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HomeMy WebLinkAboutB07-0198 Plansdwplll�� 6Af;'A&r: LEVEL 65RFA: 30% OF 114255F= 4255.F. LIVIN6 LEVEL 6RFA= 2,045 5.F. UPPER LEVEL <5RFA= 101-15.F. +441 5.F. AIR 5PACE TOTAL, 4,531 5.F. TOTAL FIN15HED 50. FT. INr-,LUP Iii 66ARA6E= 5fb5-1 50. FT. SITE COVERA(5E ALLONED: 2,056 50. FT. LOT 3 5-51TE U5EV-. 2,050 50. FT. MIN. LAIIII�APEV AREA.- 6,165.50. FT. PRoPO5EE> e w r - (5,200 50. FT. e951M9W§NkNWALLOV4EP=(b0% OF LOT =&,Irob 5F Ar ROOF: CLASS A FIRE RATED CERTAINTEED PRESIDENTIAL SHAKE IN AGED BARK COLOR, 3XIO DOUG FIR EXPOSED ROOF RAFTERS AA7ITHKERF CUT ENDS. MINIMUM R-40 BATT INSULATION AT INTERIOR ROOF FRAMING, 5/8" GYP BOARD ON CONTINUOUS VAPOR BARRIER AT INTERIOR. PROVIDE SUPER INSULATED ROOF WITH RIGID INSULATION ON TOP OF FRAMED ROOF PLYWOOD 3" WITH 3/4" PLYWOOD EXTERIOR TOP. FLASHING: 16 GAUGE COPPER PROVIDED AT ALL COMPONENTS & HORIZONTAL INTERSECTIONS OF EXTERIOR TRIM & AT STONE WALL CAPS, CHIMNEY CAPS: ONE 8" THICK BUFF SANDSTONE CAP WITI-I SNAPPED EDGE. OVERHANG STONE VENEER WITH 4" OF CAP ALL SIDES, FASCIA: RS (ROUGH SAWN) CEDAR 3X8 AT SHAKE ROOF. STAIN MOORWOOD RUSTIC FRUITWOOD 081-58 SEMI TRANS. OUTLOOKERS AND TRUSSES: 6XI8 RS DOUG 1-71R AT PRIMARY RIDGES AND SHOULDERS. 6X12 Rs DOUG FIR AT SECONDARY RIDGES AND SHOULDERS. STAIN MOORWOOD RANCH OAK COLOR 081-43 SOFFITS: RS IX6 T&G CEDAR 1ATITI-1 V GROOVE, STAIN MOORWOOD NATURAL PINE 081-52 SEMI 'TRAN& STUCCO: MATCH DRyvrr SYSTEMS COLOR #112 SANDALWOOD BEIGE. SIDING: I- IE'AN1 2XIO LAP JOINT CEDAR STAIN MOORWOOD RANCH OAK 081-43 SEMITRANS.WINDOW TRIM HEADERS AND 3XI0 HEWN FIR STAIN MOORWOOD RANCH OAK 081 -43, CORNER TRIM: 3XI2 F)EVvN' CEDAR STAIN MOORWOOD RANCH OAK 081-43 SEMI TRANS.. STONE VENEER: BACHELOR GULCH BLEND, DRY STACK APPEARANCE. RUBBLE STONE CAP AT WALLS WITH COPPER FLASHING 6" BEYOND SHEATHING AND 8" UP WALL. COUNTER FLASH WITH 40# FELT OR W.P. MEMBRANE. HAND AND GUARD RAILS: WOOD RAIL OF 8X8 RS DOUG FIR POSTS WITI-I KERF- CUT TOP AND 4X6 RS FIR TOP AND BOTTOM RAILS. CUSTOM'v\7R0UGHT IRON RAILS WITH NO OPENING GREATER THAN 4", STAIN OLYMPIC SEMI TRANS COLOR #730. WINDOWS AND DOORS: CLAD EXTERIOR DARK BRONZE. STONE PATIOS: I" BUFF SANDSTONE IN RANDOM SHAPES WITH GREY GROUT. FOUNDATION WALLS: FOUNDATION WALLS TO HAVE WATERPROOF MASTIC ITO MIL THICK AT A HEATED TROWEL GRADE AND THEN SPRAYED. RIGID INSULATION 3" THICK WITH FILTER FABRIC AND FREE DRAINAGE TO REDUNDANT PERIMETER DRAIN IN 3/4" WASHED GRAVEL WRAPPED IN FILTER FABRIC (TYP). EXTERIOR FRAME WALLS: 2X6 FRAME AT 16"O.C. WITH 1/2" 0,SB SHEATHING WITH BUILDING WRAP (TYVEK OR EQUAL) WITH 2XIO SIDING. PROVIDE CONTINUOUS VAPOR BARRIER AT ALL INTERIORS (TAPE ALL SEAMS), R19 CONTINUOUS BAIT INSULATION. 5/8" GTP. BOARD AT ALL INryI'RIOR PARTITIONS AND SOUND BATTS AT ALL INTERIOR PA ITIONS AND FLOORS. 3/4" DRYWALL CORNER BEAD AT INI ERIOR WALL CORNERS NOT CASED. FLOOR SYSTEM: 5/8" T&G PLYWOOD GLUED & SCREWED TO FLOOR JOISTS. 1 1/2" GYPCRETE TOPPING WITI-I HYDRONIC RADIANT HEAT TUBING AND 1 1/2" SLEEPERS FOR WOOD FLOORS. VAPOR BARRIER AT WOOD FLOORS AND AT ALL CRAWL EXPOSURE. Fi- 11; �A I T41 I �.tzAl a 14 z I �11 I z;l A KW 00W;ULTANT5 P.O. 5ox 4!5-12 VAIL, C-0. 61655 (14*70) 144q-415411 q c&h1s6cTm 5ENMY C,0III,*TRLAC-TI0N IW-,. 1-452 BL"zENR CPr=EK RD. 61651 fq-10) 416-6-363 Gi Ct)VER5HEET 6/24/01 5P SITE PLAN I I- I Ll LANDSCAPE PLAN Ab ELEVATIONS, A-1 Al 6ARA6E LEVEL FLOOR PLAN SUILVINC7 5ECTION5 Act BUILDIN6 5ECTION5 A2 LIVIN& LEVEL. FLOOR PLAN All DETAILS Al2 A5 MASTER LEVEL FLOOR PLAN RCP CAARAC-7E LEVEL A4 ROOF PLAN A5 ELEVATIONS Ab ELEVATIONS, A-1 BUILDIW.55ECTION5 A6 SUILVINC7 5ECTION5 Act BUILDIN6 5ECTION5 NO DETAILS, All DETAILS Al2 DOOR 4 6LA.Z1145 SCHEDULE A15 RCP CAARAC-7E LEVEL Ej A14 RCP LIVIN6 LEVEL A15 RCP MASTER LEVEL -77 Alb 67ARA&E LEVEL FLOOR PLAN. 6 A AII LIVID LEVEL FLOOR PLAN: 6RFA A15 MASTER LEVEL, FLOOR PLANt 65RPA AlaB BASEMENT &RF-A CALCS, Zfi C�j ELE6 PLAN &ARI LEVEE ELE6 PLAN MA5TER LEVEL mW Zfi C�j o '01.� "'� (i e m MUM 1 1 1 1 1 i ! ! ! ! ! ! ! 1 ! 1 ! 1 f 1 � 1 1 i 1 ! 1 ! 1 t i 1 f l IT t r t r t i 1 4 1 l 1 1 l 1 1 ! ! I S82021'26 "W - 171,40) WOOD RETAINING WALL "IC Im"INFORMATION �h a 1, � . i ! �• + ♦ l a - .� 1:34- All il r xx tr UUM .. .. . � •.__fir'" _ .� ter► ♦ � I i � ;. , s►I � err :�; _ � � -� . r p +� r .!* .� ♦ , a f � ` . ; ,` pair. ""'+1��►,k,� � � � LFAW� r � r y'r �'-i! M. �--:.. �itr 4'".3+i1�..1� l LINEOF51LTFEZE SEPERATE ' O: ;; LOT 2 1 ti, 3 1 /1 %I! Mn ........._... — — — _..,. — — , _ - --- .1.:r 0 iS ®r, 71175i 77 YFW-7571777TYP DA ° r.... (in I Inch - 90 Xot SHEET e 9,S-TA%Ntv6-WALL TOW. #Vs VERT, 0 16' mudD pw MD w LS. NO. 1240 ASPEN (ED 100.1v ON COP) 5 "may #5's CONT. HORIZ 0 16" ORABAP PL E Ef AAR F'dmmr.-m;Ljw' I EWA 11 0^9 pri n 14 00 42 12 • "A' C) q8I ti A. v 1-l' 4. A, AND rs• s 1w-Tmw m S89036'2X89 °36'2 "!' 39.76' 0 16 2 1/2 CAL MI POPLU5 I K11 pr_Q1 IC-. n4i_rf=C)5pERMA 3 51 TO 51 or Ah • � 61 45 44 Kyj�-'IWWA': AM KIM 410 , a.. ummN5 WWI crow 16 Av& -Z*07 (-rcsv) SLUE SPRUCE PICEA i:�'UN6EN5 10 61 TO*81. :>82*21'26"W 17.40 WOW RU~ WALL l ow+. 5ERVICFBERRY AMELANCHIER ALN'F--t-./ 5 6ALLPH' -5YMPHO0ARIP05'-OREOPf4 5 5 ry ALLON HKECHE GO RRY PRWINIUS. \/IP,&INIANA 5 &ALON L RockY MTN JUNIPER JUNIP5RU5 SrOPULORUM O 5 &ALLN G R ABA PPLE mAL05 5PEcie5 4 2 1/2" G, L'MIN JUNIPER 6ROUNV0oVrR JUNIPERV5 HORIZONTA6 L 5 5 OALLON CIO MMON LILAC, 5YRIN&A VUL6AR15 5 LN 6ALO SNOINMOUND 5PIREA -A 5PIRE NIPPONIOA vALLON 5 C VARIOATED PO&P400r, CORNU5 ELECANT1551MA .5 6ALLON LUPINE LUPINU5 AROENTEUS- a I 6ALLON BAL5AM ROOT, 5AL5AMO1;ZRHIZA5A& ITT ATA I CALLON NATIVE 6RA55 VOLDFLONER AND ORA55 MIX 6EED ANUAL BED PETUNIA; GERANIUM MIX W 6OLUMBIN E AND JACOB LADDER • tj.10b1F: Lo_ tjC'R AM &OSS MY AKf-LAWm&. Auv ot-lk LOCAL GjkowN SAGS fk # IN&- A 1*Nf A. tp e w Wo V M-UCAL SgALLOW �A'LLD C ., I .1a 'INATH �Utes sgu"A & - -.0 or Ah • � 61 45 44 Kyj�-'IWWA': AM KIM 410 , a.. ummN5 WWI crow 16 Av& -Z*07 (-rcsv) \I-- I�i ^ ��I 5GALE. 1/4" = P- 0" FIN!5F= 1,332 5F CvARA&E 15F= bcI8 w 1114 cu 10 00 n 5CALE.- 1/4" = V- 0" I---- ANN& 12 li Eall CO \ \k li Eall Cl? \�\ . cz 0 83 �� � �4� �� � �� � � �� o I® 24 \ lb' -O" MASTER +I 651- M.M. 551-oll 6ARA6E I I-ff Irl, 1:1 od I�iL_ I JTJIUP :4- F.77W.7: IN ❑I KITC,HM m � / \m _ / k/ ®/ � �/\ r � / \\ � � Q \ � � � � ƒ � $ //. \% 0 \f sm s w 2 X 5 SILL (R5 CEDAR) 1 1/211 I4F-MN F SIDING NI/ 5' w ■ I" STUCCO 2X6STUD FRAMING W/ 112" PLY 5HEATHIN6 M "• GLAD WINDOW UNIT tww • AIR. INFILTF FABR.iG 112" PLY 51- VAPOR BARRIER. TAPE 4 LAP SEAMS (TYP) 2X6STUD FRAMING W/ 1/2" FLY 5HEATHING 2 X b STUD FRAMING Wl 1/2" PLY SHEATHIN6 VAPOR BARRIER TAPE # LAP SEAMS (TYP) " VAPOR BARRIER TAPE 4 LAP SEAMS (TYP) 2 X 6 STUD FRAMING W/ 1/2" PLY SHEATHING 6" STONE VENEER (MIN)- j AIR INFILTRATION FABRIC 112" PLY SHEATHIN& ----- -� 3 10 " NOM 5"70NE LINTEL STEAL ANGLE PER STRUCT. (PAINTED BLACK) SEALANT CLAD WINDOW UNIT SEALANT SNAPPED ED6E--° °\ STONE SILL 1 -11211 NOM. Wl SEALANT 12 6 " STONE VENEER (MIN) - TYVEK HOUSE WRAP �- 112" PLY 5HEATHIN6 2 X 6 STUD FRAMING Wl 1/2° FLY 5HEATHIN6 VAPOR BARRIER TAPE $ LAP SEAMS (TYP) INTERIOR TRIM JAMB EXTEN51ON PER INT. DESIGNER II '►' INTERIOR TRIM 4 JAMD EXTENSION PER INT. DE516N1 R VAPOR BARRIER. TAPE 4, LAP 5EAM5 (TYP) 2X&STUD FRAMING W/ 112`{ PLY SHEATHING " SILL WINDOW DETAIL I N STONE 50ALEa 1 1/2 " 1'-0" 2X6 FRAME I, i a w w 1 112" HEWN FIR 51DIN6 W/ STAIN TYVEK BLDG WRAP SEALANT 112" PLY WD SHEATHING COPPER FLASH WICAULKi NG SNAPPED EDGE STONE SILL, 1 1/2" NOM. W/ SEALANT 5'" THICK BUFF SAND{ CAP WI 5NAPPED ED FLUE VENT (PAINT FL, BLACK) 3" BUFF 5AND5TONE DRY STACK M055 RY CONT BARS AND, SEAM iiiii will f ROOF A55EMBLY: CLA55 A FIRE RATED ECO- 5HA KE ON MINERAL CAP FIRE UNDERLAYMENT OVER BITUTHANE MEMBRANE ON 515" APA 5HEATHIN6 ON 511 R161D INSULATION ON 112 "PLYWOOD ON 2 X 12 RAFTERS a 24" O.G. OR PRE EN6 ROOF TRUSS: RE: STRUCTURAL DRAWIN65 R40 FG INSULATION ON 6 MIL POLY VAPOR BARRIER ON 3/5" TYPE "X" C7YF'. BRD. PLATE _ RE. SECTION WOOD GROWN MOLD TYP o INTERIOR CUTTER W/ HEAT GABLE AS APPLIES FA5CIA Z 5OFF I T COPPER FLASHING ON 2 X 5 RS CEDAR FASCIA ON 3 X 10 RAFTER I X 6 R5 GEDAR SOFFIT 2 X 12 R5 CEDAR FRIEZE BOARD Wl INSECT 50R.EEN VENT 1 112" HEWN FIR SIDIN& W/ STAIN 2 X 6 STUD FRAMINC-7 W/ TYVEK MOUSE WRAP ON 1/211 OSB 5HEATHIN6 ON RIG{ FC5 BATT INSULATION ON 4 MIL POLY VAPOR BARRIER. ON 5/5`" TYP "X" GYP. BPD. F f0 Z. ' w li 1 9 i i I T 9 64 WA c.. w Note , w. R . w "• w,1,"# 1 1/2" HEWN FIR 51DIN6 Wl STAIN WALL A55EMBLY ^" m � � w 175TONE CAP )N FOUR ,l/ CORNER 5 W #4 VENT .ATION CAP W OLLAR OR COTTA FLUE 10, CAP I^V 4" E.N. ON ENE ON (2) -Y clMU RE- ELEV 9 16" 00 ON rf?E $IXII 6yp R 5TRUCT 4. STONE F, ON 0 5TL ANE FLASHING :R FLASHING X r_XP06URE < 12 BLOCKING A55EM5LY I cl 1/2" 05E3 SHEATI TYVEK 131.06. K 1 1/2" HEWN FIR 5IDIN& N/ST&W 1/2" O!5f35I- TYVEK BLV V, 