BELOW PLYWOOD FLOOR (E HAND RAIL PER — INTO BLOCKING SHEATHING I I ARCHITECTURAL ORAWNGS F� N 3/16 WOOD "l" JOIST I i BLOCKINGUWITH" (4 }l i6d EDGE NAILING" �~ PLYWOOD EDGE NAILING x _ L (2) 2X WOOD PLATE TOENAILS PER BLOCK PER PLAN PLYWOOD WALL SHEATHING Y �+ c (4} 16d EACH t, X BEAM PER PLAN EACH 6BLOCK NAILS JOIST BEARING WOOD "I" JOIST WALL SHEATHING 2 X WOOD STUD F x 1 1/2" WOOD "f" JOIST WOOD "f" JOI9FACH 3" 2 X WOOD STUD WALL A34 EACH BLOCK �.�w/ WEB STIFFENcq 3 1/2" SIMPSON H2.5 TYPICAL WOOD BEAM z o AT EACH JOIST SIDE J JOIST HANGER L—T-i s " DOUBLE TOP PLATE NOTE. L" a 312 �c j " 1/4 CAP PLATE 2 X WOOD STUD FOR NOTED, SHOWN BUT ' 3 .�P NOT NOTED, SEE DETAIL 208 1 1/2" 3/16 x w WOOD POST PER PLAN 1/4 X 6 X 0' -8" PLATE EACH SIDE OF POST WITH (2) 3/4.0 THRU BOLTS 4 WOOD BEAM TO WOOD PAST CONNECTION WOOD "I" JOIST AT STUD WALL WOOD "I" JOIST AT STUD WALT WOOD '"!" JOIST AT WOOD BEAM WOOD "I" JC}IST AT WOOD BEAM 241 242 243 244 245 6.04.0198 6.04.033r 6.54.005 6,54.4118 � � s a 1/2" CLR - MAX 1/4 X 1' -O" LONG BENT STEEL "U" PLATE 2X BEVELED WOOD DOUBLE BEVELED WOOD PLATE (1 5 8 "4 THRU BOLT WITH SADDLE HANGER - SLOPE ; f ) / SIMPSON GLT GLU -LAM WITH 16d NAILS AT 12 O.C. PLYWOOD ROOF WASHER EDGE NAILING PLATE WITH 16d NAILS AND SKEW AS REQUIRED SHEATHING PLYWOOD EDGE NAILING AT 12 D.C. PLYWOOD ROOF SHEATHIN TYP WOOD JOIST PLYWOOD SHEATHING 3 16 PLYWOOD SHEATHING WOOD BEAM - SEE 3J16 4 i j4" X 3" WIDE WEB STIFFENER EACH WOOD "(" JOIST BLOCKING WITH {3} WOOD "f" PLAN STEEL BEAM —SEE CLIP ANGLE X 3" SIDE OF JOIST 16d NAILS EACH BLOCK TO SHIM JOIST, TYPICAL P� SLOPED WOOD JOIST SIDE OF (4) 10d NAILS JOIST TO SHIM 3 SIDES r TYP 3716 0 I (2) 3J4" 0 4" EMBEDMENT V BOLTS - ONE WITH PILOT HOLE I o EACH SIDE OF 3/8" STIFFENER PLATE SLOPED BEAMS �� --- ,�� WEB STIFFENER EACH SIDE - EXTEND TO END OF OF JOIST, TYPICAL FLANGE ...�... c FOR RAFTER TAIL DIMENSIONS - SIMPSON H2.5 CLIP z I SEE ARCHITECTURAL DRAWINGS EACH WOOD "I" JOIST C WOOD "l" JOIST STEEL BEAM -SEE BEAM CONNECTION EAM TO z JOIST HANGER, TYPICAL PLAN " I STEEL BEAM Tp STEEL SLOPED WOOD -1 2 X SHIM WITH 16d REQUIRED) (4) SKEW AS (4) 3/4 0 ANCHOR I I BEAM T, 5/8 "0 LAG BOLT NAILS AT 12 O.C. BOLTS ON BEAM GAGE STEEL BEAM - SLR a 3/16 BENT STEEL i I PLAN 1 1/2" 3 1j2" "U" PLATE - TYP. WOOD BEAM WOOD BEAM WOOD BEAM PER PLAN MINIMUM CAP PLATE I TS COLUMN -SEE PLAN WOOD RIDGE BEAM`" 't F 3 16 c (2) 3/4" 4 - z BOLTS TYPICAL a SLt�ED WOOD BEAM AT RIDGE BEAM WAD JOIST AT WOOD BEAM WAD "!" JOIST AT WOOD BEAM WOOD "I" JOIST AT W'Ot�► BEAM BEAM TO BEAM CONNECTION 248 24? 