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HomeMy WebLinkAboutPLANS - 05-00053-59 - The Village Apartments Phase 20 0500059 Village Budding N Village Phasc 2 Sitc Plan RcA icNN 0 5 0 0 5 4 Villa:;c BUl 9 0500055 3 P 'v -.. - b J Villa BLII dlilg l0 1 Units ..J �I�IMA �1 J ..1 OS 0005 Tr . .- .J - V�llagc BLI> Iding 11 1 x units I J �I �I _1 �.,,..� J �I J ._I .-1 �I J J J J J .�I 0500057 I . � 0 Tl .�.�! J �..s / �J J ...J ..J J..E �' 1118�?v �illl llllllf_', <' K 11it5 05 00058 illtl�,d 14111 ifl° 13 I I '11115 ARCHITECTURAL SYMBOLS PARTIAL ABBREVIATION LIST STANDARD MOUNTING HEIGHTS & NOTES DRAWING INDEX BUILDING CODE & PROJECT INFORMATION HT HEIGHT HM HOLLOW METAL cwm BUILDING 13 GENERAL D ATA A^k BUILDING SECTION SYMBOL AB AD ANCHOR BOLT AREA DRAIN HOR HORIZONTAL HB. HOSE BIB (SEPARATE PACKAGE) A4.0 FIRST FLOOR PLAN, DETAILS & NOTES ZONE: HDR Y.--y A.F.F. ALUM. ABOVE FINISHED FLOOR ALUMINUM IGL. INSULATED GLASS FEM. NAPKIN RECEPT. LANDSCAPE A4.1 SECOND FLOOR PLAN, DETAILS & NOTES A4.2 THIRD FLOOR PLAN, DOOR &FINISH SCHEDULES SITE AREA: (SEE CIVIL) BUILDING FOOTPRINT: 30,561 SQUARE FEET ACT ACOUSTICAL CEILING TILE INSUL. INSULATION WHERE SHOWN 541YH. 18' ' 24' 'RECE55ED SDO LANDSCAPE PLANTING PLAN A4.3 BUILDING SECTIONS & TYPICAL WALL SECTIONS BUILDING AREA: (SEE SP -1) BA BM BRONZE ANODIZED BEAM LOC. LOCATION TOILET PAPER 015PENSOR TO COVER SEAT ANITARY NAPKIN ��ER D15P. 0. DISPENSER ARC+HMC� ROOF PLAN & DETAILS BUILDING HEIGHT: 26' -0" (30' -0" MAX. ALLOWED TO EAVE HEIGHT ) WALL SECTION SYMBOL MAT. MATERIAL T.O. S A4.4 EXTERIOR ELEVATIONS C CARPET MB MACHINE BOLT GRAB BAR -•,� '---- - 1 "` S REFERENCE SURVEY MAP OCCUPANCY: R -2 cLO CMU CLOSET CONCRETE MASONARY UNITS MTL METAL NS NEAR SIDE �° , �' t SDJ SP - 0 OVERALL SITE PLAN SP -1 PHASE II SITE PLAN S4.0 FOUNDATION PLAN S4.1 SECOND FLOOR FRAMING PLAN TYPE OF CONSTRUCTION: V -N SPRINKLER SYSTEM: YES DESIGN BUILD CONC. CONCRETE 1K FIR .o. F SP-1A SITE DETAILS S4.2 THIRD FLOOR FRAMING PLAN FIRE ALARM: YES (DESIGN BUILD N NORTH ARROW CONN. CONT. CONNECTION CONTINUOUS oc ON CENTER 1>� o ro FIR s f SP -2 SOILS REPORT S4.3 ROOF FRAMING PLAN PARKING: 195 STALLS CL CENTER LINE P PAINT S� f� lJTTI' SIDE AO.1 TYPICAL STAIR DETAILS 7 ADA STALLS) - INCLUDED CL'G CEILING P.C. PHOTO CELL P.LAM. PLASTIC LAMINATE FLOOR MOUNT HANDICAP TOILET HEIGHT A.D.A. DRINKING FOUNTAIN SANITARY NAPKIN (BUILDING 8, 9 & 10) LANDSCAPING AREA: REFER TO LANDSCAPE PLAN ) PL. PLATE BUILDING 23 PARKING IMPERVIOUS AREA: PER CIVIL A DBL. DOUBLE PS PANIC SWITCH BUILDINGS 8 & 9 TOTAL IMPERVIOUS AREA: PER CIVIL B INTERIOR ELEVATION SYMBOL DF DET. DRINKING FOUNTAIN DETAIL PT PRESSURE TREATED PWD PLYWOOD A1.0 FIRST FLOOR PLAN, DETAILS, & NOTES A5.0 FIRST FLOOR PLAN A5.1 ROOF PLAN, REFLECTED CEILING PLAN & DETAILS A1.1 SECOND FLOOR PLAN, DETAILS, & NOTES A5.2 BUILDING ELEVATIONS e EA. ELEV. EACH ELEVATION S STAIN SS STAINLESS STEEL A1.2 THIRD FLOOR PLAN, DOOR & FINISH SCHEDULES A1.3 BUILDING SECTIONS & TYPICAL WALL SECTIONS A5.3 BUILDING SECTIONS & TYPICAL WALL SECTIONS DETAIL SYMBOL E.W. EACH WAY S/S SERVICE SINK EXT'R EXTERIOR Sc SOLID CORE FEM. NAPKIN ROOF PLAN & DETAILS S5.0 STRUCTURAL NOTES 1 WINDOW NUMBER O F.E. FIRE EXTINGUISHER SHT. SHEET SF SQUARE FOOT RECEPT. WHERE SHOWN I A1.4 EXTERIOR ELEVATIONS S5.1 FOUNDATION PLAN S5.2 FOUNDATION DETAILS SIGNAGE 202 DOOR NUMBER FF F.O.F F.O.S. F.G. FACTORY FINISH FACE OF FOUNDATION FACE of STUD FIBERGLASS T&G TONGUE AND GROOVE TYP TYPICAL TIGL TEMPERED INSULATED GLASS 36' TOILET PAP TOILET SEAT COVER DISP. !, r� �•' J L-1 r Y Aear€ S1.0 FOUNDATION PLAN S1.1 SECOND FLOOR FRAMING PLAN S1.2 THIRD FLOOR FRAMING PLAN S5.3 ROOF FRAMING PLAN S5.4 FRAMING DETAILS C ICE R A 202 ROOM NAME & NUMBER F.H. FS FIRE HYDRANT FAR SIDE U.N.O. UNLESS NOTED OTHERWISE 8 { M F oR ' ` 'Sk - ELE CLOCK S1.3 ROOF FRAMING PLAN A6.0 DETAILS A6.1 TYPICAL EXTERIOR WALL & CANOPY DETAILS z FD FLOOR DRAIN VERT. VERTICAL I.Q. ftE. FIR BUILDING 10 A6.2 FIRE ASSEMBLIES /GENERAL NOTES GA. GLB GAUGE GLUE LAM BEAM WD wooD »> > I � T � rrmrrrrrr�rrrir�rrri A2.0 FIRST FLOOR PLAN S6.0 STRUCTURAL NOTES GWB GYPSUM WALL BOARD WWF WELDED WIRE FABRIC FLOOR MOUNT TOILET HEIGHT FIRE EXTINGUISHER A2.1 SECOND FLOOR PLAN A2.2 THIRD FLOOR PLAN S6.1 FOUNDATION DETAILS S6.2 FLOOR FRAMING DETAILS A2.3 BUILDING SECTIONS & TYPICAL WALL SECTIONS ROOF PLAN & DETAILS S6.3 ROOF FRAMING DETAILS VICINITY MAP A2.4 BUILDING ELEVATIONS S2.0 FOUNDATION PLAN Vcim 4 S2.1 SECOND FLOOR FRAMING PLAN Q -1 S2.2 THIRD FLOOR FRAMING PLAN U �- cn '�' S2.3 ROOF FRAMING PLAN U.S H Y 33 Tj MUD LAKE ii:'1 WEST MAIN I t cam BUILDING 11 & 12 WESTFIELD UAI RANCH _ _ To $ A3.0 FIRST FLOOR PLAN BUILDING 11 - -� 5�C A3.0A FIRST FLOOR PLAN BUILDING 12 ' TA. Fk FIR IT WFs SE amt am" A3.1 SECOND FLOOR PLAN 0 7747,, r A firm -` A3.2 THIRD FLOOR PLAN FR ONT !