5TUGGO BEE= 112TAWNIMS02A 2 X & FRAME V4ALL R-Icl BATT IN5UI ATION WtorojR AARRIER TAPE 4 LAP SEAM6 (TYP) 5/b4i p, DD, HOOD BASE 130. HALL Gu-""RNER DETAIL 2 X & FRAME INALL R-ICT BATT INSULATION 4 LAP SEAMS (lYP) &YP. 5D. NOOD BASE BD. 16* to 24' FIELD VERIFY� E X-F. NALL C...uRNER DETAIL I 0 Zj 'All 41-011 5/a.. TYPE "X" 6yp. BD., — 0, - 5TA 4 66ER JOINT5, TAPE 5EAL HOOD BASE 5V PER INT. DES. 5LAQ FLQOR A EMQL'T: FINISH FLOOR MATERIAL PER INT, DF-5. ON 4" GONG. SLAB I^V EXPAN510N, JOINT MTRL. I/q/ HYDRONIC, HEAT TUBES ON 411 NASHEV GRAVEL ON 6 MIL POLY VAPOR BARRIOR ON COMPACTED FILL (RE- STRUCT). C? 4 Woo X, COMPACTED-' f�f�, FILL X A )T EDGES BRACKET BACKING. E3RAOKET DETANIL a oC a. 4.' b X b R.5. DOUG FIR POSTS 4 2 X 6 FRAME NALL 00 4 X 6 R-5. TOP 4 R-Iq BATT INSULATION BOTTOM RAIL H/ KERF # VAPOR BARRIER GUT TAPE LAP SEAMS (TYP) 5/011 GYP. r. BD. V4 ROU6HT IRON PICKETS HOOD BASE BP PEP, INT. DES. F-LQ-Qg 6rKEMLY: FIN15H FLOOR MATERIAL PER INT. PECK A 5EMBLY: DES ON 1 1/2" LTY4T. CONC, TOPPING W H"(DRONIC HEAT TUBES ON 5/4" T46 PLYND, GLUED SANDSTONE ON MORTAR 4 5CRE;^Erl> ON Ll 1/21, Til PRO BED ON GONG. TOPPING ON 250 o 160 O.G. N/ Rict F(5 BATT ON BITUTHANE MEMBRANE W 4 MIL VAPOR BARRIER ON 5/8' WDRONIC HEAT TUBES TYPE llx" 6yp. BD. 2"RIVP IN5ULATION _.q - - - - - - - - - - 0, A - 2oXI2"5AND5TONE EDGE a SLOPE I" TO DECK DRAIN T.O. DECK EL. RE, ELL-V -0° COPPER FLASHING 2XI2 ON 2X6 R5 CEDAR 2 TRIM 4q Q j 6TRUCT. BEAM x VAPOR BARRIER FLOOR J015T W 5/4" T46 TAPE 4 LAP 12 DECKING DECKING SEAMS (TrP) 71� J 5/5" TYPE "X" GYP. 5D, STAGGER JOINTS, TAPE t 51b" TYPE "XII Ni, 6yp. BRD. SEAL INN L 4 M 2" X 4" FURRING, 4 2X5 RS TRIM GATT R-cl F-6 E IN5ULATtON IX6 T46 R 5 CEDAR SOFFIT VAPOR BARRIER, d4 TAPE 4 LAP SEAMS (TYP.) Zj 'All 41-011 5/a.. TYPE "X" 6yp. BD., — 0, - 5TA 4 66ER JOINT5, TAPE 5EAL HOOD BASE 5V PER INT. DES. 5LAQ FLQOR A EMQL'T: FINISH FLOOR MATERIAL PER INT, DF-5. ON 4" GONG. SLAB I^V EXPAN510N, JOINT MTRL. I/q/ HYDRONIC, HEAT TUBES ON 411 NASHEV GRAVEL ON 6 MIL POLY VAPOR BARRIOR ON COMPACTED FILL (RE- STRUCT). C? 4 Woo X, COMPACTED-' f�f�, FILL X A )T EDGES BRACKET BACKING. E3RAOKET DETANIL a oC a. 4.' 4 4 00 NALL A55EMBLY: I" STUCCO W 5" SANDSTONE GOININ6 V41 BEVELED EDGE BEYOND COPPER FLASH W CAULKING NALL A55EM5L't_-- BATTERED STONE VENEER W 5TONE CAP RE. ELEV 1/2" FLY No 5HEATHIN15 TYVEK BLDG. NRAP KEEP HOLES AT 24 OC (TYP) SILL SEALER, T-7-P. FIN61­1 GRADE A5 APPLIES 6 " "X6 "X3/6" 5TL AN6LE l^V 5/8' X 4" AB 0 24" O.C. ff�� FOULQATION A MB Y= PRESSURE TREATED SILL PLATE YV 1/2(P A5 0 4'O.G. 12" CON G. FOUNDATION HALL 2 COAT5PRA`r DAMPROOF OR NATENRPROOF MEMBRANE 1/2" PROTECTION BD. RIGID INSULATION IN MIRADRAIN FACE AT ALL FOUNDATION NALL5 (TYP) ti ��f /``�`f %�` f /`�i RE: STRUCTURAL DN65. FOR FOOTING t FOUNDATION HALL. COMPACTED FILL 00 0 CD I=. vc 00 SCALE: 1/4" = V- 0" t>l . � .. , . .. �� v M \� SCALE; 4" = )- O" \� r a <a �ƒ \ � \ƒ\ � \ ƒ\ � ALLOIAIEV 6ARArvE = bOOSF FINISHED INTERIOR VV'&ARA6E 5F= 1,425 5F ralygr4l ■ � �k /£i ■ ■ MINIMUM 1 11 ALLOIAIEV 6ARArvE = bOOSF FINISHED INTERIOR VV'&ARA6E 5F= 1,425 5F ralygr4l � �k /£i ALLOIAIEV 6ARArvE = bOOSF FINISHED INTERIOR VV'&ARA6E 5F= 1,425 5F ralygr4l > , I w Mill r -1 � II/ III LL L. L EQ 0 9 I In 0 m 191 Mm 0/\ I // L I 0 I 0 a� a w 11 0 IN 0 Y=Of l NOTE, +✓..? y „ wew FOR r i Ir REOE55W COLIN6 L16HT5 A5 LON ! Sfl5CIFIEP NOTE: ALL EXTERIOR L1644T9 5HALL EXHIBIT A RATIO OF SOUR(�E LLHEN5 TO LUMINOU5 AREA NOT EXCEEPIN,�� 125 �Q :r D it i i y :.s .. r ! ! i , ;. ; .. ,ti` .. I . < • . ♦ 1 r i i t y ° w y ;"' ♦ ,...,a 48 Man r _ .. r y r �► + rr y r. t� TERM "M Am 1 fi+ " it ♦ r i- i • r .. r .. # y1 1 i p I i01 Q41 - MAJELNER r :»• y i "OIL r► y r AgOOZ lrwp Novi w , y, Min 'YM i 14 r ::w Lo yi ».-. saili ,» : :i✓ wn. yr, A ., ;rw n NOTE, +✓..? y „ wew FOR r i Ir REOE55W COLIN6 L16HT5 A5 LON ! Sfl5CIFIEP NOTE: ALL EXTERIOR L1644T9 5HALL EXHIBIT A RATIO OF SOUR(�E LLHEN5 TO LUMINOU5 AREA NOT EXCEEPIN,�� 125 i .`I �Q J 48 cc t� i .`I .,m. 1 e 51WAr- w.r � ITIM140W �r »: r. .wiw,r'.�. FLOOR `" w E► r" w =„r L r . •mow - r ' 1. S C . r DIMMER STEP LIdW MOTOR OR D M SHTCH .4-MY POOR BELL WTH Lt&K IOOK cc ELEVATOR CALL WrtON w DIMMER # : l 220V r <x VerEOTOR l t r- r` " il�'...d/ r • r a F .,m. 1 e w s .- \,- �r »: r. .wiw,r'.�. FLOOR `" w E► r" w =„r L r . •mow - r ' 1. S II ' MOTOR OR D M WTH Lt&K IOOK cc # : FLOOR PHDW JACK 220V ELECTRICAL PAM!L r- r` " il�'...d/ r • r a F Mm-ex OUTLET ITIERM>STAT T, R SUPPLY AJR SCAONCE . r 3r _ , y,. y .» 1 x AIR HANDLER LON yol-Tmg; MOM Lv .. _,* FIXTURE IWANDeSCEW LIGW LI&MN& 3 tom« 144L HAtSHER RECESSED JWCANvesceNr LIOW ..j . . r ...... ,..... r-ixrtm SUPPLY AIR SLar ; s D °. r ► W.. ,.: s :ter C) REZESSED CAN PoRcel-AIN KEY L00ATION MOUW FIXTURE .t4 y .,m. 1 e arm cc y� y .» 1 MOM O 3 tom« Rim w "ZV10 i +Zi r -. +. )r.: `^.± RV AVA 7r` M2= #. M mom .. 1114 a -,.,,, ♦r ! c a r'w :, Na 'Ir P 1 - a #'g # s �/L ,i. .+✓.- q..iry\ y i 'I ,y.. t 'ilk w `1 iNlf i 5CALE: 1 /4" -- P- 0" PTA arm cc O tom« M 'M 1► ER05T PROOF HOSE 515 6 Q In F qqm II i.- MM hKA Y Y Y Y L R91 L m u a W,r a� F Rr ac t F: _ u ♦ ar — X.r M 'M 1► ER05T PROOF HOSE 515 6 Q In F qqm II i.- MM hKA Y Y Y Y L R91 L m a a� ac GQ u DESIGN CRITERIA: Young Residence Job #0704 -01 Roof Live Load (Snow) - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 80 psf Roof Dead Load ----------------------------- - - - - -- 15 psf Floor Live Load ------------------------------ - - - - -- 40 psf Floor Dead Load ----------------------------- - - - - -- 30 psf Deck Live Load ------------------------------ - - - - -- 100 psf Deck Dead Load ----------------------------- - - - - -- 40 psf Wind (3 Second Gust) -------------------------- - - - - -- 90 mph (Exp.B) Seismic Design Category - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - EXEMPT IBC /IRC Edition ------------------------------ - - - - -- 2003 FOUNDATION DESIGN: a. Design of individual and continuous footings is based on a maximum allowable bearing pressure of 4000 psf (dead load plus full live load). b. Foundation and retaining walls have been designed using a lateral pressure of 50 pcf. c. Footings shall be placed on the natural undisturbed soil, or compacted structural fill per the recommendations of the geotechnical engineer, below frost depth. d. This foundation has been designed according to the design recommendations set forth in geotechnical report #GS -3015 by CTL Thompson, Inc. The contractor shall follow the construction requirements from this some report. e. Provide continuous foundation drains around the perimeter of all basement walls and at the base of retaining walls. Contact geotechnical engineer for details. f. A representative of the geotechnical engineer shall verify soils conditions and types during excavation. Report any discrepancies from original findings to structural engineer for re- evaluation of foundation design. g. Backfill around and above structural buttresses and retaining walls shall be compaction- tested per the recommendations of the geotechnical engineer. h. Do not bockfill against retaining walls until supporting elements (such as floor framing) are in place and securely anchored, or adequate shoring is installed. Concurrent backfiiling of each side of a free - standing retaining wall to final grades as indicated on plan or section is required unless temporary shoring is installed. i. Verify type of fill with soils engineer and structural engineer prior to bockfilling. REINFORCED CONCRETE: a. Concrete design is based on the "Building Code Requirements for Reinforced Concrete" (ACI 318) as adopted by Chapter 19 of the 2003 iBC. b. Structural concrete shall have a minimum 28 -day compressive strength of 3000 psi. c. Concrete shall be proportioned using Type 1 -11 sulfate- resistant cement. Admixtures containing chloride salts shall not be used. d. Cold weather concreting procedures shall be provided as recommended in the ACI Manual of Concrete Practice. e. Anchor bolts for beam and column bearing plates shall be placed with setting templates. f. Expansion bolts shall be located at a minimum of 6 bolt diameters from concrete edge and spaced at a minimum of 10 bolt diameters unless noted otherwise. g. Anchor bolts for wood sill plates shall be placed at 4' -0" maximum spacing with one anchor bolt at 12" from each end or corner and a minimum of two anchor bolts per piece. h. Concrete floor slabs on grade and on metal decking or plywood supported by framing shall have sawn or tooled control joints at a maximum spacing of 15' -0" in each direction. Locate control joints along column grid lines where possible and provide slab isolation joints around columns. i. Concrete coverage for reinforcing steel: 1. Concrete cast against and permanently exposed to earth: 3" 2. Concrete exposed to earth or weather: A. #5 bar and