248 249 280 u 6.57.018 6.53.0088 6.54.0298 6.54,0208 5.07.0628 3 1/2" MIN - TYP 1 1J2" MAX - TYP PLYWOOD EDGE NAILING 2" MAX - TYP WOOD "I" JOIST BLOCKING WITH {3} NO. OF BOLT * PLATE 16d NAILS EACH BLOCK TO PLATE TYP WELD SHEAR PLATE AND BOLT BEAM SIZE BOLTS SIZE THICKNESS WELD SIZE CAPACITY (4) 16d NAILS EACH JOIST TO PLATE e CONNECTION PER TYPICAL SIZE SLOPE PER ARCHITECTURAL BOLT SCHEDULE (DETAIL 252) W8, W10 2 3/4 "9, 1/4" 3J16" 8k DRAWINGS PLYWOOD ROOF SHEATHING SLOPE PER ` PLYWOOD ROOF ARCHITECTURAL DRAWINGS W12 3 3/4.0 3/8" 3/16" 16k SHEATHING PLYWOOD ROOF W14 3 3/4 "0 3/8" 3/16" 16k SHEATHING 1,,{ c -- W16 4 3/4.0 3/8" 1/4" 26k 0 W18 (ROOF 5 3/4 "9 3J8" 1/4" 36k MEMBERS} STEEL BEAM - TYP 18 (FLOOR 6 3j4 "o 3/8" 5/16" 46k z X SECTION i MEMBERS) PLYWOOD WEB WOOD "I" JOIST W21 6 3j4 "0 3/8" 5J16" 46k FILLER U BLOCKING - T`(PICAL FOR SIZE, TYPE AND NUMBER 3 8" 5 16" 63k TIMBER STRAND BEVELED 2X WOOD PLATE TIMBER STRAND PLYWOOD WEB FILLER BLOCKING SEE OF BOLTS, DETAIL TYPICAL BOLT W24 5 i J " / " WOOD "1" JOIST SIMPSON A35 AT "" ( ) 22 X WOOD�T O�W L SIMPSON Hz.S EACH RAFTER c W27 6 1" 3J8 5/16 76k EACH BLOCK WOOD I JOIST A35 EACH BLOCK (2} 2 X TOP PLATE �� EDGE NAILING 7YP, SIMPSON H2.5 EACH WEB STIFFENER EACH SIDE a AT ONE SIDED CONNECTIONS W30 7 1 "o 3/8" 5/16" 89k JOIST a SUPPLY 3j8" STIFFENER PLATE OF JOIST �TYPICAYWOOD SHEATHING -- 2 X WOOD STUD WALL ' OPPOSITE SHEAR PLATE - TYPICAL W33 7 1 "N 3/8" 5/16" 89k WOOD BEAM PER PLAN SIMPSON H2.5 EACH JOIST U 3 SIDES - TYP 3/16 * BOLT TYPE A325N Z:Q � It MATERIAL = A36 cn � TYPICAL. WIDE FLANGE BEAM TO BEAM CONNECTION TYPICAL BOLT SCHEDULE V11t3D "I" JOIST AT WOOD BEAM WOOD " I" JOIST AT STUD WALL. YIIOOD »I» JOIST AT WOOD STUD WALL 251 5.03.0078 23 6.54.0028 6.04.059 2;55 6.04.047R � C7 z u SLOPE PER ARCHITECTURAL DRAWINGS -- —� I Z PLAN PLYWOOD EDGE NAILING WOOD *1" JOIST SIMPSON JOIST HANGER PER WOOD "I" JOIST MANUFACTURER – TYPICAL ki PLYWOOD SHEATHING WEB STIFFENER EACH SIDE OF JOIST — TYPICAL 6.57.015 �AD 0 rj ;A low 19816 M M FIJI A tab 05400 WALL SHEATHING fx 303. 