_ SIDE A3.3 ROOF PLAN, BUILDING SECTIONS & TYPICAL WALL SECTIONS N LL WALL -HUNG URINAL - HANDICAP ACCESSIBLE FA EXIT III.rtKs _ A3.4 BUILDING ELEVATIONS REXBURG CANAL -EXIT SIGN M, VM SEE MW RBM r-i - S3.0 FOUNDATION PLAN z S3.1 SECOND FLOOR FRAMING PLAN PROJECT FOURTH �., 4'-� a'-a _ S3.2 THIRD FLOOR FRAMING PLAN LOCATION v- HANDSET -� T��OSTAT S3.3 ROOF FRAMING PLAN F IFTH SOUTH Q ctg FIX INTERIOR �-� T I 5 LV LIQ4T SWITCH FA PULL 5WITC4 S.D. AND 00 SIXTH SOUTH RECEPTACLES OVER Q' SHOWN ON EIACKSPLASH INT. ELEVS. ° SEVENTH SOUTH PLAN BgCKSPLASH TA f 7TH SOUTH CITY LIMITS TA. Ethyl � N � � � STANDARD � � � � � 1 �• ��RECEPTACLE � TA. FK FIR g 24 r7TT/77T1.'r77T77'7 / /' (SEE INTERIOR ELEVATIONS AND ELECTRICAL. FRONT SIDE AT COUNTER DRAWINGS FOR ADDITIONAL INFORMATION) WALL -HUNG LAVATORY ELECTRICAL DEVICES CIVIL STRUCTURAL ARCHITECT OWNER: 6 j h Y STRUCTURAL FOUNDATION CIVIL ENGINEERS SCHESS & ASSOCIATES u° Yj GLENN C WELLS A,I THE VILLAGE APART -M-E NT S REXBURG, IDAHO a '°� am 1235 EAST 4TH AVE. WESTBROOK REAL ESTATE DEVELOPMENT am immomm m SUITE 101 1235 4TH AVENUE E. OLYMPIA, WA 98506 TEL (208) 356 -6092 a- OLYMPIA, WA 98506 ARCHITECT (360) 352 -4553 33801 1ST WAY S. SUITE 271 FEDERAL WAY, WA 98003 MC SQUARED 754- 9339 4 9339 TEL. (425) 308 -4264 I N C O R P O R A T E D MECHANICAL ELECTRICAL LANDSCAPE GENERAL CONTRACTOR: (OWNER - DESIGN BUILD) (OWNER - DESIGN BUILD) WEAVER & ASSOCIATES BID DAVID WEAVER REXBURG, IDAHO TEL. (208) 529 -9504 RECORD OF SURVEY M AR K ANDR AN ADDITION OF THE CITY OF REXBURG, MADISON COUNTY, IDAHO A PORTION OF THE SW 1/4 OF SECTION 25 T.6N. R.39E., B.M. BO , • • Beginning at a point that is N 00 W 1141.00 feet from the South quarter corner of Section 25, Township 6 North, Range 39 East of the Boise Meridian, Madison County, Idaho and running thence S 0015'55" E 17.78 feet to a point on a curve with a radius of 25.00 feet and a chord that bears S 60'11'20" W 9.20 feet; thence to the left along said curve 9.25 feet through a central angle of 21'12'23 "; thence S 70'47'45" W 66.48 feet to a point of a curve with a radius of 183.37 feet and a chord that bears S 64'38'38" W 39.30 feet; thence to the left along said curve 39.38 feet through a central angel of 12'18'14 "; thence N 31'30'30" W 80.51 feet; thence S 89'48' 14" W 592.12 feet to the East right —of —way line of U.S. Highway No. 20, 191 which is also a point on a curve with a radius of 20342.05 feet and a chord that bears N 01'13'28" E 831.02 feet; thence to the left along said curve 831.08 feet through a central angle of 2'20'27 "; thence N 89'48'51 " E 718.76 feet to the North —South center section line of section 25; thence along said section line S 00' 1555" E 721.67 feet; thence S 89'44'05" W 10.00 feet; to a point of a curve with a radius of 340.00 feet and a chord that bears S 09'31'09" E 109.35 feet; thence to the left along said curve 109.83 feet through a central angle of 18'30'28" to a point of a reverse curve with a radius of 25.00 feet and a chord that bears S 07'09'35" E 9.35 feet; thence to the right along said curve 9.41 feet through a central angle of 21'3336 "; thence S 89'44'05" W 8.85 feet to the point of beginning, containing 14.0 acres. LOCATION OF NEW SEWER LINE � �1q of Ir pips and MANHOLE OF NEW LINE zw OF NEW LINE SURVEYOR'S CERTIFIC 1, KURTIS J. ROLAND, do hereby certify that I am a Professional Land Surveyor and that I hold Certificate Number 9369 as prescribed by the laws of the State of Idaho, I further certify that I have supervised the survey shown on this drawing, and that the same has been correctly staked on the ground as represented hereon. ��pr1PL LAND S 9369 0 KURTIS J. ROLANDq� o � �o, Idaho P.L.S. No. 9369 SCALE 1 it = 100' GLENN C WELLS, I 1235 4TH AVENUE E. OLYMPIA, SPA 98506 ARCHITECT (360) 352 -4553 A.I.A. MONUMENT LEGE N89 4 718.76' EXISTING CHAIN LINK FEW I `S t d= i 2N20'27 T— SET 1/2" REBAR P.L.S 9369 WITH A YELLOW CAP Schiess & Associates r- ENGINEERING-PLANNING-LAND SURVEYING IDAHO FALLS, IDAHO REXWR0, IW O (206) 522 -1244 (208) 356 -6092 ARCHITECT AR- 984262 GLENN C. WELLS STATE OF IDAHO PARC j r=20342.05 EL a= 8'31.08' s cd= 831.02' ' CONTAINS;` cb =N1-13+a8 "E I 4. 00ac. o N ' I o jl z Q Z 0 Z V) date: 10 -05 -04 drawn: checked: G.C.W. L I :N TER SECTION COR SECTION 25 T.6. N, R.39E. ALUM. CAP INST. NO. 267991 0' P�f(IANENT UTILITY EASEMENT `\ vv . i S89:48'14 SS W 592,12' N3'30'30 "W 20' TEMPORARY `80.51' CONSTRUCTION EASEMENT F tIr 0 , z Ld 0 W JOHN W. MILLAR U') W LLj INST. NO. 293695 � z o z Q z p Vv ~ Q NILE LEWIS U \� W P ND � `O INST. NO. 273921 DD GORDON RHIGER Q INST. NO. U 247859 . 4111111 1111 r ram 1 { L . 1 BLOCK 4 LOT 1 J BLOCK 4 LOT 3 S89'44'05" d= 1`8N30'28" a= 109.83' r =340.0,0' cd= 109.35' cb= S9'31709 "E NOT TO SCALE L- 20.42' C WESTATES N89 *44'R5"E SUBDIVISION BLOCK aF21w3a" LO R -2&OO` L -, 9.41'gi i L -9.25' 424.3 sq.ft. 00 �1� 6 • LOT 3 S. 1/4 SECTION COR SECTION 25 T.6N., R.39E. >.- -BRASS CAP INST. NO. 185048 title: (PHASE —II) sheet no. 1 REFERENCE SURVEY MAP . • S o 0 � r C2 C D211 4. .