smaller 1 1/2" B. #6 through #18 bar 2" 3. Concrete not exposed to weather or in contact with ground: A. Slabs, walls, joists ( #11 bar and smaller) 3/4" B. Beams, columns 1 1/2" REINFORCING STEEL: a. Detailing, fabrication and placement of reinforcing steel shall be in accordance with the ACI Manual of Concrete Practice. b. Except where otherwise noted on the drawings, reinforcing bars shall conform to ASTM Specification A615 and shall be grade 60 except ties, field bent bars where permitted by note on plan, or bars to be welded, which shall be grade 40. c. At splices, lap bars 44 diameters. Do not weld or use mechanical splicing devices unless specifically approved by engineer. d. At corners, make horizontal bars continuous or provide corner bars. Around openings and steps in concrete, provide (2) - #5 bars extending 2' -6" beyond edge of opening or step. e. Extend reinforcing steel a minimum of 2' -6" through cold joints. Unless specifically located on plan or details, coordinate cold joint locations with engineer. f. Welded wire fabric shall conform to ASTM Specification A -185. Lap welded wire fabric a minimum of one full mesh plus two inches. Lops shall be wired together. g. Epoxy adhesive for reinforcing dowels shall be "Hilti" or "Simpson" or approved equivalent adhesive systems. Minimum embedments, if not specifically indicated on the drawings, shall be according to the manufacturer's specifications. h. Metric bar size conversion table: METRIC INCH -POUND #13 #4 16 #19 #6 #22 #7 #25 #8 #29 #9 #36 #14 STRUCTURAL WOOD FRAMING: a. Except where noted otherwise, all 2" nominal lumber, except studs, shall be Douglas Fir -Larch #2 and better, and all solid timber beams and posts 3" nominal and wider shall be Douglas Fir -Larch #2. b. Studs shall be Stud grade and better Douglas Fir -Larch or Hem Fir. C. Built -up posts shall consist of Douglas Fir -Larch or Hem Fir #2 or better 2x4 or 2x6 studs per plan and shall be nailed together with 2 rows of 16d nails @ 6" on center along each stud. d. Built -up beams consisting of multiple 2x members shall be nailed together with two rows of 16d nails spaced at 12" on center, or with two rows of 1/2" diameter thru -bolts spaced at 24" on center. e. Top and bottom plates shall be Douglas Fir -Larch or Hem Fir #2 and better. Plates placed directly on concrete walls or slabs shall be pressure - treated Hem Fir #2. f. Ledgers attached to concrete walls shall be treated Hem Fir #2, or if LVL material is used, shall have a continuous waterproof membrane between the concrete and the wood. g. Wood beams bearing in beam pockets in concrete or masonry wails shall bear on a treated 2x6 bearing block. Provide X" clearance around end of wood beam. Block against sides of beam pocket with treated 2x blocking to provide lateral support for beam. h. Beneath solid or built -up columns noted on plans, blocking of area equivalent to column above shall be provided within floor joist spaces and in wall spaces below. Door or window trimmers consisting of a single stud do not require special blocking in the joist space. i. Except as noted otherwise, minimum nailing shall be provided as specified in the "Nailing Schedule" on the drawings (2003 IBC Table 2304.9.1). j. Bolts used for wood framing connections shall be installed with standard washers and nuts. k. Unless noted otherwise, steel connectors such as those manufactured by the Simpson Company shall be used to join rafters, joists or beams to other beams at flush- framed conditions. Use all specified nails. Connector conditions not otherwise noted shall utilize Type U or Type HU hangers of a size specifically designed for the member supported, as shown in the manufacturer's published tables. Contact structural engineer for details as required. 1. Wood nailer plates installed on steel beams or concrete walls for top - flange hangers shall be ripped to match the width of the wall or beam flange. Nailer plates supporting top flange hangers from one side only shall be installed flush with the face of wall or beam flange at the hanger locations. M. Manufactured joists shall be from an approved manufacturer and shall be equivalent in load carrying capacity and deflection criteria to BCI 6000 series joists in the depths and spacings indicated on plan. Provide blocking, bracing, web stiffeners and other accessories as required by the manufacturer. n. Prefabricated trusses shall be designed by a Colorado registered engineer to support the full dead and live loads of the roof, ceiling, and any other superimposed loads. The fabricator shall determine web arrangement and member forces. Load duration factor for snow loads is 1.0. Calculations and shop drawings shall be submitted to the architect /engineer for review prior to fabrication. The truss manufacturer shall specify all truss -to -truss connections. Temporary and permanent lateral bracing of trusses shall be installed as required by the truss manufacturer. o. Laminated veneer lumber (LVL) shall have the following minimum properties: 1. Flexural stress - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 2600 psi 2. Modulus of elasticity --------------------------- - - - - -- 1,900,000 psi 3. Tension parallel to grain ------------------------ - - - - -- 1850 psi 4. Compression parallel to grain --------------------- - - - - -- 2310 psi 5. Compression perpendicular to grain (parallel to glue line) --- - - - - -- 750 psi 6. Horizontal shear ----------------------------- - - - - -- 285 psi 7. Connection of multiple- member beams: A. Top - loaded beams i) For members 12" deep or less, nail each member to the next with 2 rows of 16d nails at 12" o.c. ii) For members greater than 12" deep, nail each member to the next with 3 rows of 16d nails at 12" o.c. B. Side- loaded beams i) For two or three member beams, nail each member to the next with 3 rows of 16d nails at 12" o.c. ii) For four member beams, bolt through with 2 rows of 1/2" diameter bolts at 12" o.c. iii) For members consisting of more than four members, contact structural engineer. p. All lumber used in construction shall have a maximum moisture content of 19 %. q. Unless made of treated or naturally decay- resistant wood, all deck beams and joists (including glue -lams) wider than 1%" shall be sealed and flashed at the top surface per architect. r. Framing Notes: 1. Exterior walls: A. All exterior walls are 2x6 studs @ 16" o.c. to a maximum height of 12' -6 ", 2x6 studs @ 12" o.c. to a maximum height of 14' -6 ", and (2) -2x6 studs @ 16" to a maximum height of 17' -4" unless otherwise noted. Walls taller than 17' -4" shall be framed with manufactured laminated studs. Contact engineer for spacing requirements, if not indicated on plan. Cap with a double top plate installed to provide overlapping at corners and at intersections with other partitions. If overlap is not possible, strap top plates with metal strap ties (Simpson ST292 or equivalent). B. Gable -end walls shall be balloon- framed to the bottom of rafters or end -wall trusses unless approved by engineer. C. Floor or roof framing members must be aligned to bear within 5 inches of the studs beneath. D. Provide 7/16" thick APA rated sheathing (plywood or OSB) rated 24/16, exposure 1, at exterior face of exterior walls. Block all horizontal joints and nail panels with 8d nails spaced at 6" along panel edges and at 12" along intermediate supports. E. Provide (3) -2x10 headers over all door and window openings, with one 2x6 trimmer and one 2x6 king stud each end, unless otherwise indicated. F. At beam bearing locations in stud walls, provide multiple -stud posts equal to width of bearing member unless noted otherwise. 2. Interior Load Bearing Walls: A. Interior load bearing walls are 2x4 or 2x6 studs (as indicated on plan) @ 16" o.c. with 1/2" gypsum wallboard both sides unless noted otherwise. Cap with a double top plate installed to provide overlapping at corners and at intersections with other partitions. If overlap is not possible, strop top plates with metal strap ties (Simpson ST292 or equivalent). B. Floor or roof framing embers must be aligned r within inches of he studs g g to bear 5 t beneath. C. Provide (2) -2x10 headers over all openings in wall, with one 2x4 or 2x6 trimmer and one 2x4 or 2x6 king stud each end, unless noted otherwise. D. At beam bearing locations in stud walls, provide multiple -stud posts equal to width of bearing member unless noted otherwise. 3. Floor Construction: A. Provide 3/4" thick APA rated Sturdifloor rated at 24" o.c., tongue and groove, exposure 1. Glue and nail panels to all supports with 8d nails spaced at 6" along panel edges and at 12" along intermediate supports. Install sheathing with long dimension perpendicular to joists and end joints staggered. B. Provide solid blocking between floor joists at all bearing locations. Blocking material shall match the floor joist material. 