455-8446 MCGIamery vi6amidersbmt WOOD STUD WALL Dmff, CO WU /--� 2 X 12 WOOD LEDGER WITH WALL SHEATHING WALL SHEATHING AT DORMER (4) 16d NAILS AND SIMPSON -�2 X WOOD STUD WALL A35 AND H2.5 EACH STUD 2 X WOOD PLATE WITH : WITH VENEER PER ARCHITECTURAL DRAWNGS SIMPSON A34 AND H2-5 BLOCKING 2 X BLOCKING BEVEL WOOD BEAM PER SLOPE OL T 314" 0 ANCHOR BOLTSS AT 32" O.C. -VA— WOOD STUD WALL :,,--,,—TOP AND BOTTOM OF BLOCKING – EACH STUD PLYWOOD ROOF SHEATHING WHERE CONCRETE SLAB WHERE EDGE NAILING LL 7 X 4 X 1/4 WITH SHOWN ON WALL 3/4-0 WELDED THREADED �—(3) 2 X 10 BLOCKING SLOPE PLYWOOD FLOOR STUDS AT 16" O.C. BETWEEN STUDS #4 AT 8" D.C. X 94" SHEATHING PLYWOOD ROOF ZERO CLEARANCE SHEATHING FIREPLACE FLUE PER . . . . . . . . . . . ARCHITECTURAL DRAWNGS Y, 7 SLAB REINFORCING PER PLAN (2) 2 X WOOD WOOD *1" JOIST WOOD "I" JOIST TOP PLATE CONCRETE WALL WEB STIFFENER EACH WOOD LEDGER PER PLAN SIDE OF JOIST WALL REINFORCING NG WOOD "I" JOIST JOIST HANGER PER PLAN (1) #5 CONTINUOUS WOOD LEDGER WOOD BEAM PER Z PLAN PLYWOOD EDGE NAILING WOOD *1" JOIST SIMPSON JOIST HANGER PER WOOD "I" JOIST MANUFACTURER – TYPICAL ki PLYWOOD SHEATHING WEB STIFFENER EACH SIDE OF JOIST — TYPICAL 6.57.015 �AD 0 rj ;A low 19816 M M FIJI A rT1 <1 N-4 ROOM mw�m Alm Ak 0 1" t im tab 05400 ph 303.455-8988 fx 303. 455-8446 MCGIamery vi6amidersbmt %umW Qoq, w Dmff, CO WU rT1 <1 N-4 ROOM mw�m Alm Ak 0 1" t im WOOD 7 JOIST BLOCKING PLYWOOD WEB STIFFENER EACH SIDE (4) 16d TOENAlLS-----\ 6 X 6 POST BEYOND — 6" CMU SOLID GROUTED WALL WITH #4 VERTICALS AT 48" O.C. AND AT ALL CORNERS AND ENDS — 4 X 4 WOOD POST- 5/8" 0 THRU BOLT- 48 — TYPICAL 5/8" 0 X 5" LONG (2) #10 X 3 1/2" LONG LAG SCREW SCREWS EACH 2X TRUSS 2 X BLOCKING WITH (3) 16d TOENAILS EACH BLOCK-----,,,, DRAWINGS HANDRAIL PER ARCHITECTURAL STONE PAVERS CONCRETE SLAB PLYWOOD SHEATHING WOOD Y JOISTS �-Z EDGE NAILING WOOD BEAM PER ARCHITECTURAL DRAWINGS INVERTED SIMPSON JOIST HANGER m WEB STIFFENER EACH SIDE OF JOIST SIMPSON H2.5 CUP EACH JOIST VENEER PER ARCHITECTURAL DRAWINGS (3) #3 TIES IN TOP 5" OF COLUMN FINISHED GRADE #4 CONTINUOUS DOWELS TO