•. . I D2 A A PHASE II (SEE SP -4) C t Y B i i in i i r 1 O D2 C3 C2 C 12 C C2 I C3 I D2 D2 FIRE LANE " GRASS -CRETE ' C2 C2 o { c c o PICNIC BIGI 16 D2 TOY D2 AREA FUTURE POOL D2 8 2 RECREATION B B 23 I A I AT. A� I A DUMPSTER - SCREENED w/ 7' -0" CEDAR FENCE I I l i I I GLENN C WELLS, [ 1235 4TH AVENUE E. OLYMPIA, WA 98506 ARCHITECT (360) 352 -4553 A.I.A. � w VERIFY w/ ELEC FIRE LANE GRASS CRETE I I I I f I I I /�- PAINTED PEDESTRIAN -.l CROSS WALK STRIPPING STANDARD SIZE & COLOR PER CITY OF REXBURG, IDAHO DUMPSTER- SCREENED w/ 7' -0" CEDAR FENCE I i I I I I I i I 12' I UNIT A STUDIO: 4 UNITS x 543 SF - 2,172 REQ'D 6 P HASE I B 1 BEDRM w/ DEN: 2 UNITS x 854 SF = PARKING STALLS SF 102 TOTAL UNITS UNIT E 2 BEDRM /1 BATH: 8 UNITS x 853 SF = 6,824 BUILDING ONE: 16 UNIT E UNIT E 2 BEDRM /l BATH: 8 UNITS x 853 SF = 6,824 SF 16 UNIT E2 1 BEDRM: 4 UNITS x 661 SF = 2,644 SF 6 2,172 12 TOTAL UNITS = 9,468 SF UNIT A (1) BEDRM. BUILDING TWO: C2 1 BEDRM w/ DEN: 4 UNITS x 825 SF = 3,300 UNIT A STUDIO: 4 UNITS x 543 SF = 2,172 SF 6 UNIT B 1 BEDRM w/ DEN: 2 UNITS x 854 SF = 1,708 SF 4 UNIT E 2 BEDRM /l BATH: 8 UNITS x 853 SF = 6,824 SF 16 UNIT E 1 BEDRM: 4 UNITS x 661 SF = 2,644 SF 6 BEDRM w/ DEN: 18 TOTAL UNITS = 13,348 SF SF BUILDING TEN: BUILDING THREE: T 2 BEDRM/ 1 1/2 BATH: 2 UNITS x 1163 SF = 2,326 UNIT E 2 BEDRM /l BATH: 8 UNITS x 853 SF = 6,824 SF 16 UNIT E 1 BEDRM: 4 UNITS x 661 SF = 2,644 SF 6 1 BEDRM /l BATH: 4 UNITS x 661 SF = 12 TOTAL UNITS = 9,468 SF D2 (2) BEDRM /(1) BATH: 3 UNITS x 979 SF - BUILDING FOUR: 11,794 SF UNIT A STUDIO: 4 UNITS x 543 SF - 2,172 SF 6 UNIT B 1 BEDRM w/ DEN: 2 UNITS x 854 SF = 1,708 SF 4 UNIT E 2 BEDRM /1 BATH: 8 UNITS x 853 SF = 6,824 SF 16 UNIT E 1 BEDRM: 4 UNITS x 661 SF = 2,644 SF 6 SF SF 18 TOTAL UNITS = 13,348 SF SF 2,172 BUILDING NINE: BUILDING FIVE: UNIT D2 2 BEDRM /2 BATH UNIT A (1) BEDRM. UNIT C2 1 BEDRM w/ DEN: 4 UNITS x 825 SF = 3,300 SF 8 UNIT C 1 BEDRM: 6 UNITS x 726 SF = 4,356 SF 9 UNIT D 2 BEDRM /2 BATH: 6 UNITS x 972 SF = 5,832 SF 12 UNIT D2 (2) BEDRM /(1) BATH: 16 TOTAL UNITS = 13,488 SF UNIT B 1 BEDRM w/ DEN: 21 TOTAL UNITS = BUILDING SIX: SF SF BUILDING TEN: UNIT T 2 BEDRM/ 1 1/2 BATH: 2 UNITS x 1163 SF = 2,326 SF 4 UNIT E 2 BEDRM /l BATH: 8 UNITS x 853 SF - 6,824 SF 16 UNIT E 1 BEDRM /l BATH: 4 UNITS x 661 SF = 2,644 SF 6 D2 (2) BEDRM /(1) BATH: 3 UNITS x 979 SF - 14 TOTAL UNITS = 11,794 SF 15 TOTAL UNITS = 11,379 BUILDING SEVEN: SF BUILDING ELEVEN: UNIT E 1 BEDRM: UNIT E 2 BEDRM /l BATH: 8 UNITS x 853 SF = 6,824 SF 16 UNIT E 1 BEDRM: 4 UNITS x 661 SF = 2,644 SF 6 D2 (2) BEDRM /(1) BATH: 6 UNITS x 979 SF = 12 TOTAL UNITS = 9,468 SF lall r V;Ak� R-44 � I 105 TOTAL UNITS 1anieill►molco:r'o, UNIT A (1) BEDRM. 6 UNITS x 546 SF = 3,276 SF UNIT B (1) BEDRM w/ DEN: 3 UNITS x 847 SF = 2,541 SF UNIT C (1) BEDRM: 3 UNITS x 740 SF = 2,220 SF UNIT C2 (1) BEDRM w/ DEN: 3 UNITS x 845 SF = 2,535 SF UNIT D2 (2) BEDRM /(1) BATH: 6 UNITS x 979 SF = 5,874 SF SF 4 21 TOTAL UNITS = 16,446 SF 2,172 BUILDING NINE: 6 UNIT D2 2 BEDRM /2 BATH UNIT A (1) BEDRM. 6 UNITS x 546 SF = 3,276 SF UNIT B (1) BEDRM w/ DEN: 3 UNITS x 847 SF = 2,541 SF UNIT C (1) BEDRM: 3 UNITS x 740 SF = 2,220 SF UNIT C2 (1) BEDRM w/ DEN: 3 UNITS x 845 SF = 2,535 SF UNIT D2 (2) BEDRM /(1) BATH: 6 UNITS x 979 SF = 5,874 SF UNIT B 1 BEDRM w/ DEN: 21 TOTAL UNITS = 16,446 SF SF BUILDING TEN: UNIT A STUDIO: 4 UNIT A (1) BEDRM. 6 UNITS x 546 SF = 3,276 SF UNIT B (1) BEDRM w/ DEN: 3 UNITS x 847 SF = 2,541 SF UNIT C3 (1) BEDRM w/ DEN: 3 UNITS x 875 SF = 2,625 SF UNIT D2 (2) BEDRM /(1) BATH: 3 UNITS x 979 SF - 2,937 SF TWENTY -ONE: 15 TOTAL UNITS = 11,379 SF SF BUILDING ELEVEN: UNIT E 1 BEDRM: 4 UNITS x 661 SF = 2,644 UNIT C (1) BEDRM: 6 UNITS x 740 SF = 4,440 SF UNIT C2 (1) BEDRM w/ DEN: 6 UNITS x 845 SF = 5,070 SF UNIT D2 (2) BEDRM /(1) BATH: 6 UNITS x 979 SF = 5,874 SF TWENTY -TWO: 18 TOTAL UNITS = 15,384 SF SF BUILDING TWELVE: w/ DEN UNIT C (1) BEDRM: 6 UNITS x 740 SF = 4,440 SF UNIT C2 (1) BEDRM w/ DEN: 6 UNITS x 845 SF = 5,070 SF UNIT D2 (2) BEDRM /(1) BATH: 6 UNITS x 979 SF = 5,874 SF TWENTY -FOUR: 18 TOTAL UNITS = 15,384 SF 16 UNITS x 100 = 1,600 BUILDING THIRTEEN: UNIT C3 (1) BEDRM w/ DEN: 6 UNITS x 875 SF = 5,250 SF UNIT D (2) BEDRM /(2) BATH: 6 UNITS x 979 SF = 5,874 SF 12 TOTAL UNITS = 11,124 SF BUILDING TWENTY - THREE: 0 REC. /LOUNGE /LEASING OFFICE: = 6,784 SF TOTAL = 6,784 SF REQ'D PHASE III ST ALLS A 72 TOTAL UNITS UNIT D 2 BEDRM /2 BATH: BUILDING SF FOURTEEN: 847 12 TOTAL UNITS = 11,664 UNIT E 2 BEDRM /l BATH: 8 UNITS x 853 SF = 6,824 SF 16 UNIT E 1 BEDRM: 4 UNITS x 661 SF = 2,644 SF 6 UNIT B 1 BEDRM w/ DEN: 2 UNITS x 854 SF = 1,708 SF 4 UNIT A STUDIO: 4 UNITS x 543 SF - 2,172 SF 6 UNIT D2 2 BEDRM /2 BATH 2 UNITS x 1,072 SF = 2,144 18 TOTAL UNITS = 13,348 SF BUILDING FIFTEEN: 8 UNITS x 972 SF = 7,776 SF 16 UNIT E 2 BEDRM /1 BATH: 8 UNITS x 853 SF - 6,824 SF 16 UNIT E 1 BEDRM: 4 UNITS x 661 SF -- 2,644 SF 6 UNIT B 1 BEDRM w/ DEN: 2 UNITS x 854 SF - 1,708 SF 4 UNIT A STUDIO: 4 UNITS x 543 SF - 2,172 SF 6 4 UNITS x 661 SF = 2,644 SF 18 TOTAL UNITS = 13,348 SF SF 4 BUILDING SIXTEEN: SF 6 UNIT D 2 BEDRM /2 BATH: 12 UNITS x 972 SF = 11,664 SF 24 847 12 TOTAL UNITS = 11,664 SF 740 BUILDING SEVENTEEN: C2 = 845 UNIT D 2 BEDRM /2 BATH 12 UNITS x 972 SF = 11,664 SF 24 UNIT C 1 BEDRM: 12 UNITS x 726 SF = 8,712 SF 18 979 24 TOTAL UNITS = 20,376 SF PHASE IV 73 TOTAL UNITS BUILDING EIGHTEEN: UNIT D2 2 BEDRM /2 BATH 2 UNITS x 1,072 