4. Roof Construction: A. Provide 5/8" thick APA plywood sheathing rated 40/20, exposure 1. Install sheathing with long dimension perpendicular to rafters or trusses and end joints staggered. Nail with 8d nails spaced at 6" along panel edges and at 12" along intermediate supports. B. Plywood sheathing shall be applied continuously over the primary roof members (rafters or trusses) below overframed areas to provide adequate lateral stability. C. Provide wind /seismic anchors at supports for all roof joists and trussed rafters. See nailing schedule. D. Provide solid blocking between roof rafters, trusses and lookouts at all bearing locations. Blocking material shall match rafter, truss chord, or lookout material. 5. Wind Bracing: A. Walls over 4 feet long which are sheathed with gypsum wallboard on both faces and are indicated as shear walls on plan have been designed to resist wind forces in accordance with Table 2306.4.5 of the 2003 IBC. B. At shear walls, screw 1/2" gypsum wallboard to all studs and to top and bottom plates with #8 x 1 1/8" drywall screws at 7" maximum spacing. C. Exterior plywood or OSB wall sheathing is required unless specifically deleted by engineer. STRUCTURAL STEEL: a. Structural steel shall be detailed, fabricated and erected in accordance with the most current editions of AISC Specifications and Code of Standard Practice. b. Structural steel W shapes shall be ASTM A992. Other rolled shapes, including plates and angles shall be ASTM A36. Round or rectangular HSS shapes shall be ASTM A500 grade B. c. All bolts used in steel framing shall conform to ASTM Specification A325. Anchor bolts and bolts used in timber connections may be ASTM A307. Bolt sizes shall be 3/ 4 dia m ete r unl es s noted otherwise. d. Typical framed beam connections shall consist of pairs of 1/4" angles using the maximum number of bolts called for in Table 11 -A of the AiSC Manual (ASD Ninth Edition). e. Expansion bolts shall be wedge type "Hilti" or "Rawl" or "Simpson ", or approved equivalent with the following minimum embedments: 1/2" diameter - - - - 2 1/2" 5/8" diameter - - - - 3" 3/4" diameter - - - - 4" f. Epoxy anchors called for on the drawings shall be "Epcon" or "Rawl" or "Simpson" or approved equivalent anchor systems. Minimum embedments, if not specifically indicated on the drawings, shall be according to the manufacturer's specifications. g. All welding shall be done by an AWS qualified welder. h. Delay painting within 3" of field welds until welds are completed. i. Where corrosive soil conditions exist, steel angles that are used to support exterior stone veneer shall be galvanized and shall be attached to the foundation with galvanized or stainless steel expansion anchors. j. All grout beneath column base plates and steel beams at bearing shall be non- shrink, non - metallic type grout. Grout shall have a minimum compressive strength of 2500 psi. STONE /BRICK VENEER: a. Anchored stone or brick veneer and its attachments shall conform to IBC Section 1405.6 with a wire tie to the structural backing for every 2 square feet of veneer. LONG LEG VERTICAL b. Unless noted otherwise, provide loose lintels over openings as follows, one angle for each 4" of wall thickness, long leg vertical, to bear 4" minimum each end: toenail each end Openings to 4' -0" -------------- - - - - -- 3 1/2" x 3 1/2" x 1/4" Openings 4' -1" to 6' -0" - - - - - - - - - - - - - 4" x 3 1/2" x 1/4" 2 - 8d common Openings 6' -1" to 8' -0" - - - - - - - - - - - - - 5" x 3 1/2" x 1/4" face nail Openings 8' -1" to 10' -0" ----- - - - - -- 6" x 3 1/2" x 5/16" 6. Sole plate to joist or blocking (Multiple angles shall be oriented back -to -back) typical face nail MAT'L C. Stone or brick veneer shall be supported on dry -stack CMU units to the foundation, or provide steel angle support per details on the drawings. 3 - 16d per 16" braced wall panels GENERAL REQUIREMENTS: a. Structural erection and bracing: The structural drawings illustrate the completed structure with all elements in their final positions, properly supported and braced. The contractor, in the proper sequence, shall provide shoring and bracing as may be required during construction to achieve the final completed structure. Contact structural engineer for consultation (not in contract) as required. b. Shop drawings: Submit shop and erection drawings for structural steel, miscellaneous steel, steel joists and girders, steel deck, masonry reinforcing steel, wood trusses, manufactured wood joists and glue -lam beams to engineer for review prior to fabrication. This review is for general compliance with the intent of the structural design. The architect and /or contractor are responsible for checking quantities, dimensions and coordination with other trades. c. Dimensions: Check all dimensions against architectural drawings prior to construction. Do not scale drawings. d. Construction practices: General contractor is responsible for means, methods, techniques, sequences and procedures for construction of this project. Notify structural engineer of omissions or conflicts between the working drawings and existing conditions. Coordinate requirements for mechanical /electrical /plumbing penetrations through structural elements with structural engineer. Jobsite safety is the sole responsibility of the contractor. All methods used for construction shall be in accordance with the latest editions of the IBC /IRC. e. Details not specifically shown on the drawings shall be constructed in a manner similar to the details that are shown for like conditions. These items shall be brought to the attention of the structural engineer as soon as possible for approval. Approval shall be obtained prior to installation. f. It is the responsibility of the contractor to contact the structural engineer at the appropriate time to perform site observation visits. Observation visits to the jobsite by the engineer are for determination of general conformance with the construction documents and shall not be construed as inspection. g. Though every effort is made to provide a complete and clear set of construction documents, discrepancies or omissions may occur. Release of these drawings anticipates cooperation and continued communication between the contractor, architect and engineer to provide the best possible structure. These drawings have been prepared for the use of a qualified contractor experienced in the construction techniques and systems depicted. 2003 IBC FASTENING SCHEDULE (TABLE 2304.9.1) CONNECTION FASTENING a, m LOCATION 1. Joist to sill or girder 3 - 8d common toenail LONG LEG VERTICAL 3 - 3" x 0.131" nail ABOVE FINISHED GRADE LONGIT. 3 - 3" 14 gage staple ADJ. 2. Bridging to joist 2 - 8d common toenail each end ANCH. 2 -3 "x0.131 "noil LVL LAMINATED VENEER LUMBER 2 - 3" 14 gage staple APPROXIMATELY 3. 1" x 6" subfloor or less to each joist 2 - 8d common face noil 4. Wider than 1" x 6" subfloor to each joist 3 - 8d common face nail 5. 2" subfloor to joist or girder 2 - 16d common blind and face nail 6. Sole plate to joist or blocking 16d at 16" a. c. typical face nail MAT'L 3" x 0.131" nail at 8" o.c. BLKG. BLOCKING 3" 14 gage staple at 12" o.c. MANUFACTURER Sole plate to joist or blocking at braced 3 - 16d per 16" braced wall panels wall panel (4) -3" x 0.131" noil per 16" BOTTOM (N) (4) -3" 14 gage staple per 16" B.O.W. 7. Top plate to stud 2 - 16d common end nail BRG. 3 - 3" x 0.131" nail N.W. NORMAL WEIGHT 3 - 3" 14 gage staple CANTILEVER 8. Stud to sole plate 4 - 8d common toenail CONTROL JOINT 4 - 3" x 0.131" nail OPENING CMU 3 - 3" 14 gage staple OSB ORIENTED STRAND BOARD 2 - 16d common end nail R 3 - 3" x 0.131" nail CLG. CEILING 3 - 3" 14 gage staple PLYWOOD 9. Double Studs 16d at 24" o.c. face nail POCKET 3" x 0.131" nail at 8" o.c. CLEARANCE R. 0. 3" 14 gage staple at 8" o.c. COL. 10. Double top plates 16d at 16" o.c. typical face nail CONC. 3" x 0.131" nail at 12" o.c. REF. REFERENCE 3" 14 gage staple at 12" o.c. CONNECTION Double top plates 8 - 16d common lap splice CONTINUOUS 12 -3 "x0.131 "nail REQUIRED CONST. 12 - 3" 14 gage staple typical face nail RET. 11. Blocking between joist or rafters 3 - 8d common toenail to top plate 3 - 3" x 0.131" nail C. W. CRIPPLE WALL 3 - 3" 14 gage staple ROUGH SAWN 12. Rim joist to top plate 8d at 6" (152mm) o.c. toenail SCHEDULE 3" x 0.131" nail at 6" o.c. DETAIL SECT. 3" 14 gage staple at 6" o.c. DIAL. 13. Top plates, lops and intersections 2 - 16d common face nail DWL. 3 - 3" x 0.131" nail SIM, SIMILAR 3 - 3" 14 gage staple DRAWING 14. Continuous header, two pieces 16d common 16" o.c. along edge 15. Ceiling joists to plate 3 - 8d common toenail E. J. 5 - 3" x 0.131" nail SQ. SQUARE 5 - 3" 14 gage staple ELEVATION 16. Continuous header to stud 4 - 8d common toenail 17. Ceiling joists, laps over portions 3 - 16d common minimum, Table 2308.10.4.1 face nail (See Section 2308.10.4.1, Table 2308.10.4.1) - 4 3" x 0.131" nail 4 - 3" 14 gage staple STRUCT. 