MATCH AND LAP VERTICAL COLUMN REINFORCING — FOR LAP SEE GENERAL STRUCTURAL NOTES #10 X 3 1/2- SCREWS 2 X SHIM AS REQUIRED SIMPSON CJT CONCEALED CONNECTOR KM �iLOFL Y '--,3/16" STEEL PLATE EACH 2 X 6 STUDS SIDE WITH (6) 1/2- 0 AT 16* D.C. THRU BOLT AS SHOWN WALL SHEATHING \_(2) 2X TOP PLATE 6' 6: WOOD "I" JOIST 1 1/2 3 WOOD PER 18" 11/z" B F PLAN — EAM SHIM AS REQUIRED WOOD GUARDRAIL — II II li SEE ARCHITECTURAL DRAWINGS MiN SIMPSON H2.5 AND A35 EACH TRUSS RIDGE BEAM PER PLAN 1/4 x 4" Ll. x 0-4" 4 CUP ANGLE ROOF BEYOND SEE ARCHITECTURAL DRAWINGS FOR SLEEPER FRAMING 2X6 T&G DECKING -(2) 110 X 3 1/2" LONG SCREWS EACH 2X TRUSS 2 X BLOCKING WITH (3) 16d TOENAILS EACH BLOCK WALL SHEATHING 2 X WOOD PLATE WITH 16d NAILS AT 12' D.C. "I" JOIST 4x8 — TYPICAL (2) #10 x 3 1/2" LONG WOOD SCREWS EACH 2 X TO TRUSS WOOD BEAM PER PLAN — SHIM AS REQUIRED WOOD "I" JOIST WOOD GUARDRAIL — SEE ARCHITECTURAL DRAWINGS mix ml #10 X 3 1/2' LONG SCREW 2 X SHIM AS REQUIRED SIMPSON CJT CONCEALED -CONNECTOR 4 X 4 WOOD POST 5/8- 0 THRU BOLT 5/8' 0 X 5' U) LAG SCREW o A A 3/16- STEEL PLATE EACH 1/4 X 3 X 6-6" CUP SIDE WITH (6) 1/2- 0 ANGLE EACH SIDE OF THRU BOLT AS SHOWN BOTTOM CHORD WITH 1 1/2- (2) 1/2' 0 THRU BOLT 6- AND (2) 1/2- 0 X 5- LONG LAG SCREWS RIDGE BEAM PER PLAN 1 1/2' 3 1 1/2 1/4 x 4"�, x 0-4" CLIP 1 8 ANGLE 4 II II II II 11 II 11 If 11 II II H CUP F H BOLT T 5� ME SLOPED SEAT HANGER RIDGE BEAM PER PLAN 40 PLYWOOD SHEATHING --4 WALL SHEATHING (2) 2 X WOOD PLATE SHIM AS REQUIRED WOOD D_ _B M PER PLAN 2 X WOOD PLATE) * AM 90 WITH 16d NAILS WOOD Y JOIST BLOCKING AT D.C. CENTERED BELOW WOOD STUD WALL PLYWOOD FLOOR SHEATHING EDGE MUNG-----/ 135' HOOKS, TYPICAL WOOD 'I" JOIST WOOD BEAM fx 303.455-8446 (ALTERNATE SIDES) ------- SIMPSON H2.5 JOIST HANGER EACH JOIST— #3 TIES AT (2 2 PLATE X WOOD EACH SIDE OF — JOIST loo WOOD STUD WALL — (12) 15 VERTICAL BARS qC3. ROOF BEYOND SEE ARCHITECTURAL DRAWINGS FOR SLEEPER FRAMING 2X6 T&G DECKING -(2) 110 X 3 1/2" LONG SCREWS EACH 2X TRUSS 2 X BLOCKING WITH (3) 16d TOENAILS EACH BLOCK WALL SHEATHING 2 X WOOD PLATE WITH 16d NAILS AT 12' D.C. "I" JOIST 4x8 — TYPICAL (2) #10 x 3 1/2" LONG WOOD SCREWS EACH 2 X TO TRUSS WOOD BEAM PER PLAN — SHIM AS REQUIRED WOOD "I" JOIST WOOD GUARDRAIL — SEE