SF = 2,144 SF 4 w/ DEN UNIT D 2 BEDRM /2 BATH 8 UNITS x 972 SF = 7,776 SF 16 10 TOTAL UNITS - 9,920 SF BUILDING NINETEEN: UNIT D 2 BEDRM /2 BATH 6 UNITS x 972 SF = 5,832 SF 12 UNIT C 1 BEDRM: 10 UNITS x 726 SF = 7,260 SF 15 16 TOTAL UNITS = 13,092 SF BUILDING TWENTY: UNIT E 2 BEDRM /l BATH: 8 UNITS x 853 SF = 6,824 SF 16 UNIT E 1 BEDRM: 4 UNITS x 661 SF = 2,644 SF 6 UNIT B 1 BEDRM w/ DEN: 2 UNITS x 854 SF = 1,708 SF 4 UNIT A STUDIO: 4 UNITS x 543 SF = 2,172 SF 6 18 TOTAL UNITS = 13,348 SF BUILDING TWENTY -ONE: UNIT E 2 BEDRM /l BATH: 8 UNITS x 853 SF = 6,824 SF 16 UNIT E 1 BEDRM: 4 UNITS x 661 SF = 2,644 SF 6 UNIT B 1 BEDRM w/ DEN: 2 UNITS x 854 SF = 1,708 SF 4 UNIT A STUDIO: 4 UNITS x 543 SF = 2,172 SF 6 18 TOTAL UNITS = 13,348 SF BUILDING TWENTY -TWO: UNIT D2 2 BEDRM /2 BATH: 2 UNITS x 1,072 SF = 2,144 SF 4 w/ DEN UNIT D 2 BEDRM /2 BATH: 3 UNITS x 972 SF = 2,916 SF 6 UNIT C 1 BEDRM: 6 UNITS x 726 SF = 4,356 SF 9 11 TOTAL UNITS = 9,416 SF BUILDING TWENTY -FOUR: GARAGE UNITS: 33 UNITS = 7,200 SF STORAGE UNITS: 16 UNITS x 100 = 1,600 SF 49 TOTAL UNITS = 8,800 SF TOTAL # OF UNITS: 361 UNITS TOTAL REQUIRED PARKING = 637 TOTAL PARKING PROVIDED = 650 PHASE II UNIT SIZE A = 546 SF B = 847 SF C = 740 SF C2 = 845 SF C3 = 875 SF D = 979 SF D2 = 979 SF N OVERALL SITE PLAN 20 40 $° 120 SCALE: 1" = 40' 1 "= 40' LICENSED checked: G.C.W. ARCHITECT date: 10 -05 -04 issue: title: PHASE - II sheet n0. AR- 984262 drawn: R. C.T. c • OVERALL SITE PLAN SP-0 GLENN C. WELLS THE VILLAGE APARTMENTS STATE OF IDAHO REXBURG, IDAHO PHASE II 105 TOTAL UNITS BUILDING EIGHT: UNIT A (1) BEDRM. 6 UNITS x 546 SF = 3,276 SF UNIT B (1) BEDRM w/ DEN: 3 UNITS x 847 SF = 2,541 SF UNIT C (1) BEDRM: 3 UNITS x 740 SF = 2,220 SF UNIT C2 (1) BEDRM w/ DEN: 3 UNITS x 845 SF = 2,535 SF UNIT D2 (2) BEDRM /(1) BATH: 6 UNITS x 979 SF = 5,874 SF 21 TOTAL UNITS = 16,446 SF BUILDING NINE: UNIT A (1) BEDRM. 6 UNITS x 546 SF = 3,276 SF UNIT B (1) BEDRM w/ DEN: 3 UNITS x 847 SF = 2,541 SF UNIT C (1) BEDRM: 3 UNITS x 740 SF = 2,220 SF UNIT C2 (1) BEDRM w/ DEN: 3 UNITS x 845 SF = 2,535 SF UNIT D2 (2) BEDRM /(1) BATH: 6 UNITS x 979 SF = 5,874 SF 21 TOTAL UNITS = 16,446 SF BUILDING TEN: UNIT A (1) BEDRM. 6 UNITS x 546 SF = 3,276 SF UNIT B (1) BEDRM w/ DEN: 3 UNITS x 847 SF = 2,541 SF UNIT C3 (1) BEDRM w/ DEN: 3 UNITS x 875 SF = 2,625 SF UNIT D2 (2) BEDRM /(1) BATH: 3 UNITS x 979 SF = 2,937 SF 15 TOTAL UNITS = BUILDING ELEVEN: UNIT C (1) BEDRM: 6 UNITS x 740 SF = UNIT C2 (1) BEDRM w/ DEN: 6 UNITS x 845 SF = UNIT D2 (2) BEDRM /(1) BATH: 6 UNITS x 979 SF - 18 TOTAL UNITS = BUILDING TWELVE: UNIT C (1) BEDRM: 6 UNITS x 740 SF UNIT C2 (1) BEDRM w/ DEN: 6 UNITS x 845 SF -- UNIT D2 (2) BEDRM /(1) BATH: 6 UNITS x 979 SF = 11,379 SF 4,440 SF 5,070 SF 5,874 SF 15,384 SF 4,440 SF 5,070 SF 5,874 SF 18 TOTAL UNITS = 15,384 SF BUILDING THIRTEEN: UNIT C3 (1) BEDRM w/ DEN: UNIT D (2) BEDRM /(2) BATH: 6 UNITS x 875 SF = 5,250 SF 6 UNITS x 979 SF = 5,874 SF 12 TOTAL UNITS = 11,124 SF BUILDING TWENTY - THREE: REC. /LOUNGE /LEASING OFFICE: = 6,784 SF TOTAL = 6,784 SF REQ'D PARKING STALLS UNIT SIZE A = 546 SF B = 847 SF C = 740 SF C2 = 845 SF C3 = 875 SF D = 979 SF D2 = 979 SF TOTAL UNITS PHASE II SITE SCALE: 1" = 20' It ur GLENN C WELLS, 1235 4TH AVENUE E. OLYbIPIA, WA 98506 ARCHITECT (360) 352 -4553 A.I.A. LICENSED ARCHITECT date: 10 -05 -04 drawn: R.C.T. checked: G.C.W. GLENN C. WELLS STATE OF IDAHO Ill issue: title: (PHASE -II 0 10 20 40 60 1 "= 20' LEGEND C - COMPACT S - STANDARD sheet no. V - F DEIS A THE VILLAGE APARTMENTS REXBURG, IDAHO SP -1 0 0 W I DTH TO MATCH W I DTH OF EXPANSION JOINT 2" TOOLED EDGE TYP. EXPOSED AGGREGATE FINISH OR AS OTHERWISE NOTED 114" COMPRESSIBLE FILLER @ EXPANSION JOINT TYP. W.W.F. REINFORCING SEE SPECS 4 ' GRAVEL BASE NOTE: CONTROL JOINTS AS SHOWN ON PLANS IF NOT INDICATED ON PLANS LOCATE AT 5' -0" O.C. VERIFY WITH ARCHITECT CONCRETE CONTROL oJOIN WALKWAYS T N.T.S. "5EE CIVIL DRAWING5" TRANSITION AT ASPHALT O 2 PAVING /PAVEMENT PATCHING N.T.S. CONCRETE WALK BROOM FINISH 114" TOOLED JOINT 2" TOOLED EDGE FINISH GRADE OR giz� ASPHALT PAVING WWF REINFORCING # 4 CONTINUOUS _1D BASE COURSE CURB DETAIL AT 5 SLAB AT WALKWAYS N.T.S. y- DOOR FRAME DOOR BEVELED DOOR MAX a THRESHOLD C oTYP. THRESHOLD DETAIL .080 THICK ALUMINUM OR PORCELAIN ON STEEL. ACCESSIBLE PARKING SIGN TO READ "RESERVED PARKING" WITH ACCESSIBLE SYMBOL AND "VAN ACCESSIBLE" (WHERE APPLICABLE). BOLT TO STEEL TUBE WITH 1/2" CADMIUM PLATED BOLTS NUTS AND WASHERS. LOCATE AT HEAD OF ALL ACCESSIBLE PARKING SPACES AND BACK TO BACK SIGNS. SAFE -HIT FLEXIBLE POST w/ "SMT" TWIST LOCK BASE BOND TO CONCRETE WALKWAY OR ASPHALT SURFACE WITH EPDXY CEMENT AVAILABLE: TRAFFIC SIGN INC. (206) 333 -6222 1111IIIIIEN RESERVED PARKING VAN RESERVED PARKING STATE DISABLED PARKING PERMIT REQUIRED 9 TACK COAT PAYING TO CONCRETE II _ I I I I -- I Li I nA.D.A. PARKING SIGN `",/ N.T.S. It7i 311711lttU + X 3 m 40fj_e . Fir, . O s BOLLARD DETAIL N.T.S. METAL POST FIN. S.U. PVC SLEEVE CONCRETE GROUT HANDICAP SIGN N.T.S. NOTES: 1. ACCESSIBLE PARKING SIGN PER STATE, LOCAL CODE AND REGULATIONS. GLENN C WELLS, I 1235 4TH AVENUE