18. Ceiling joists to parallel rafters 3 - 16d common minimum, Table 2308.10.4.1 face nail (See Section 2308.10.4.1, Table 2308.10.4.1) 4 - 3" x 0.131" nail 4 - 3" 14 gage staple EXSTG. 19. Rafter to plate 3 - 8d common toenail (See Section 2308.10.1, Table 2308.10.1) 3 - 3" x 0.131" nail T &G TONGUE & GROOVE 3 - 3" 14 gage staple EXPANSION 20. 1" diagonal brace to each stud and plate 2 - 8d common 2 - 3" x 0.131" nail face nail EXTERIOR 2 - 3" 14 gage staple TOP OF CONCRETE 21. 1" x 8" sheathing to each bearing wall 2 - 8d common face nail 22. Wider than 1" x 8" sheathing to 3 - 8d common face nail each bearing wall TOP OF LEDGE FLR. 23. Built -up corner studs 16d common 24" o.c. FRMG. 3" x 0.131" nail 16" o.c. TOP OF WALL 3" 14 gage staple 16" o.c. 24. Built -up girder and beams 20d common at 32" o.c. face nail at top and GAUGE 3" x 0.131" nail at 24" o.c. bottom staggered on GALV. 3" 14 gage staple at 24" o.c. opposite sides TREATED 2 - 20d common face nail at ends and at TS 3 - 3" x 0.131" nail each splice GLUE -LAM 3 - 3" 14 gage staple TYPICAL 25. 2" planks 16d common at each bearing 26. Collar tie to rafter 3 - 10d common face nail VERT. 4 - 3" x 0.131" nail HORIZ. HORIZONTAL 4 - 3" 14 gage staple face nail VERIFY IN FIELD 27. Jack rafter to hip 3 - 10d common toenail WIDE FLANGE 4 - 3" x 0.131" nail HEIGHT W. P. 4 - 3" 14 gage staple INT. INTERIOR 2 - 16d common face nail INV. 3 - 3" x 0.131" noil WD. WOOD 3 - 3" 14 gage staple KING STUD 28. Roof rafter to 2 -by ridge beam 2 - 16d common toenail JOIST 3 - 3" x 0.131" nail WITHOUT 3 - 3" 14 gage staple 2 - 16d common face nail 3 -3 "x0.131 "noil 3 - 3" 14 gage staple 29. Joist to band joist 3 - 16d common face nail 5 - 3" x 0.131" nail 5 - 3" 14 gage staple 30. Ledger strip 3 - 16d common face nail 4 - 3" x 0.131" nail 4 - 3" 14 gage stople 31. Wood structural panels and particleboard:b 1/2" and less 8d`,' (per KRM)q Subfloor, roof and wall sheathing 2 3/8" x 0.131" nail" (to framing): 1 Y4" x 16 gage' 19/32" to 3/4" 8d (per KRM)q 2 3/8" x 0.131" nailP 2" 16 gageP 7/8" to 1" 8d° 1 1/8" to 1 1/4" 10d or 8de Single Floor (combination subfloor- 3/4" and less 8de (per KRM)q underlayment to framing): 7/8" to 1" 8de 1 1/8" to 1 1/4" 10dd or 8de 32. Panel siding (to framing) 1/2" or less 6df 5/8" 8df 33. Fiberboard sheathing:9 1/2" No. 11 gage roofing noilh 6d common nail No. 16 gage staple' 25/32" No. 11 gage roofing noilh 8d common nail No. 16 gage staple' 34. Interior paneling 1/4" T4dJ 3/8" k NOTES TO TABLE 2304.9.1 For SI: 1 inch = 25.4mm. 2 3/8" x 0.113" nails and 3" x 0.131" nails are standard 8d and 10d Gun nails. a. Common or box nails are permitted to be used except where otherwise stated. b. Nails spaced at 6 inches on center at edges, 12 inches at intermediate supports except 6 inches at supports where spans are 48 inches or more. For nailing of wood structural panel and particleboard diaphragms and shear walls, refer to Section 2305. Nails for wall sheathing are permitted to be common, box or casing. c. Common or deformed shank. d. Common e. Deformed shank. f. Corrosion - resistant siding or casing nail. g. Fasteners spaced 3 inches on center at exterior edges and 6 inches on center at intermediate supports. h. Corrosion - resistant roofing nails with 7/16 -inch diameter head and 1 1/2 inch length for 1/2 -inch sheathing and 1 3/4 inch length for 25/32 -inch sheathing. i. Corrosion- resistant staples with nominal 7/16 -inch crown and 1 1/8 inch length for 1/2 -inch sheathing and 1 1/2 inch length for 25/32 -inch sheathing. Panel supports at 16 inches (20 inches if strength axis is the long direction of the panel, unless otherwise marked). j. Casing or finish nails spaced 6 inches on panel edges, 12 inches at intermediate supports. k. Panel supports as 24 inches. Casing or finish nails spaced 6 inches on panel edges, 12 inches at intermediate supports. 1. For roof sheathing applications, 8d nails are the minimum required for wood structural panels m. Staples shall have a minimum crown width of 7/16 inch. n. For roof sheathing applications, fasteners spaced at 4 inches on center at edges, 8 inches at intermediate supports. a. Fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports for subfloor and wall sheathing and 3 inches on center at edges, 6 inches at intermediate supports for roof sheathing. p. Fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports. q. Items noted as "per KRM" have been changed from the IBC schedule to a more restrictive requirement. ABBREVIATION LIST A. B. ANCHOR BOLT LAM. LAMINATED A.F.F. ABOVE FINISHED FLOOR LLV LONG LEG VERTICAL A.F.G. ABOVE FINISHED GRADE LONGIT. LONGITUDINAL ADJ. ADJUSTABLE LTWT. LIGHTWEIGHT ANCH. ANCHOR LVL LAMINATED VENEER LUMBER APPROX. APPROXIMATELY LSL LAMINATED STRAND RIM MATERIAL ARCH. ARCHITECT MAX. MAXIMUM BD. BOARD MECH. MECHANICAL BLDG. BUILDING MAT'L MATERIAL BLKG. BLOCKING MANUF. MANUFACTURER BM. BEAM MIN. MINIMUM BOT. BOTTOM (N) NEW B.O.W. BOTTOM OF WALL NOM. NOMINAL BRG. BEARING N.W. NORMAL WEIGHT CANT. CANTILEVER 0. C. ON CENTER C. J. CONTROL JOINT OPNG. OPENING CMU CONCRETE MASONRY UNIT OSB ORIENTED STRAND BOARD CEM. CEMENT R PLATE CLG. CEILING PLYWD. PLYWOOD CLR. CENTERLINE PKT. POCKET CLEARANCE R. 0. ROUGH OPENING COL. COLUMN RAD. RADIUS CONC. CONCRETE REF. REFERENCE CONN. CONNECTION REINF. REINFORCE /REINFORCEMENT CONT. CONTINUOUS REQ'D REQUIRED CONST. CONSTRUCTION RET. RETAINING C. P. CRIPPLE POST REV. REVISION C. W. CRIPPLE WALL R.S. ROUGH SAWN DBL. DOUBLE SCHED. SCHEDULE DET. DETAIL SECT. SECTION DIAL. DIAGONAL SHT. SHEET DWL. DOWEL SIM, SIMILAR DWG. DRAWING S.I.P. STRUCTURAL INSULATED PANEL EA. EACH SPEC. SPECIFICATION E. J. EXPANSION JOINT SQ. SQUARE ELEV. ELEVATION STD. STANDARD ENG. ENGINEER STL. STEEL EQUIP. EQUIPMENT STRUCT. STRUCTURAL EQUIV. EQUIVALENT T TRIMMER EXSTG. EXISTING T &B TOP & BOTTOM (E) EXISTING T &G TONGUE & GROOVE EXP. EXPANSION T. 0. TOP OF EXT. EXTERIOR T.O.C. TOP OF CONCRETE F. D. FLOOR DRAIN T.O.F. TOP OF FOOTING FDTN. FOUNDATION T.O.L. TOP OF LEDGE FLR. FLOOR T.O.M. TOP OF MASONRY FRMG. FRAMING T.O.W. TOP OF WALL FTG. FOOTING THRU THROUGH GA. GAUGE TRANSV. TRANSVERSE GALV. GALVANIZED TRTD. TREATED GEN. GENERAL TS TUBE STEEL COLUMN G. L. GLUE -LAM TYP. TYPICAL GYP. GYPSUM /GYPCRETE U.N.O. UNLESS NOTED OTHERWISE HDR. HEADER VERT. VERTICAL HORIZ. HORIZONTAL V.I.F. VERIFY IN FIELD HSS HOLLOW STEEL SECTION W. F. WIDE FLANGE HT. HEIGHT W. P. WATERPROOF INT. INTERIOR W.W.F. WELDED WIRE FABRIC INV. INVERTED WD. WOOD K KING STUD W/ WITH JST. JOIST W/0 WITHOUT ALL LUMBER CONNECTORS IN DIRECT CONTACT WITH PRESSURE - TREATED LUMBER SHALL HAVE A SIMPSON ZMAX OR HDG FINISH AND SHALL BE ATTACHED WITH FASTENERS THAT ARE GALVANIZED PER ASTM A153. CONTACT ENGINEER FOR ALTERNATE USE OF BARRIER MEMBRANES. ash 6" CONNECTION SCHEDULE ® SIMPSON H5 © SIMPSON LSSU210 0 SIMPSON LSSU210 -2 d J L4x4x1 /4x0' -5 1/2 W/ (2) -3/4 "0 THRU -BOLTS EA. LEG (OR WELD) Q SIMPSON HU210 -3 (SLOPED) FC� SIMPSON HUS28 Q SIMPSON HHUS210 (SLOPED & SKEWED) a SIMPSON HB5.50/11.25 (SLOPED) ID NOT USED O :z NQa)a) SiMPSON U210 -3 (SLOPED & SKEWED) KQ SIMPSON HHUS48 LC� SIMPSON ITT3511.88 �M SIMPSON LUS210 (INVERTED) NQ SIMPSON HB7.12/11.88 SIMPSON LUS210 Q SIMPSON LUS28 �ris SIMPSON LUS410 RC� SIMPSON LUS28 -2 Q SIMPSON WP1411.88 Q SIMPSON ITT3511.88 (INVERTED) SIMPSON BA3.56/11.88 h--Yi SIMPSON ABU66 SIMPSON HHUS5.50/10 ash 6" s, ca i 06/22/07 C_A > 00 <C cv U u1 41 � 000It <c 00000 Z II- - Cy 07 m O (Jl O :z NQa)a) Z p) C oo w J .-.. . 1 =roa I- (0 (10 -1 r V) .� Z U � n U L (0 a) .- 00 a� 05 �ris U 00) 0U 0) U) -;ox n > `_' h--Yi H ice' �1 designed by STR drawn by MTN checked by issued PRELIM 05224 07 PERMIT 022/07 sheet JOB #0704 -01 K � RUM I to] a m 2 W, m& SCALE: 1/4" = 1' -0" PLAN NOTES TYPE 1. ELEVATIONS OF CONCRETE FOUNDATION ELEMENTS INDICATED ON PLAN THUS: 2' -0 x 2' -0 x 1' —O T.O.W. =TOP OF CONCRETE WALL T.O.F. =TOP OF CONCRETE FOOTING B 2' -6 x 2' -6 x 1' -0 THESE ELEVATIONS RELATE TO 65-0 AS A REFERENCE ELEVATION AT THE 3' -0 x 3' -0 x V -0 MAIN FLOOR, AND DO NOT REFLECT ACTUAL SITE ELEVATIONS. 20' TO 26' 2. TOP OF FOOTING ELEVATIONS ARE BASED ON FINDING ADEQUATE SOIL BEARING p ?, N00) 0) CONDITIONS AT THAT DEPTH. CONTACT ENGINEER IF OVEREXCAVATION IS REQUIRED. 3. STEPS IN TOP OF CONCRETE WALL INDICATED: ',� 4. CONTINUOUS CONCRETE FOOTINGS ARE CENTERED BENEATH CONCRETE FOUNDATION co to .�. WALLS UNLESS NOTED OTHERWISE. 