ARCHITECTURAL DRAWINGS mix ml #10 X 3 1/2' LONG SCREW 2 X SHIM AS REQUIRED SIMPSON CJT CONCEALED -CONNECTOR 4 X 4 WOOD POST 5/8- 0 THRU BOLT 5/8' 0 X 5' U) LAG SCREW o A A 3/16- STEEL PLATE EACH 1/4 X 3 X 6-6" CUP SIDE WITH (6) 1/2- 0 ANGLE EACH SIDE OF THRU BOLT AS SHOWN BOTTOM CHORD WITH 1 1/2- (2) 1/2' 0 THRU BOLT 6- AND (2) 1/2- 0 X 5- LONG LAG SCREWS RIDGE BEAM PER PLAN 1 1/2' 3 1 1/2 1/4 x 4"�, x 0-4" CLIP 1 8 ANGLE 4 II II II II 11 II 11 If 11 II II H CUP F H BOLT T 5� ME SLOPED SEAT HANGER RIDGE BEAM PER PLAN 40 PLYWOOD SHEATHING --4 WALL SHEATHING (2) 2 X WOOD PLATE SHIM AS REQUIRED WOOD D_ _B M PER PLAN 2 X WOOD PLATE) * AM 90 WITH 16d NAILS WOOD Y JOIST BLOCKING AT D.C. CENTERED BELOW WOOD STUD WALL PLYWOOD FLOOR SHEATHING EDGE MUNG-----/ WOOD 'I" JOIST WOOD BEAM fx 303.455-8446 PER PLAN SIMPSON H2.5 JOIST HANGER EACH JOIST— WEB STIFFENER (2 2 PLATE X WOOD EACH SIDE OF — JOIST WOOD STUD WALL — 3 SEE ARCHITECTURAL DRAWINGS FOR SLEEPER FRAMING ROOF BEYOND 2X6 T&G DECKING (2) #10 x 3 1/2" LONG WOOD SCREWS EACH 2 X TO TRUSS 01" JOIST EDGE NAILING 2 X BEVELED WOOD PLATE WITH 16d NAILS AT 12' O.C. WEB STIFFENER EACH SIDE OF JOIST, TYPICAL WOOD "I" JOIST 2 X BLOCKING SIMPSON H2.5 AND A35 EACH JOIST 2 X 6 WOOD STUDS AT 16" O.C. WALL SHEATHING 2 X WOOD PLATE WITH 16d NAILS AT 12" O.C.,,---,, EDGE NAILING _", PLYWOOD SHEATHING '`- --WOOD "I" JOIST PLYWOOD SHEATHING 256 WOOD STUD WALL 2 X WOOD PLATE WITH 16d NAILS AT 8" O.C. 2 X BLOCKING WITH (3) 16d TOENAILS EACH jrBLOCK SHEATHING rAl P4 F-+ Pq u z P4, P4 z cn 1� owo -0041 I IN wA • cl) z 0 (f) �J* or., < ph 303.455-0988 fx 303.455-8446 McGlamery vlfimtkwsweet soumw oatf, tw. Denver, CO WM P4 F-+ Pq u z P4, P4 z cn 1� owo -0041 I IN wA • cl) z 0 (f) �J* or., < I a C4 :a a C ate. T s a Q C z x c v tt� tt• t L # do "0111 illi ! 2X BLOCKING WITH (3) 16d TOENAILS AND SIMPSON A34 EACH BLOCK MR d I 0 208 WOOD "I" JOIST PER PLAN PLYWOOD ROOF SHEATHING WOOD "I" JOIST BLOCKING WITH (3) 16d NAILS EACH BLOCKING TO SHIM (4) 16d NAILS JOIST TO SHIM FA- SHIM AS REQUIRED WITH 16d NAILS EACH BLOCKING TO SHIM (2) 2 X WOOD TOP PLATE 2 X 6 LEDGER WITH (3) 16d NAILS EACH JOIST - TYPICAL ------ --- -� 2X WOOD PLATE WITH 16d NAILS AT 8" O.C. -IYP. PLYWOOD FLOOR 208 SHEATHING