E. OLYMPIA, SPA 98506 ARCHITECT (360) 352 -4553 A.I.A. r11e PAINMV Wm`14 - voMv- Top . date: 10 -05 -04 drawn: K.M.C. checked: G.C.W. STONE PAVER AT PEE) PLAZA (EXPOSED AGGREGATE ELSE WHERE) 2" TOOLED EDGE TYP. II �" CONTINUOUS SEALANT 2" 2" — EXPOSED AGGREGATE FINISH 114" TOOLED JOINT OR AS OTHERWISE NOTED SLOPE b 114 COMPRESSIBLE FILLER 2" TOOLED EDGE � � � ^�� � EXPANSION JOINT TYP. _ _ FINISH gRADE 0 0o Qo o 0o Oo Oo Qo e o Oo 0 0o O x^"`� -�,�. _ ( o � 000 p50-1 (�� 00 ( 0 � 00 ( 0 � 00 ( 0 � 000 0° oo (� W.W.F. REINFORCING _ o'Qo' Q 00o ,' o O 'c' 0 O`- ao P . o c Q vo -'p SEE SPECS ° III i Q­j 0 000 000 000 0Oo 000 000 000 000 000 Oo 0 00 0O ►I o 0°O(' a v — – WWF REINFORCING 4 GRAVEL BASE �- Q p a o o — N0 I N DIC ATED 000 000 o a NOTE: EXPANSION JOINTS AS SHOWN ON PLANS I III =� F T , — Q I IW LOCATE AT 15' -0" O.C. VERIFY WITH ARCHITECT. - — — — — iIl --- # 4 CONTINUOUS .VIII= III.. =II I � Il — ^ �� 4" GRAVEL BASF 0 CONCRETE EXPANSION oJOINT FOR WALKWAYS issue: title: (PHASE -II THICKENED SLAB EDGE oDETAIL AT WALKWAYS N.T.S. sheet no. SITE DETAILS THE VILLAGE APARTMENTS REXBURG, IDAHO LINE OF PAVING SCOPE OF INVESTIGA To accomplish our work we conducted the following tasks: 1. Review soil survey of Madison County. 2. Conducted a site visit and logged 8 test pits as shown in Figure 1. Field evaluation were performed in general accordance with ASTM D -420. The soils were described in general accordance with ASTM D -2488. The soil was classified in general accordance with ASTM D 2487. Test pits were loosely filled after the holes were logged. 3. Soil samples were tested to assess the grain size distribution, compaction characteristics and behavior. Grain size distributions were assessed in general accordance with ASTM D -1140 and D -422 Moisture - Density test results were obtained in general accordance with ASTM D -2435. Compaction characteristics were assessed in general accordance with ASTM D -698 and D -1557. The results of the laboratory tests are presented on the exploratory test pit logs and in appendix B, Laboratory Test Results. 4. The results of the investigations were used to provide conclusions and recorurnendations regarding the existing site conditions, structural fill, subsurface drainage, and load - bearing capacity of the soil. 5. Prepare a written report with our findings, opinions, and geotechnical recommendations. We have provided 5 copies of this report to aid you in planning, design, and construction process. Based on your description of the proposed construction, Schiess & Associates understands housing, parking areas, and other appurtenances as shown on the site plan will be constructed. Conventional spread footings are proposed to support relatively light structural loads. LocAL CoNDmoNS At the time of our field evaluation the surface of the site was planted to alfalfa hay. The root , zone may extended to approximately S feet below the ground su fma. Eight exploratory test pits were excavated within the proposal development area identified on Figure I and shown on the attached logs. tieotechnical engmecrmg staff from our office performed fieldwork on June 5, 2003. The test pits were excavated using a tire-mounted, backhoe with a 24 -inch bucket. The soil encountered in the test pits was visually classified and described in general accordance with ASTM D-2497 and D -2488 Unified soil Classification System (USCS) and the subsurface profiles were logged. select soil samples were obtained for laboratory testing. The test pits were loosely backfilled at the conclusion of the field evaluation. We separated gravels and silt layers and replaced the gravel on the bottom. The backfill in the test pits will consolidate with time. If it is found that the test pits are under structures or pavement areas, the test pits must be re- excavated and the material replaced and compacted according to the structural fill section of this report. Replacing the loose backfill with structural fill will reduce the potential for isolated settlements in the test pit areas. In the locations explored we encountered a 3 foot to 5 foot thick layer of silt loam. The silt loam is underlain by sandy gravel. Dense sandy gravel was encountered in all of the test pits. The dense sand and gravel typically contained rock less the 3 inches in diameter and only very small amounts of silt and clay fines, typically having 0 to 9 percent by weight passing the No. 200 Sieve. Groundwater was not encountered in the test pits. Cnoundwater elevations will fluctuate seasonally and will be affected by changes in site development, precipitation, irrigation and other factors. Detailed descriptions of subsurface conditions encountered in the exploratory borings and test pits are presented in Appendix A, Exploratory Test Pit Logs. The Unified Soil Classification System (USCS) is included in Appendix B and shouuld be used to interpret the terms used on the logs and throughout this report. Subsurface conditions may vary across the site. If subsurface conditions change or are observed to be other than those observed in the