5. CONCRETE FOUNDATION WALLS ARE 12" THICK AND CONTINUOUS FOOTINGS ARE 8" THICK x 16" WIDE UNLESS NOTED OTHERWISE. °� 6. DO NOT SCALE DRAWINGS. SPREAD FOOTING SCHEDULE TYPE SIZE REINFORCING A 2' -0 x 2' -0 x 1' —O (3) — #5's x 1' -6 EA. WAY B 2' -6 x 2' -6 x 1' -0 (4) — #5's x 2' -0 EA. WAY C 3' -0 x 3' -0 x V -0 (4) — #5's x 2' -6 EA. WAY STONE VENEER ANGLE SUPPORT HEIGHT OF VENEER ANGLE SIZE EXPANSION ANCHORS UP TO 8' 4x4x1/4 5/8 "0 x 4" @ 24" 8' TO 14' 4x4x1 /4 5/8 "0 x 4" @ 16" 14' TO 20' 4x4x5/16 3/4 "0 x 4" @ 24" 20' TO 26' 4x4x5/16 3/4 "0 x 4" @ 16" NOTES: 1. THIS SCHEDULE IS FOR NON— BATTERED STONE VENEER WITH A MAXIMUM THICKNESS OF 6". CONTACT ENGINEER FOR OTHER CONDITIONS. 2. LOCATE ONE EXPANSION ANCHOR AT 6" FROM ENDS OF ANGLES AND MIN. 2 ANCHORS PER SEGMENT. 3. ANGLES MUST BE ORIENTED AS SHOWN. d- 4" N NORTH 0 LO C Lr 47' -7" LO 0 Lo I 6' -2 1/2" -4� 3 2 S3 BM. ----- PKT. 8' -3 1/2" ( 5' -3 3/4" ,N - II 5 S6 T.O.W. = 75' -1 1 T.O.F. = 54' -7 IN! +n 4' -2 1/4" 43' -1" 6' -11 1/2" STEP T.O.F. 1 ib T 23' -3 1/4" SLOPE T.O.W. T.O. W. = 67' -4 _ T.O.F. = 51' -8 IT.0.W. =65' -6 T.O.F. = 51' -8 6' -0" 6' -1 1/2" 8' -2 1/2" T.O.W. = 6O' —O T.O.F. = 51' -8 SLOPE\ WPMrte • •- • • .M .. ,. ro • 'mom j co N < a U < co r` 0 d4- <[ o co 00 z C I— ,M0) 0 U} p ?, N00) 0) Z N Q ',� ~ 0 d (0 :D co to .�. J STEP iii °� O U NOaM� Lo � 6 0 (0 o) CO o) a) - -- U porn ° _do x O — t,Q UI Q >�� — -- 0 — - - -- —� T. 0.F.I T.O. W. = 64' -6 3/4 I B I i T.O.F. = 54'-2 T.O.W. = V.I.F. I_ T.O.F. = 51' -8 N i 00 I 55' -2 ( I T.O. SLAB T.O.W. = 53' -10 ( I j T.O.F. = 51' -8 I ¢ I BM. PKT. ( 15- 1/4" I `n I A I Ell X54'. -6 18" C14 0 Y T.O. SLAB T.O.W. = 64' -7 { N T.O.F. = 54' -7 STEP T.O. i F_ 1' -0„ SLAB SLOPE SLAB 7 I I `14 1/4" PER FOOT 0 ° I 55' -0 _i co T.O. SLAB 0o I a T.O.W. = 80'-6 4 Y' N ! I 1 T.O.F. = 54' -7 S6 2 I 1' -7 1/4" 2' -4 1 /2" I I 12 S4 S7 I 8' -2 1/2" 8' -10 1 /2" 6' -5 1/4" 15' -7" I ( 4' -6" FFI�L A �A 2 A d STEP T.O. I I B 1 I � B SLAB S6 _ Lo S6 N 5" CONCRETE SLAB ON I 4" CLEAN GRAVEL 6 _ N I _ BASE ON UNDISTURBED rn S6 I 1' -2" - I 00 - T.O.W. = 80'-6 04 GRADE OR COMPACTED _00 STRUCTURAL FILL PER ( T.O.W. = I 55'-0 T.O.F. = 54' -7 � 55' -0 - �, SOILS ENGINEER. "?G� T.O.F. = 51' -8 p�Q. T.O. SLAB _I REINFORCE SLAB WITH 8 { A ,= 6x6- W1.4xW1.4 WELDED WIRE FABRIC _ I Q�' THROUGHOUT, PROVIDE V I ( 1 1/4" DEEP SAWN OR M _ 1' -10" T.O.W. = T.O.F. = 54'- -1 54 4 C TOOLED CONTROL �t 00 __l JOINTS AT 15' -0" ! N I V'* — T88" o I- I MAXIMUM SPACING 6 I EACH WAY. A I T.O.W. = 55' -0 T.O.F. = 51' -8 S7 L�J ( 0 I 1' -2" 6'-5 1/2" �� ° 7 N 10 ' 1' -1 3/4" I oo I '— I T.O.W. = 54' -4 CV r` U 1 I T.O.F. = 51' -8 00 II T.O.W. = 79' -6 ¢ T.O.W. = 76 -8 6 _ j I T.O.F. = 54' -7 T.O.F. = 54' -7 gg j T.O.W. = 79' -6 3 B N I I T.O.W. = 55' -0 II 0_ T.O.F. = 54' -7 `� j I T.O.F. = 51' -8 I 0 (Q T.O.W. = 67' -4 ° T.O.F. = 54 -7 °� T.O.W. = 62' -1 Li co �� —� T. 0. F. = 51'-8 0 Lo I 6' -2 1/2" -4� 3 2 S3 BM. ----- PKT. 8' -3 1/2" ( 5' -3 3/4" ,N - II 5 S6 T.O.W. = 75' -1 1 T.O.F. = 54' -7 IN! +n 4' -2 1/4" 43' -1" 6' -11 1/2" STEP T.O.F. 1 ib T 23' -3 1/4" SLOPE T.O.W. T.O. W. = 67' -4 _ T.O.F. = 51' -8 IT.0.W. =65' -6 T.O.F. = 51' -8 6' -0" 6' -1 1/2" 8' -2 1/2" T.O.W. = 6O' —O T.O.F. = 51' -8 SLOPE\ WPMrte • •- • • .M .. ,. ro • 'mom designed by STR drawn by MTN checked by issued P. 05/24/07 PERMIT 0i sheet j co N < a U < co r` 0 d4- <[ o co 00 z C I— ,M0) 0 U} p ?, N00) 0) Z OC) W J �-- t- Q ',� ~ 0 d (0 :D co to .�. J iii O U NOaM� Lo � 6 0 (0 o) CO o) a) x O ' t -t- U porn L +, _do x O — t,Q UI Q >�� designed by STR drawn by MTN checked by issued P. 05/24/07 PERMIT 0i sheet (1) — #4 CONT. HORIZ. #4 DWLS x 2 0 l- @ 24" O.C. N T75' -9 T.O. SLAB a .I. 75' -1 a 4 3" STONE TOPPING PER ARCH. ON WATERPROOF MEMBRANE ON 3/4" PLYWD. SHEATHING RIPPED 2x SLEEPERS OVER 3/4" T &G PLYWD. SHEATHING d a 4 `—DECK JOISTS PER PLAN � a d WATERPROOFING PER ARCH. a a. d a #5's VERT. @ 16" O.C. 4 _i ■E #5's CONT. HORIZ. @ 16" Q.C. #5 DWLS x @ 16" O.C. j co Q 1' -8 d a U < 0 00 Co d d ', 0, U?ev0wa� d (2) — #5's CONT. HORIZ. #5's @ 32" O.C. 4 ° TOP & BOT. TRANSV. I— 0) tf5 U3 J a .ao J C� (5) — #5's CONT. TRANSV. D 0 U) z 7 U T.O.F. ° _ nL0�� a �4 CY) (3 d U m °° ad � d a PERIMETER DRAIN 1' -6" 1' -0" 1' -0" U PER SOILS ENGINEER 3' -6" SCALE: 3/4" — 1' -0" RIPPED 2x SLEEPERS — CENTER DRAIN 3" STONE TOPPING PER PER ARCH. ARCH. ON WATERPROOF MEMBRANE ON 3/4" PLYWD. SHEATHING I� —gyp PROVIDE SOLID 2x10 BLKG. BTWN. JOISTS AT BRG. STEEL BEAM PER — PLAN W/ 2x NAILER DRIVE PINNED TO TOP FLANGE CANT. DECK JOISTS PER PLAN SCALE: 3/4" = 1' —O" lo-Zims CONT. 1 3/4x11 7/8 LVL LEDGER W/ (2)- 5/8 "Ox6 EXP. ANCH.'s @ 16" O.C. CONT. LEDGE EXP. MAIN FLOOR FRAMING PL PLAN NOTES: 1. INTERIOR WOOD STUD BEARING WALLS ARE INDICATED ON PLAN THUS: 2. POSTS BELOW (ORIGINATING FROM THIS LEVEL OR ABOVE) ARE INDICATED: NON— CONTINUOUS POSTS FROM ABOVE ARE INDICATED: SINGLE STUD TRIMMERS THAT DO NOT REQUIRE BLOCKING BELOW ARE INDIC 3. ALL COLUMNS ARE LABELLED AT THE TOP. 4. FLOOR SHEATHING IS 3/4" TONGUE AND GROOVE APA STURDIFLOOR, EXP.1, SPAN RATING 24 O.C. 5. (XXX' —XX ") INDICATES TOP OF STEEL BEAM ELEVATION. WOOD BEAMS AT THIS LEVEL, EXCEPT HEADERS, ARE FLUSH WITH FLOOR JOISTS UNLESS NOTED (DROPPED). 6. "0" INDICATES CONNECTION TYPE — REF. S1 FOR SCHEDULE. 7. ALL FLOOR JOISTS ARE 11 7/8" BCI 60 -2.0 @ 16" O.C., TYPICAL, UNLESS NOTED OTHERWISE. LEDGER W/ _S @ 16" O.C. ;RLOK SCREW TYP. AT DECK JOISTS Reim 1. i designed by STR drawn by M TN checked by issued PRELIM 05/24/07 lux-mmil sheet ,job j co Q _N }} O 0 U < 0 00 Co z 0, U?ev0wa� z w .,-. end Q C: I— 0) tf5 U3 J a .ao J � D U) z U _ nL0�� 'z) Fo 0) I � � CY) (3 U m °° - ox a — r)¢ a >°I designed by STR drawn by M TN checked by issued PRELIM 05/24/07 lux-mmil sheet ,job ° Q. n e ° d 4' ° n° a ° d a4 1 d� 2' -0 (2) — #5 DWLS x o @ 12" O.C. I ALT. LEGS N COUNTERFORT WALL o ° ti ri ° '.. _ r ^^3 d .i #5's @ 16" Q.C. EA. WAY IN COUNTER FORT — FOUNDATION WALL 4" 1 1/8" CLR. TYP. N ii ii (6) — #7 DWL's IN 2 ROWS @ END OF COUNTERFORT 2' -0 (2) - #5 DWLS x o @ 12" 0. C. I - ALT. LEGS N SEE SECT 1/S6 - WALL SECTION FOR REINFORCING 1/2" EXP. MAT'L, TYP.---\ 4" CONC. SLAB PER PLAN _SEE PLAN T.O. SLAB ° a 1' -0" OFF PI AN 4° 1a' d ° C N 0 d d ° 1 I ° I Id 4 .4 I ° 1 I n d II (I Ada —� - - -- 11 1i a .d 1 1 I I ° a ° 11 II . 4 fII II d a 41­< . r a a . , #5's @ 16" EA. WAY SEE PLAN COUNTERFORT REINFORCING RAFTER AND FLOOR FRAMING NOT SHOWN FOR CLARITY 1/4" FITTED WEB — STIFFENER EA. SIDE OF WEB, TYP. 1/4" BENT r WELDED TO STEEL BEAM AND COLUMN CONC. FOUNDATION WALL PER PLAN 1 1/2" BR. R: 5/8 "x5 1 /2 "xBM. WIDTH WELDED TO BEAM AND COLUMN SEE PLAN___h _ — +, T.O.W. . O. I I I I I (2) — #5's CONT. — ` —I—I— HORIZ. TOP & BOT., I I I TYP. I II —4- Ik #5 DWLS CONC. COUNTERFORT I II I I II IIII #5's @ 16" O.C. EA. _ WAY @ EA. FACE IN I I I COUNTERFORT — — .L L C (6) — #7's VERT. IN 2 NON — CONTINUOUS POSTS FROM ABOVE ARE INDICATED: N 11 II II IIII ROWS @ END OF I ( 1 I II COUNTERFORT 7 1 I I (6) - #7 DWLS x o 1 1 1 s� @ END OF i —I—� -- -fir 5. COUNTERFORT SEE PLAN I I U 2' -6 II IIII II 1111 #5 DWLS o II IIII @16 "O.C.x _ 1. INTERIOR WOOD STUD BEARING WALLS ARE INDICATED ON PLAN THUS: 2. II IIII II II C 2' -0 NON — CONTINUOUS POSTS FROM ABOVE ARE INDICATED: N 11 II II IIII #5's @ 8" D.C. 3. ALL COLUMNS ARE LABELLED AT THE TOP. 4. FLOOR SHEATHING IS 3/4" TONGUE AND GROOVE APA STURDIFLOOR, EXPA, SPAN s� — u> to _j RATING 24 O.C. 5. II ( 1 SEE PLAN U BRG F : 5/8x5 1 /2x1' -0 W/ 6. "0" INDICATES CONNECTION TYPE — REF. S1 FOR SCHEDULE. SET Cq 0) to Lf) HIGH STRENGTH EPDXY HIGH STRENGTH EPDXY 7. ALL FLOOR JOISTS ARE 11 7 8" SCI 60 -2.0 @ 16" O.C., TYPICAL, UNLESS NOTED OTHERWISE. / ANCH's ON 1" MIN. SHIM AND °o ROOF SHEATHING IS 5/8" APA RATED SHEATHING, EXPA, SPAN RATING 40/20. NON— SHRINK GROUT x p O () O) I5 1", d cA 9. ALL ROOF RAFTERS ARE: 2x12's @ 24 ", TYPICAL, UNLESS NOTED OTHERWISE. a. d o 0 a a .4 #5's @ 16" EA. WAY U PERIMETER DRAIN PER SOILS ENGINEER VERIFY LOCATION IN FIELD —STEEL BEAM PER PLAN CAP R: 1/2"x5 1 /2 "x0' -5 1/2 WELDED TO BEAM AND COLUMN STEEL COLUMN PER PLAN STEEL BEAM PER PLAN CAP [ : 1 /2 "xBM. WIDTH CAP T: 1 /2 "xBM. WIDTH xO' -8 WELDED TO BOT. x0' -8 WELDED TO BOT. FLANGE OF BEAM FLANGE OF BEAM STEEL COLUMN PER PLAN STEEL BEAM PER PLAN STEEL COLUMN PER PLAN PROVIDE SOLI I -JOIST BLKG BTWN. JOISTS BENEATH STC TYP. CON T. 1 3/4x11 7/8 LEDGER W/ (2) -5/8" EXP. ANCH.'s @ 16" t SEE PLAN T.O.F. SCALE: 3/4" = 1' -0" 75-6 3 T.Q. STEEL E 3/16„ j 00 N UPPER FLOORZLOW ROOF FRAMING PLAN, ¢ o PLAN NOTES: 1. INTERIOR WOOD STUD BEARING WALLS ARE INDICATED ON PLAN THUS: 2. POSTS BELOW (ORIGINATING FROM THIS LEVEL OR ABOVE) ARE INDICATED: Im C r �, � I 002 enn NON — CONTINUOUS POSTS FROM ABOVE ARE INDICATED: N �N0070) SINGLE STUD TRIMMERS THAT DO NOT REQUIRE BLOCKING BELOW ARE INDICATED: 3. ALL COLUMNS ARE LABELLED AT THE TOP. 4. FLOOR SHEATHING IS 3/4" TONGUE AND GROOVE APA STURDIFLOOR, EXPA, SPAN s� — u> to _j RATING 24 O.C. 5. (XXX' —XX ") INDICATES TOP OF STEEL BEAM ELEVATION. WOOD