NEW WOOD JOIST PER PLAN � ""` � SIMPSON H3 EACH JOIST (2) 2X WOOD TOP PLATE - TYPICAL I IN 206 1j i 11i_ � ... a** 108 CONTINUOUS 301 FELT BOND BREAKER BETWEEN SLAB AND WALL CONCRETE FOOTING CONCRETE SLAB °--- -� DOWELS TO MATCH AND LAP VERTICAL WALL. REINFORCING - FOR LAP, SEE GENERAL STRUCTURAL NOTES -- (6) #4 CONTINTUOUS TOP AND BOTTOM -i x �'�, ti 1► ILI 2 X 6 STUDS (MATCH EXISTING) SOFFIT FRAMING PLYWOOD SHEATHING 2 X BLOCKING EDGE NAILING CONTINUOUS 2 X WOOD PLATE 2X6AT16 "D.C. SIMPSON LU JOIST HANGER - TYPICAL WOOD STUD WALL WALL SHEATHING LEVEL 2 j► l `'` ---._ 2X BLOCKING WITH (3) 16d TOENAILS AND SIMPSON A34 EACH BLOCK t� II HEADER WHERE SHOWN ON PLAN I I �� WINDOW WALL WHERE II SHOWN ON PLAN �{ CONCRETE SLAB WHERE C� SHOWN ON PLAN FINISHED GRADE 1F I I! - l i i-- I F NOTE. I .I DO NOT BACKnLL WALL UNTIL WALL HAS BEEN PROPERLY SHORED AT TOP AND BOTTOM LOCATIONS L 00 40 VERTICAL REINFORCING HORIZONTAL REINFORCING CONCRETE BASEMENT WALL LEVEL 1 SEE ARCHITECTURAL DRAWINGS FOR WATERPROOFING AND DRAIN SYSTEM 12" SQUARE CONTINUOUS GRAVEL POCKET AT DRAIN LEVEL rf, " tt w 4 M C W P a c P4 � Zi w n � i a G v " zE. yr S r4 r� i� w • Im 0 ado cv t/1 . z 'L., 0 w4 ph 303.455.8988 fx 303.455.8446 MCGlamefy V16ftWerSind SomtW co, kr� Dow, CO earn w 4 M C W P a c P4 � Zi w n � i a G v " zE. yr S r4 r� i� w • Im 0 ado cv t/1 . z 'L., 0 w4 #* %JUOU)6-- 1*4 100, 40* BUILDING SECTION -- ON EAST WEST on" P4 ILI z r-r to rr 6"WOM h. O V) z 0 W JQB 05400 ,1 103*415-8988 fx 303-455.8446 mcelamery V16 OMda Stmet %tom Go* kr. Demw, co sm P4 ILI z r-r to rr 6"WOM h. O V) z 0 W 5 G: a m .t a Q ti. Z.i T c WOOD STUD WALL WALL SHEATHING HANDRAIL PER ARCHITECTURAL DRAWING STONE PAVERS, SNOW MELT SYSTEM AND WATER PROOFING PER ARCHITECTURAL DRAWINGS EDGE NAILING n HANDRAIL PER 2 X OVERFRAMING ARCHITECTURAL PER ARCHITECTURAL DRAWINGS it DRAWING (i WOOD "I" JOIST' EDGE NAILING i i BLOCKING CENTERED i BELOW WALL FASCIA PER i i PLYWOOD FLOOR ARCHITECTURAL SHEATHING DRAWINGS iL •. LOFT T.O. PECK 118' —G 3/4" B.0. ERAMNG ,WOOD BEAM ( i WOOD "I" JOIST 1 ! 8' —C) I /" PER PLAN 1.. ,* 16d NAILS AT 6" O.C. (STAGGER EACH 243 SIDE) �- TYPICAL JOIST HANGER 1 WEB STIFFENER EACH SIDE OF JOIST — TYPICAL 1 i JOIST HANGER I WOOD BEAM r '_'rF-�i'"T`ti`i'i"a i t t- ;-;- I"•�.,TTT1"rf F"`t' -.