boring and test pit locations, the construction schedule, plans, and costs may change. SO IL CHARACTERISTICS The soil profile on the proposed project site generally consists of 3 to 5 feet of silt loam - . underlain by coarse sand and gravel. The soil conditions encountered on the site are considered acceptable for support of the planned development. Laboratory test results indicate that the surfieial silt loam soil on the site has low plasticity was observed to be dilatant. Inorganic silt loam is typically prone to frost expansion if a source of water exists before or during freezing temperatures. Care should be taken to reduce the potential for frost expansion by controlling water run off and placement of footings below depths where freezing of the soil will occur. Geotechnical issues for this project include slope stability in foundation excavations, surface and subsurface drainage, retaining structures, buried construction, frost expansion, foundation support, settlement and fill compaction. The on -site sand and gravel is Highly permeable and will allow water to migrate rapidly through the matrix. If backfill against the wall consists of unsuitable material or if water is improperly drained and becomes impounded against a soil retaining wall significant hydrostatic pressure could develop. If protective measures and/or good construction practices are not observed these hydrostatic pressures could be enough to cause structural distress or even failure of the wall. Information obtained from the test pits is specific to individual locations within the project area. The following text provides construction recommendations for the proposed site and building preparations with respect to the conditions observed in the recommendations are provided to help accommodate existing site conditions and reduce the risk of property damage associated with the failure modes describer) in this report. Our geotechnical recommendations should not be misconstrued as elimination of risk or a guarantee that property damage will not occur. RECOMMENDATIONS The following geotechnical recommendations are presented to assist in the project planning, design, and construction. Our recommendations are based on experience with similar soil and geologic conditions and our understanding of the proposed construction. If the development plans change or site conditions are not as described in this report we should be notified so that we may make modifications to our recommendations. Site Preparation The silt loam on the site is suitable for landscaping fill, However, if silt may be subjected to freezelthaw activity and has a relatively low subgrade support value, we recommend the clayey silt be removed from under any structural event on the site. In pavement areas where more than 2 feet of silt loam are encountered the upper 2 feet of silty loam should be removed and replaced with compacted structural fill as outlined in the structural fill section of this report. The silt loam should be stockpiled separately for use as landscaping fill. The excavated sand and gravel is suitable for use as structural fill. We recommend exposed sandy gravel subgrade in pavement and structure footprint locations be compacted to at least 95 percent of its maximum dry density as determined by ASTM D -1557 (Modified Proctor). If sand and gravel soil is encountered that is too coarse for moisture density relationship determination, the maximum dry density of the coarse materials can be estimated during construction using a roller pattern. A roller should be used to establish the maximum density of the soil and should consist of at least 10 complete passes of a 10 ton, smooth drum, vibratory roller. Silt loam subgrade excavated down 2 feet in pavement locations should be compacted to at least 93 percent of its maximum dry density prior to placing fill. Subgrade soil should be properly moisture conditioned prior to attempting compaction efforts. Optimum moisture content, by weight, for compaction should be determined by a field compaction testing program at the beginning of and during construction. Depending on the conditions during construction, the contractor should anticipate a significant moisture conditioning effort for the silt loam to achieve acceptable moisture levels. Soft or unstable areas should be removed to firm soil and replaced with structural fill. Schiess & Associates must review the compac = process prior to placing structural fill. After subgrade compaction is accepted, structural fill can be placed. Frost depth in the Rexburg area is 36 to 48 inches. We recommend that footings have at least 48 inches of soil cover for frost protection. Water lines should be placed at least 60 inches below ground surface. Surface Drainage Temporary roads will be required to permit access of construction equipment and vehicles. We recommend temporary access roads consist of at least 18 inches of fine to coarse sandy gravel. The on -site sandy gravel is suitable for construction of temporary roads. During construction gravel used to construct the temporary roads