BEAMS AT THIS LEVEL, EXCEPT HEADERS, ARE C FLUSH WITH FLOOR JOISTS UNLESS NOTED (DROPPED). BRG F : 5/8x5 1 /2x1' -0 W/ 6. "0" INDICATES CONNECTION TYPE — REF. S1 FOR SCHEDULE. SET Cq 0) to Lf) HIGH STRENGTH EPDXY HIGH STRENGTH EPDXY 7. ALL FLOOR JOISTS ARE 11 7 8" SCI 60 -2.0 @ 16" O.C., TYPICAL, UNLESS NOTED OTHERWISE. / ANCH's ON 1" MIN. SHIM AND 8. ROOF SHEATHING IS 5/8" APA RATED SHEATHING, EXPA, SPAN RATING 40/20. NON— SHRINK GROUT x p O () O) L 9. ALL ROOF RAFTERS ARE: 2x12's @ 24 ", TYPICAL, UNLESS NOTED OTHERWISE. SCALE: 3/4" = 1' -0" W 111 ;ANT. DECK JOISTS JT. 2x12 DECK JOISTS TERED TO I- JOISTS +CK OUT WEB) W/ -10d NAILS @ 6" RE: 6 TYP. WISE SCALE: 1 /4" — 1' -0" � n�IDEth designed by STP drawn by M TN checked by issued PRELIM 05/24/07 sheet -oil j 00 N to ¢ o U 3 " a ¢ Q 00000 z C r �, � I 002 enn �N0070) {— z 00 Lil Ld I—�OQ to uO� ML, {- s� — u> to _j J C 0) U Cq 0) to Lf) "t't 4� " x p O () O) L __ _10 X NC n > °..' designed by STP drawn by M TN checked by issued PRELIM 05/24/07 sheet -oil CONT. 1/4"x5 1/4" STRUCTURAL SUB-F) EXTERIOR HEADERS (3)- 2x10's W/ (1)- TRIMMER AND (1) -: KING STUD EA. SIDE UNLESS NOTED OTH 3x10 RAFTERTAILS @ 24 ", TYP. (2) -1 3 NO Tj ROOF FRAMING PLAN SCALE: 1 l'—O" Ilia PLAN NOTES: 1. INTERIOR WOOD STUD BEARING WALLS ARE INDICATED ON PLAN THUS: 2. POSTS BELOW ARE INDICATED: El NON - CONTINUOUS POSTS FROM ABOVE ARE INDICATED: SINGLE STUD TRIMMERS THAT DO NOT REQUIRE BLOCKING BELOW ARE INDICATED: 3. ALL COLUMNS ARE LABELLED AT THE TOP. 4. ROOF SHEATHING IS 5/8" APA RATED SHEATHING, EXPA, SPAN RATING 40/20. 5. " Q " INDICATES CONNECTION TYPE - REF. S1 FOR SCHEDULE. 6. ROOF BEAMS, EXCEPT HEADERS, ARE FLUSH FRAMED UNLESS NOTED AS (DROPPED). 7. ALL ROOF RAFTERS ARE: 2x12's @ 24 ", TYPICAL, UNLESS NOTED OTHERWISE. 8. O INDICATES ROOF OVERFRAME. OVERFRAME WITH RAFTERS TO MATCH SPACING OF ROOF BELOW, WITH 2x4 CRIPPLE POSTS TO RAFTER OR TRUSS BELOW SPACED 48" O.C. MAX ALONG EACH OVERFRAME MEMBER. CONT. BENT 1/4 "x5 1/4" STEEL STRUCTURAL SUB - FASCIA 3x10's @ 24" O.C. 3x10's @ 24" O.C. 3x10's @ 24" O.C. CONT. BENT 1/4"x5 1/4" STEEL STRUCTURAL SUB - FASCIA 3x10's @ 24" O.C. ., U) I- Q H- J V) Z O 0 N Up� i N �3 .E Qi N Q) 0 U 4-J Co /s 1 .. 00 ('o < ©00000 0 0 cv0cnrn oo ,,d w 0< co V) r hL�o U-) L (o cn .- ¢Fo�o x p 't rr o rn rn m r.- o=` °< designed by STR drawn by MTN H r.� PRELIM 05/24 f O7 PERMIT 06Z22/07 designed by STR drawn by MTN checked by issued PRELIM 05/24 f O7 PERMIT 06Z22/07 sheet O JOB #0704 -01 C 2x5 STUDS @ 15" O.C. W/—`� 1/2' PLYWD. OR 05B ` SHEATHING 1/2" 0 x 10" A.B.'o @ 48" O.C. IN CONT. TREATED 2x6 � STONE VENEER---~' PER ARCH. / CONT. L PER SCHEDULE ____ SEE SHEET 32 CONT (2)—#5's ' HOR|Z '-----`, TOP & BOT PERIMETER DRAIN PER SOILS ENGINEER ' * " 1/2" EXP. WAT'L TYP. 5^ CONC. SLAB PER PLAN 55'—O IL , u T.O. SLAB (1)—#5 CONT. HDR|Z. @W|D—HT Qo #5DWLSx 0/ 48' O.C. " " CONC. SLAB PER PLAN (2) —#5'a TOP & B( 2x4 OR 2x8 STUD BRG WALL CONT. TREATED 2x6 H! 10d DRIVE PINS @ 18^ O.C. /|F HEATED SLAB' GLUE [E TO CONCRETE) CONC. SLAB PER PLAN /2\—#5'a CONT. HOR|Z. TOP 8c BOT 2x4 OR 2x6 STUD '�TR BRG. WALL drawn by 1/2" PLYWD. OR OSB It W/ 10d DRIVE PINS @ 16^ D.C. (|F HEATED SLAB, CLUE FE TO CONCRETE) , #4 DWL3 x 2x5 STUDS @> 10~ O.C. 5� CONC. SLAB PER PLAN 1/2" 0 x 10" A.B.'s @ 48" O.C. —\ 1/2" PLYWD. OR OSB Uj 00 IN CONT. TREATED 2x RIPPED 2x6 STUDS 010" O.C. W/ Y TO MATCH FDTNI. WALL Co 54'-4 111-14 ffil-L 1/2" PLYWD. OR OSB — (1>—#4 CONT. H0R|Z. 64-6 3Z4 (1)—#5 CONT. HOR|Z @ k4|D—Hl[ 5" CONC. SLAB PER PLAN #5 DWLS x FOOTING SCHED. @ 48^ O.C. SHEET S2, FOR 0 a) 00 REINF. IN CONT. TREATED 2x6 fE CO I 'a CONT. HOR|Z. OIL 51'-8 TOP & BOT. 4 11 7/8" I—JOISTS PER PLAN PERIMETER DRAIN PER SOILS ENGINEER BOTH FACES STONE VENEER PER ARCH. 24" IN FIRST JOIST CONT. L PER SCHEDULE 4 BOTH FACES SPACE W/ (5)-8d NAILS SEE SHEET S2 24" IN FIRST JOIST INTO EA. PANEL, TYP. 4 SPACE W/ (5)-8d NAILS 4 1 1/2" GYPCRETE, TYP. INO STONE AT SIM.1 4 q INTO EA. PANEL, TYP. Usl 4 11 7/8" I—JOISTS PER PLAN /11 LEDGER PER PLAN 4 Z 7/8" I—JOISTS PER PLAN VARIES LEDGER PER PLAN #5's CONT. HORIZ. @ 16" O.C. I—JOIST BLKG. PANELS @ 4 BOTH FACES 24" IN FIRST JOIST :71 4 INTO EA. PANEL, TYP. PERIMETER DRAIN l-4" to PER SOILS ENGINEER 1 1/2" GYPCRETE, TYP. 2x5 STUDS @ 15" O.C. W/—`� 1/2' PLYWD. OR 05B ` SHEATHING 1/2" 0 x 10" A.B.'o @ 48" O.C. IN CONT. TREATED 2x6 � STONE VENEER---~' PER ARCH. / CONT. L PER SCHEDULE ____ SEE SHEET 32 CONT (2)—#5's ' HOR|Z '-----`, TOP & BOT PERIMETER DRAIN PER SOILS ENGINEER ' * " 1/2" EXP. WAT'L TYP. 5^ CONC. SLAB PER PLAN 55'—O IL , u T.O. SLAB (1)—#5 CONT. HDR|Z. @W|D—HT Qo #5DWLSx 0/ 48' O.C. " " CONC. SLAB PER PLAN (2) —#5'a TOP & B( 2x4 OR 2x8 STUD BRG WALL CONT. TREATED 2x6 H! 10d DRIVE PINS @ 18^ O.C. /|F HEATED SLAB' GLUE [E TO CONCRETE) CONC. SLAB PER PLAN /2\—#5'a CONT. HOR|Z. TOP 8c BOT 2x4 OR 2x6 STUD '�TR BRG. WALL drawn by CONT. TREATED 2x0 It W/ 10d DRIVE PINS @ 16^ D.C. (|F HEATED SLAB, CLUE FE TO CONCRETE) , #4 DWL3 x 2x5 STUDS @> 10~ O.C. 5� CONC. SLAB PER PLAN SLOPE SLAB 1/2" PLYWD. OR OSB Uj 00 BOTH FACES 2x6 STUDS 010" O.C. W/ < 00000 OL Co 54'-4 111-14 ffil-L 1/2" PLYWD. OR OSB — (1>—#4 CONT. H0R|Z. (1)—#5 CONT. HOR|Z @ k4|D—Hl[ 5" CONC. SLAB PER PLAN #5 DWLS x FOOTING SCHED. @ 48^ O.C. SHEET S2, FOR 0 a) 00 REINF. IN CONT. TREATED 2x6 fE CO I 'a CONT. HOR|Z. OIL 51'-8 TOP & BOT. PERIMETER DRAIN PER SOILS ENGINEER 2x5 STUDS @ 15" O.C. W/—`� 1/2' PLYWD. OR 05B ` SHEATHING 1/2" 0 x 10" A.B.'o @ 48" O.C. IN CONT. TREATED 2x6 � STONE VENEER---~' PER ARCH. / CONT. L PER SCHEDULE ____ SEE SHEET 32 CONT (2)—#5's ' HOR|Z '-----`, TOP & BOT PERIMETER DRAIN PER SOILS ENGINEER ' * " 1/2" EXP. WAT'L TYP. 5^ CONC. SLAB PER PLAN 55'—O IL , u T.O. SLAB (1)—#5 CONT. HDR|Z. @W|D—HT Qo #5DWLSx 0/ 48' O.C. " " CONC. SLAB PER PLAN (2) —#5'a TOP & B( 2x4 OR 2x8 STUD BRG WALL CONT. TREATED 2x6 H! 10d DRIVE PINS @ 18^ O.C. /|F HEATED SLAB' GLUE [E TO CONCRETE) CONC. SLAB PER PLAN /2\—#5'a CONT. HOR|Z. TOP 8c BOT 2x4 OR 2x6 STUD '�TR BRG. WALL drawn by CONT. TREATED 2x0 It W/ 10d DRIVE PINS @ 16^ D.C. (|F HEATED SLAB, CLUE FE TO CONCRETE) PRELIM 05/24ZO7 ` 4 / ^ |.U. �;LAU Al " 2x6 STUDS @ 16" O.C. W/ 1/2" PLYWD. OR OSB SHEATHING 1/2" 0 x 10" A.B.'a @ 48" IN CONT. TREATED 2x6 � /79'-0 @ SIM.\ ^1, OO'-0 #5 DWLS x - 0) D~ O.C. #5'a @y 32" O.C. — TRAN3V' 54'— PERIMETER DRAIN PER SOILS ENGINEER /DTYp. �RETE TYP. )ISTS PER PLAN PLAN -1 1/2" GYPCRETE, TYP. 11 7/8" I—JOISTS PER PLAN LEDGER PER PLAN '�TR drawn by � TN ., .., rh8rkw1 by ^SSUed PRELIM 05/24ZO7 2x5 STUDS @> 10~ O.C. W/ MULTIPLE 2x6 OR 2x4 COLUMN— REF. PLAN 1/2" PLYWD. OR OSB Uj 00 BOTH FACES 2x6 STUDS 010" O.C. W/ < 00000 (IF HEATED SLAB GLUE TO CONCRETE) z SHEATHING 1/2" PLYWD. OR OSB vi 0 5" CONC. SLAB PER PLAN REF. SPREAD FOOTING SCHED. SHEET S2, FOR 0 a) 00 REINF. IN CONT. TREATED 2x6 fE CO I STONE VENEER PER ARCH. 24" IN FIRST JOIST CONT. L PER SCHEDULE I—JOIST BLKG. PANELS @ SPACE W/ (5)-8d NAILS SEE SHEET S2 24" IN FIRST JOIST INTO EA. PANEL, TYP. 4 SPACE W/ (5)-8d NAILS 4 1 1/2" GYPCRETE, TYP. INO STONE AT SIM.1 4 q INTO EA. PANEL, TYP. Usl 4 11 7/8" I—JOISTS PER PLAN /11 LEDGER PER PLAN 4 Z 7/8" I—JOISTS PER PLAN LEDGER PER PLAN #5's CONT. HORIZ. @ 16" O.C. I—JOIST BLKG. PANELS @ 4 BOTH FACES 24" IN FIRST JOIST SPACE W/ (5)-8d NAILS INTO EA. PANEL, TYP. 1 1/2" GYPCRETE, TYP. BOTH FACES 4 4 /11 7/8" I—JOISTS PER PLAN --jN, LEDGER PER PLAN BOTH FACES PERIMETER DRAIN -J _j PERIMETER DRAIN _j ENGINEER ENGINEER 2x6 STUDS @ 16" O.C. W/ 1/2" PLYWD. OR OSB SHEATHING 1/2" 0 x 10" A.B.'a @ 48" IN CONT. TREATED 2x6 � /79'-0 @ SIM.\ ^1, OO'-0 #5 DWLS x - 0) D~ O.C. #5'a @y 32" O.C. — TRAN3V' 54'— PERIMETER DRAIN PER SOILS ENGINEER /DTYp. �RETE TYP. )ISTS PER PLAN PLAN -1 1/2" GYPCRETE, TYP. 11 7/8" I—JOISTS PER PLAN LEDGER PER PLAN '�TR drawn by � TN ., .., rh8rkw1 by ^SSUed PRELIM 05/24ZO7 MULTIPLE 2x6 OR 2x4 COLUMN— REF. PLAN Uj 00 BOTH FACES IN CONT. TREATED 2x6 FE < 00000 (IF HEATED SLAB GLUE TO CONCRETE) z 0 vi 0 5" CONC. SLAB PER PLAN REF. SPREAD FOOTING SCHED. SHEET S2, FOR 0 a) 00 REINF. CO I 2x6 STUDS @ 16" O.C. W/ 1/2" PLYWD. OR OSB SHEATHING 1/2" 0 x 10" A.B.'a @ 48" IN CONT. TREATED 2x6 � /79'-0 @ SIM.\ ^1, OO'-0 #5 DWLS x - 0) D~ O.C. #5'a @y 32" O.C. — TRAN3V' 54'— PERIMETER DRAIN PER SOILS ENGINEER /DTYp. �RETE TYP. )ISTS PER PLAN PLAN -1 1/2" GYPCRETE, TYP. 11 7/8" I—JOISTS PER PLAN LEDGER PER PLAN SCALE: 3/4" = 1'—O" d9S'�D�d by . . '�TR drawn by � TN ., .., rh8rkw1 by ^SSUed PRELIM 05/24ZO7 BOTH FACES 5" CONC. SLAB PER PLAN SCALE: 3/4" = 1'—O" d9S'�D�d by . . '�TR drawn by � TN ., .., rh8rkw1 by ^SSUed PRELIM 05/24ZO7 Sheet as 3" STONE /MORTA n PER ARCH, ON V MEMBRANE ON 3 SHEATHING BEAM PER PLAN DSTS PER PLAN TONE VENEER ER ARCH. " CMU BELOW RADE FOR STONE ENEER SUPPORT 2" CONC. PIER a CONT. TREATED 2x6 R ?) - #5 DWLS x 4 r h aq,zr�r7 (/) d N 0) m 4 t—~0 to x U_ f 6" SEE SCHED. FOR REINF. SCALE: 3/4" = 1' -0" d ° 4 4 d a ' ° a d 4 a 4 a ° 4 ° 4 SCALE: 3/4" = 1' —O" DWLS x i 6" n 1' -2 TRANSV. @ 16" (5) - #5's CONT. LONGIT. TYPICAL SITE RETAINING WALL 10 (4' -0 MAX. RETAINED HEIGHT) SCALE: 3/4" = 1' -0" 1 1/2" GYPCRETF TYP CANT. I- JOISTS PER PLAN .