�. j"f i i"f "r T i`?'1 -� t';'TT R !ji1 l�k�ilii(�ilk jj!il$t1I;f3� t1}�s� k (3�: +fill; ttlillti t(lli1 Ek i4liif it!tii e 11: CUSTOM WOOD TRUSS I k i ,-- 1 j �✓ STONE PAVERS, SNOW MELT Iw o5000 PER PLAN ph 383.455.8480 4 SYSTEM AND WATER PROOFING s vl6Botadwstwt HORIZONTAL [ Wff, CO Wn PER ARCHITECTURAL DRAWINGS WOOD STUD WALL I X WOOD REINFORCING CONCRETE FIATS UNTIL WALL HAS BEEN i I 2 X WOOD PLATE WITH F PROPERLY SHORED AT TOP HANDRAIL PER I I 16d NAILS AT 6" O.C. WOOD STUD �% TURAL WALL ' DRAWINGS Ii �i WOOD "I" JOIST a DOWELS TO MATCH AND BLOCKING CENTERED 2 X OVER FRAMING LAP VERTICAL WALL EDGE NAILING (( BELOW WALL PER ARCHITECTURAL DRAWINGS AT DRAIN LEVEL LEVEL TWO T.O.DECK 10$ �° 4%, ! 1 r �► T . .. ♦ STRUCTURAL NOTES fi x FASCIA PER c 56 -1 1 1/4" � s f r ARCHITECTURAL t I *► TOP AND BOTTOM +�' DRAWINGS, 1 WOOD "I" JOISTS ... (WOOD BEAM AT LOCATIONS }. WOOD STUD WALL 235 ! ; 7 WALL SHEATHING (2) 2 X WOOD' WOOD LEDGER 1 PLATE {((( 2 X WOOD PLATE WITH 1 S 3/4 "0 ANCHOR BOLTS II4 AT 32" O.C. 3 i FINISHED GRADE r y 1j lc 1' 202 206. if CONCRETE BASEMENT WALL ` E j CONCRETE SLABI € GARAGE T,0.5LAB ! I I, 1 ©C}' p" ! !"1 1 .! 1 . J°'i' > j=� I'l r /1/" l:.l°1 t"\ i~ Q IT STEEL DECK a %STEEL BEAM PER PLAN r <a L VERTICAL i REINFORCING 4' Iw o5000 REINFORCING ph 383.455.8480 4 e NOTE' NOTE: vl6Botadwstwt HORIZONTAL [ Wff, CO Wn DO NOT BACKFILL WALL REINFORCING CONCRETE a UNTIL WALL HAS BEEN BASEMENT WALL --- F PROPERLY SHORED AT TOP REINFORCING �% AND BOTTOM LOCATIONS CONTINUOUS a DOWELS TO MATCH AND a I ■ 1 r. 1 HORIZONTAL L 1 4 �-'- DOWELS TO MATCH AND LAP VERTICAL WALL REINFORCING - FOR LAP, SEE GENERAL STRUCTURAL NOTES �� BUIL.DlN� S�CTIC�t -- Nt�TH SC}UTN STEEL. ANGLE CLIP ( (3) #3 TIES IN TOP 5" OF COLUMN i i #3 TIES AT 12" O.C. STONE VENEER COORDINATE I WITH ARCHITECTURAL i LANDING FF DRAWINGS-- - 119 -G 3/4 11 4 CONTINUOUS CONCRETE SLAB WHERE i- SHOWN ON PLAN SEE ARCHITECTURAL i DRAWINGS FOR i FINISHED GRADE i i 6" CMU SOLID GROUTED WALL WITH #4 VERTICAL AT 48" O.C. AND AT ALL CORNERS AND ENDS (3) #5 CONTINUOUS CONCRETE FOOTING: 1, 246 TRANSVERSE STEEL BENT "U" PLATE WOOD JOIST PER PLAN O+' y PER PLAN SIMPSON ECCO AT BEAM ENDS SOFFIT — SEE ARCHITECTURAL DRAWINGS STONE VENEER COORDINATE WITH ARCHITECTURAL DRAWINGS #4 DOWELS AT 8" O.C. 3, —O" 12'-0- -- TYPICAL CONCRETE SLAB WHERE SHOWN ON PLAN COLUMN VERTICAL REINFORCING __ VENEER COLUMN w s ---- WALL REINFORCING PLAN VIEW Iw o5000 REINFORCING ph 383.455.8480 fx 303. 