will probably be mixed with the on -site silt loam soil. The mixed soil will have a lower shear strength and will be less suitable for support of the final pavement section. We recommend removal of mixed or contaminated subbase prior to placement of the final pavement section. Construction grading and final site grading should be such that ground surfaces slope at a minimum of three percent away from structures to reduce the potential for ponding adjacent to footings and slabs. Grades should direct surface runoff to an appropriate disposal system and away from all cut or fill slopes and below grade structures. All runoff should be directed away from the proposed construction and not be allowed to infiltrate the soil. We recommend storm water be disposed of onsite as directed by City Code. If dry wells or swales are required, we recommend they be positioned down gradient and at least 50 feet from buildings or structures. Backfill placed against below grade walls should consist of the on -site sandy gravel. The sandy gravel has very little fine content and is highly permeable. The "clean "backfill will allow water to drain rapidly away from below grade walls, thereby reducing the potential for development of hydrostatic pressure. The sandy gravel should be maintained in its clean and free draining condition prior to placement. We recommend free draining sand and gravel have less than 3 percent by weight passing the No. 200 sieve. Contamination of the sandy gravel with even small amounts of clayey silt will affect its permeability significantly and render the sandy gravel unusable as free draining backfill. All existing ditches should be filled with structural fill after removing all topsoil and organic material. Subsurface Drainage Subsurface drainage can be provided using dry -wells or swales. Dry -wells should be located a minimum of 50 feet from structures. Dry -wells should extend at least 8 feet into the native sandy gravel and should consist of 2.0 inch diameter washed rock separated from native sandy gravel and clayey silt soils by Lion- vioven geotextile equivalent to Amoco 4551. We recommend a design percolation rate of 5 minutes per inch be used to design dry -wells constructed in the sandy gravel. Excavation Characteristics Native soil may be excavated using conventional soil excavation techniques. The upper 3 to 5 feet of silt loam will be susceptible to rutting and pumping if it becomes saturated. Due to the relatively low plasticity of the silt loam, it is our opinion that the shrink/swell potential of the soil is minimal. In addition, the contractor should be aware that soil encountered in the test pits is cohesionless and will readily cave into excavations. Groundwater was not encountered and we are told groundwameris.near 18 feet below the surface. It does not appear that groundwater will significantly impact project construction. We recommend that site construction be undertaken during dry weather conditions. if the site construction, particularly grading, is undertaken during wet periods of the year, the soil containing silt loam will be susceptible to pumping or rutting when subjected to heavy loads from rubber -tired equipment or vehicles which exert a point load. Wet weather earthwork should be performed by low pressure, track - mounted equipment that spread and reduces the vehicle load. All soft and undisturbed areas that develop through the course of work should be, excavated to undisturbed soil and backfilled with structural fill as recommended in this report. Assuming the soil is wet and soft but not disturbed, the initial layer of fill placed over the native soil should be at least 12 inches in depth. The thickness of the initial layer of fill over soft, undisturbed soil should be increased if pumping or rutting is observed during compaction. Subgrades that degrade or become damaged under construction traffic may require over - excavations to remove soft soil. The excavated soil should be replaced with compacted structural fill. Structural Fill Based on our experience and observations, the onsite gravels are classified as coarse sandy gravel or pit run gravel typical of the Snake River Plain. When properly compacted, the sandy gravel will have a California Bearing Ratios (CBR) of approximately 54. The modulus of subgrade reaction (IC is estimated to range from 300 to 500 pounds per spare inch per inch (pci) for dry to moist conditions and as indicated previously, the on-site sandy gravel is suitable for use as structural fill. Imported granular fill for concrete slabs, access driveways or other facilities should consist of crushed gravel classified as GW or GP as designated by the Unified Soil Classification System. Soil containing vegetation and organic material (topsoil) is not suitable for use as structural fill. All fill which will support pavements, structures, foundations or concrete slabs should be structural fill. Structural fill placed to achieve site grades should be moisture conditioned and placed in 12 -inch thick, loose lifts. Each lift should be compacted to at