�, 75' -9 Y T.O. PLYWD. J, 74' -6 7/8 T.O. STEEL STEEL BEAM PEI, 2x NAILER DRIVE- PINNED TO TOP FLANGE SEE SECT. 1 /S6 FOR WALL AND FOOTING INFO. ° 4 4 4 d 4 d inicT of f PANELS 4 4 ° 3 ® BRG., TYP. a TREATED STRINGER PER PLAN (1) - #4 CONT. HORIZ. #4 DWLS x 2 a — @ 24" 0. C. SCALE: 3/4" = 1' -0" 3" STONE /MORTAR TOPPING PER ARCH. ON WATERPROOF MEMBRANE ON 3/4" PLYWD. SHEATHING Y T.O. SLAB 4 a a OL ° a 62' -1a o a T.O. W. (1)- SIMPSON A ANGLE EA. SID OF COL. 3/4 "Ox12" LAG (2)-3/4"0 LAC (1)- SIMPSON A. ANGLE EA. SIDE C.P. [AT CRIPPI POST LOCATION RIPPED 2x SLEEPERS 4 a G�4 4 a • SCALE: 3/4" = 1' -O" (1)- SIMPSON A35 - ANGLE EA. SIDE OF COL. [AT FULL HT. STUD LOCATIONS] II 11. a c=jj4 4 d 4 4 a 4, 4 d ° TYP. BRACE AT STUDPACK AND CRIPPLE POST LOCATIONS - z N E " MIN. )- 3/4 "Ox9" LAGS SCALE: 3/4" = 1' -O" 06/22/07 2x6 STUDS @ 16" j Co Q N ° a CONT. TREATED 2x6 R 4 r h aq,zr�r7 (/) d N 0) m 4 t—~0 to x Q f ° I— FOOTING DESIGN J � a a4 z 55'-0 8 ° 4 ,n 00 1 +, 4 4 o �-2a ci -r4¢ a ° SCALE: 3/4" = 1' -0" 3" STONE /MORTAR TOPPING PER ARCH. ON WATERPROOF MEMBRANE ON 3/4" PLYWD. SHEATHING Y T.O. SLAB 4 a a OL ° a 62' -1a o a T.O. W. (1)- SIMPSON A ANGLE EA. SID OF COL. 3/4 "Ox12" LAG (2)-3/4"0 LAC (1)- SIMPSON A. ANGLE EA. SIDE C.P. [AT CRIPPI POST LOCATION RIPPED 2x SLEEPERS 4 a G�4 4 a • SCALE: 3/4" = 1' -O" (1)- SIMPSON A35 - ANGLE EA. SIDE OF COL. [AT FULL HT. STUD LOCATIONS] II 11. a c=jj4 4 d 4 4 a 4, 4 d ° TYP. BRACE AT STUDPACK AND CRIPPLE POST LOCATIONS - z N E " MIN. )- 3/4 "Ox9" LAGS SCALE: 3/4" = 1' -O" SCALE: 3/4" = 1' —O" 2zl) SOLID BLKG. BTWN. SCALE: 3/4" = 1' -Q" CAP FC': 1/2x5 1 /2xO' -10 W/ \ (2)-3/4"0 THRU -BOLTS KNIFE R: 1/4x5 1 /2x0' -8 W/ (2) -3/4 "0 THRU -BOLTS KNIFE 1 /4x5x0' -5 1/2 W/ (2) -3/4 "0 THRU -BOLTS COLUMN PER PLAN BASE R 5/8x5 1/2x0'—Jo I I W/ (2)- 5/8 "Ox8" EXP. l ANCH's ON 1" MIN. SHIM & NON- SHRINK GROUT a ° 4 4 a ° ~r \ 6x12 5" (2)- 3/4 "Ox9" LAGS 6x10 2" MIN. (2) -3/4 "0 LAGS (5" PENETRATION) 0 Oz J i I 1" 6x6 ' 0 SCALE: 3/4" = 1' -0" 47' -0 # 16" 06/22/07 2x6 STUDS @ 16" j Co Q N c 00 0 CONT. TREATED 2x6 R CONTACT ENGR. W/ r h aq,zr�r7 (/) DRIVE - PINNED TO CONC., N 0) m ELEVATOR SPECS. FOR t—~0 to x Q f TYP. I— FOOTING DESIGN J � z 55'-0 O h ho M NOTE: VERIFY ELEVATOR PIT L ,n 00 1 +, REQUIREMENTS AND SHAFT SIZE W/ MANUFACTURER o �-2a ci -r4¢ 4 ° 4 a T.O. SLAB�i' Ld 4 4 1 STL. BM, PER PLAN ° ° a 4 4 4 Q Q 1 ° 4 4 (2) -1 /2" b x 6" LA( 4 a ° 4 4 4 5-0" (VERIFY) 8„ #5's ® 10" EA. WAY BUILT -UP STUD COL. PER FTG. SCHED. PER PLAN 5'-8" (VERIFY) SCALE: 3/4" = 1' —O" 2zl) SOLID BLKG. BTWN. SCALE: 3/4" = 1' -Q" CAP FC': 1/2x5 1 /2xO' -10 W/ \ (2)-3/4"0 THRU -BOLTS KNIFE R: 1/4x5 1 /2x0' -8 W/ (2) -3/4 "0 THRU -BOLTS KNIFE 1 /4x5x0' -5 1/2 W/ (2) -3/4 "0 THRU -BOLTS COLUMN PER PLAN BASE R 5/8x5 1/2x0'—Jo I I W/ (2)- 5/8 "Ox8" EXP. l ANCH's ON 1" MIN. SHIM & NON- SHRINK GROUT a ° 4 4 a ° ~r \ 6x12 5" (2)- 3/4 "Ox9" LAGS 6x10 2" MIN. (2) -3/4 "0 LAGS (5" PENETRATION) 0 Oz J i I 1" 6x6 ' 0 SCALE: 3/4" = 1' -0" 47' -0 # 16" designed by STR drawn by MTN checked by issued PRELIM 05/24/07 111014111 (5) -##5's CONT. LONGIT. Sheet TYPICAL SITE RETAINING WALL (�' -0 MAX. RETAINED HEIGHT) SCALE: 3/4" = 1' -0" W159 06/22/07 j Co Q N c 00 0 z r h aq,zr�r7 (/) N 0) m t—~0 to x Q f Q co � � rr} li I— cD Cl) —i U J � z O O h ho M L ,n 00 1 +, O) 07 x 0'4- It 4-, �-2a ci -r4¢ a > °0) U_ designed by STR drawn by MTN checked by issued PRELIM 05/24/07 111014111 (5) -##5's CONT. LONGIT. Sheet TYPICAL SITE RETAINING WALL (�' -0 MAX. RETAINED HEIGHT) SCALE: 3/4" = 1' -0" W159 affom 770 BW OF ,l 1 Ile r r' .x .,� t t r ell A l t t i t r AA'' 1016'46"E � ell l / i r LOS` SIZE. .236 ACRES i0,280 5a.ET. r ALLOWED 6RFA {f 4,706.4 SQ. I=T. 600 SCE. FT. f f l r rr LOT 4 r r � r ' LINE 14 C t a= of mwmT SV or cm 1 C 1 C AM CCU 1 / C � f* 1 � l C Jc\ C 'S� C � C � 1 d 1 r t � f ! 1 f f ! ! f ! r f d f r ! d ! f f f f l r rr LOT 4 r r � r ' LINE 14 C t a= of mwmT SV or cm 1 C 1 C AM CCU 1 / C � f* 1 � l C Jc\ C 'S� C � C � 1 d 1 u C O a 1 �f. � � •t 5 1 t e-TION5 t i �,• t t t t t k r x N11 °1 6'46 "E --- 12.8b If If f/ l r I 1 1 rt { / r t �t t / r � r �,.- -, r r r tt �t � t r r r 1 rt If r r / �0 It If AV Ml N I 1 5 r r � 4 � t / k I I f f ! { { ) I t k 4 I ! f t I r! I r / / I If ! $ FOUND PIN NCR !GIW 1 { L& NO. 124M t 1 l 1000 +A') / t t If T If r� �l I C 2 t IC: Nee NO LIHT OF' cl It 0 { t I { 1 CD ! { a { { I I N r 1j L T A 1 r� ► � 1 1 1 0. CRES 0 1 { { 1 1 l 1445 mi CREEK N ►� Lo 1 1 { t 1 k { } t { { .-• 1 1� 1 { 1 1 1 � ! Ct4�' n LOT SIZE: .236 AC RE5 10,250 50.FT. ALLOINEV 6RFA (EXTERIOR HALL INCLUDED); 4,7706.4 50. FT. 600 50. FT. Al 6ARA6F LEVEL 6RFA.- 3056 OF 1,42551= 425 S.F. LIVIN6 LEVEL GRFA= 2,045 5.F. UPPER. LEVEL C RFA= 1,6177 S.F. +441 S.F. AIR SPACE = 2,055 S.F. TOTAL C7RFA= 4,551 S.F. TOTAL FINISHED 50. FT. INOLU,>IN6 6ARA6E= 5,6577 50. FT, 51TE COVERAGE ALLONED: 2,05(o 50. FT. LOT 5 61TE COVERAGE U5ED: 2,050 50. FT. MIN. LAND50APED AREA: 6,165 5Q, FT. PROP05ED LANDSCAPED AREA= 6,200 50. FT. • • ► r !/ If If I i i m r 1 � LOT 4 ! / 1 I 1 1 { { own w♦ A # i� M ' t r >h •. V 11 -- i ♦ i ) C.AL.r=: 1"=10'-O" N �i l� M-. �t Ir t WAD& Rd#�mm I t t t 1 i t t t i 1 i rrr it i 1 -t T0K= b2t-0` 1 t t C 1 1 1 1 1 1 w i410 I 1{ I t/l m V�J WE, i teWIF-1, A t rs; s � % r w i410 I 1{ I t/l m V�J A rs; ` ' � ' ' � ` ` ` ` ` � � ' ` ` ' � � IMPROVEMENT LOCATION CERTIFICATE ' | HEREBY CERTIFY THAT THIS IMPROVEMENT LOCATION CERTIFICATE WAS PREPARED 1. DATE OF TOPOGRAPHY: FEBRUARY 112, 2008 FOR ' -4 , OFSN0NON LOT ON DATE �F TOPOGRAPHY, OTHER ` THAT |T|S NOT A LAND SURVEY PLAT OR IMPROVEMENT SURVEY PLAT, AND THAT |T|3 � 2. APPROXIMATELY 3'-4' � NOT TO BE RELIED UPON FOR THE ESTABLISHMENT OF FENC[, BUILDING OR OTHER FUTURE FEATURES, MAY EXIST WHICH WERE NOT VISIBLE NOR SHOWN HERE0N, IMPROVEMENT LINES. 3. PROJECT BENCHMARK: ASSUMED ELEVATION OF 100.0 ' NORTHWEST CORNER OF LOT ` 3 CUFF0DE (SHOWN ON DRAWING) | FURTHER CERTIFY THAT THE IMPROVEMENTS ON THE ABOVE DESCRIBED PARCEL ON ' ^ ' ` ' THIS DATE ' 02/12/08^ EXCEPT UTILITY CONN[CT|ON5 ' ARE ENTIRELY THE 4 LOT 3 IS SUBJECT TO AN EASEMENT AND RIGHT OF WAY GRANTED TO HOLY CROSS BOUNDARIES OF THE PARCEL EXCEPT A� SHOWN, THAT THERE ARE NO ENCROACHMENTS ' ` ^ ` ELECTRIC ASSOCIATION, INC. IN INSTRUMENT RECORDED AUGUST 24. 1987 IN BOOK UPON THE DESCRIBED PREMISES BY IMPROVEMENTS ON ANY ADJOINING PREMISES, 211 AT PAGE 103. EXCEPT AS INDICATED, AND THAT THERE IS NO APPARENT EVIDENCE OR SIGN OF ANY . EASEMENT CROSSING OR BURDEN! PART OF SAID PARCEL, EXCEPT AS NOTED. 5. LOT 3 IS SUBJECT TO AN AGREEMENT BETWEEN TAYYEL ENVIRONMENTAL LAND COMPANY AND MOUNTAIN STATES TELEPHONE AND TELEGRAPH COMPANY PROVIDING FOR TELEPHONE INSTALLATION AND SERVICE THROUGHOUT LIONS RIDGE DATE: __________ SUBDIVISION, FILING NO. 2 RECORDED SEPTEMBER 27. 1973 IN 800K 231 AT PAGE ------------ — 291. GS ' — PS � ' L — NO ' �75�8 6. LOT J |0 SUBJECT TO RESTRICTIVE COVENANTS, MICH D0 NOT CONTAIN x FORFEITURE OR REVERTER CLAUSE, AS SET FORTH IN DEED RECORDED JANUARY 10. 1879 IN BOOK 280 AT PAGE 600. � 7 LOT 3 |3 SUBJECT TO TERM CONDITIONS, PR �DONS AGREEMENTS AND OBLIGATIONS CONTAINED IN THE CONVEYANCE OF ROADWAY EASEMENT RECORDED JANUARY 4, 1982 IN BOOK 334 AT PACE 234. & PEAK LAND SURVE-�IN6\ INC, 0D NOT PERFORM A TITLE SEARCH OF THE SUBJECT � PROPERTY T0 ESTABLISH OVNERSH|P, EASEMENTS OR RIGHTS—OF—WAY OF RECORD. RECORD DOCUMENTS UTILIZED IN THIS IMPROVEMENT LOCATION SURVEY WERE PROVIDED BY FIRST AMERICAN HERITAGE TITLE COWPANY, ORDER N0. 615—HOO10708-001—STP, DATED FEBRUARY 10. 2008 ` 9. NOTICE: ACCORDING T0 COLORADO LAW YOU MUST COMMENCE ANY LEGAL ACTON ' BASED UPON ANY DEFECT IN THIS SURVEY WITHIN THREE YEARS AFTER YOU FIRST ` ' DISCOVER SUCH DEFECT. IN NO EVENT, MAY ANY ACT|ON BASED UPON ANY DEFECT IN THIS SURVEY BE COMMENCED MORE THAN TEN YEARS FROM THE DATE OF CERTIRCATI0N SHOWN HEREON. � / � / ' FOUND PIN AND CAP _ L.S. N0. 12488 (ASSUMED ELEV.= o / 1000 ON oar/ LOT 4 r ' \ . _\ ��� / - ' / 110-.21 10 � ' ' / / , / / ' / / ' / / ~~~` BUILDING SETBACK cj . ' < �L ~ 10. 0, . mm . ' `« . 0,236 ACRES ' � . Al" �_. �� ` "~ ry co L CID ENT 10.0' UTILITY EASEM ' ~ (� ` ' ~ ' ' . . ����|����^���:~�� �� ��� _���' � � ^��"~^ *�^� �.vv ~" ~"~"^ " ~~ _ v~, `� FOUND 60d NAIL \`—FOUND 60d NAIL FOUND 60d NAIL / ' ` �� �� ,~ � ~~^, � 4&v r� . ~~ ���' A ^� �,�" u� ~.x(y^ LINE TABLE LINE LENGTH BEARING 19 1289 Nll*16'46"E IMPROVEMENT LOCATION CERTIFICATE LOT 3, A RESUBDIVISION OF LOTS 2 AND 3, CLIFFSIDE, TOWN OF VAIL, EAGLE COUNTY, COLORADO REVIEWED: BB SHEET 1 of 1