455.8446 SEE ARCHITECTURAL DRAWINGS vl6Botadwstwt %UMW croups nc, [ Wff, CO Wn FOR WATERPROOFING AND DRAIN SYSTEM REINFORCING 12" SQUARE CONTINUOUS a DOWELS TO MATCH AND GRAVEL POCKET LAP VERTICAL WALL AT DRAIN LEVEL CONCRETE SLAB REINFORCING - FOR 10$ LAP, SEE GENERAL T.C?.SLAI3 ♦ STRUCTURAL NOTES c 56 -1 1 1/4" � s ? �.__._ 16_ _ (6) #4 CONTINUOUS i TOP AND BOTTOM CONCRETE FOOTING �-'- DOWELS TO MATCH AND LAP VERTICAL WALL REINFORCING - FOR LAP, SEE GENERAL STRUCTURAL NOTES �� BUIL.DlN� S�CTIC�t -- Nt�TH SC}UTN STEEL. ANGLE CLIP ( (3) #3 TIES IN TOP 5" OF COLUMN i i #3 TIES AT 12" O.C. STONE VENEER COORDINATE I WITH ARCHITECTURAL i LANDING FF DRAWINGS-- - 119 -G 3/4 11 4 CONTINUOUS CONCRETE SLAB WHERE i- SHOWN ON PLAN SEE ARCHITECTURAL i DRAWINGS FOR i FINISHED GRADE i i 6" CMU SOLID GROUTED WALL WITH #4 VERTICAL AT 48" O.C. AND AT ALL CORNERS AND ENDS (3) #5 CONTINUOUS CONCRETE FOOTING: 1, 246 TRANSVERSE STEEL BENT "U" PLATE WOOD JOIST PER PLAN O+' y PER PLAN SIMPSON ECCO AT BEAM ENDS SOFFIT — SEE ARCHITECTURAL DRAWINGS STONE VENEER COORDINATE WITH ARCHITECTURAL DRAWINGS #4 DOWELS AT 8" O.C. 3, —O" 12'-0- -- TYPICAL CONCRETE SLAB WHERE SHOWN ON PLAN COLUMN VERTICAL REINFORCING __ VENEER COLUMN w s ---- WALL REINFORCING PLAN VIEW w G c N u a G x �r P tT+ C urr 4 u t U C w x Iw o5000 ph 383.455.8480 fx 303. 455.8446 McGlamery vl6Botadwstwt %UMW croups nc, [ Wff, CO Wn w G c N u a G x �r P tT+ C urr 4 u t U C w x It t 4 , „ 1- ROOF PEAK i SETBACK LOT 2 41199 HIGHWAY 6 & 24, EAGLE-VAR- P.0, 84X 1234 EDWARDS, CO. 816:32 (974 )949 --1446 i • 11441LCB3 DWG 5/08/08 KPJ :! F FOUND PIN ALUM, GAP LS# ILLEGIBLE s � m CONE. DECK � STEPS ROOF PEAK � 8173,1 ROOF PEAK 8185.7 r� s 2 1/2 STORY WOOD FRA3+rEF HOUSE WITH BASEMENT UNDER CONSTRUCTION ✓ ,J x/ ROOF 8182 'X" p �} 8182. } BLDG. OVERHANG fi 4' 0-4 3 /'i f" 4 i.) , t.. } } CONC. PAD C3 0. 0 C ' 10' 30' SEWER MANHOLE P.2.15 INV= 8145.9 MEAS. RIM =8152.2 BASIS OF ELEVATION • & A