least 95 percent of the maximum dry density as determined by ASTM D -1557 (Modified Proctor). Retaining wall systems should be designed to resist lateral earth pressures. These pressures will be generated from the soil retained, plus any surcharge from backfill materials, slopes, construction equipment or other loads adjacent to the walls. We recommend that lateral earth pressures be calculated using an equivalent fluid pressure (EFP) of 50 pounds per cubic foot (pcf) for the at -rest case, 400 pcf for the passive case, and 40 pcf, for the active case. These equivalent fluid pressures assume fully drained conditions, and that no hydrostatic forces are acting on the wall. The recommended EFP's also assume the top surface of the backfill adjacent to all below grade walls slopes down and away from the retaining wall at a minimum of three percent for drainage. Lateral surcharge pressures due to equipment, slopes, storage loads, etc. have not been included in the above lateral earth pressure recommendations. The lateral earth pressure coefficient of 0.5 could be used to estimate the lateral earth pressure induced on below grade walls due to adjacent surcharge loads. Temporary cut slopes will be necessary during construction. Slopes should be constructed no steeper than 1.5:1 (Horizontal to Vertical) to reduce the potential for erosion. Based on our experience with similar soils, the temporary slopes will remain relatively stable. Site grading and berms around the perimeter of excavations should be considered to prevent precipitation from draining over the slopes and into excavations. Slopes cut to a 1.5:1 ration may experience localized sloughing. If water is permitted to run over the slope erosion will occur. Trench excavations greater than 4 feet in depth should be sloped back at least 1:I (horizontal to vertical). Alternatively, trenches and excavations may be shored or braced in accordance with OSHA regulations and local codes. Spread Footings We recommend foundations for process structures bear on compacted, native sandy gravel or on compacted sandy gravel structural fill supported by the native sandy gravel. If compacted structural fill is placed beneath footings, the compacted fill should extend 1 foot horizontally for every foot in thickness of fill placed. Foundation bearing surfaces should be compacted to at least 95 percent of ASTM D -1557 (Modified Proctor). Schiess & Associates should be retained to review all foundation excavations to confirm the native and fill soil is compacted and all loose, unsuitable or disturbed material is removed. Building foundations should not bear on or above the silt loam topsoil or uncontrolled fill. If the preceding recommendations are followed, foundations bearing on compacted structural fill or native gravel at the depths indicated may be designed using a maximum allowable bearing pressure of 4000 pounds per square foot (psf). Shallow continuous and isolated column footings supported by the dense sandy gravel should be designed based on a maximum allowable bearing pressure of 3400 pounds per square foot (psf). a recommend that a coefficient of base friction (f for mass concrete placed on native soil of equal to 0.40 be used in foundation design. These foundation recommendations presume all recommendations in this report are incorporated into p construction, to be verified by Schiess & Associates during construction observation and testing. If the preceding recommendations are followed, we estimate total and differential settlement will be less than 0.25 inch vertically. Concrete Slab -on -Grade Concrete slab -on -grade sections should be supported by compacted structural fill over native dense sandy gravel as described above. We recommend that concrete slab -on grade floors be underlain by at least six inches of /.- inch - minus, well - graded, crushed sand and gravel top course to provide a leveling course and moisture protection for the slab. The top course shall be placed over structural fill or native dense sandy gravel compacted to at least 95 per of ASTM D -1557 (Modified Proctor). Top course should be compacted to at least 95 percent of the maximum dry density of the soil as determined by ASTM D -1557 (Modified Proctor). Sub-grade areas that become soft, wet, frozen or disturbed � ec� � beneath floor slabs slabs should be designed with structural fill. Floor slabs and structur l for the anticipated u e: Pavement Pa understand traffic volumes will be limited to residential traffic. Based on our field W e exploration and construction monitoring, we anticipate the majority of the subgrade for all proposed pavement areas will consist of dense sandy gravel. We understand pavements on the site will be either Portland Cement Concrete (PCC) pavements or asphalt pavements (AC). The fine to coarse sandy gravel typically observed at depths of 3 to 5 feet below the existing ground suiface is suitable for support of concrete pavement provided it outlined in the structural fill section of this report. is undisturbed or adequately compacted as GLENN C WELLS, [ 1235 4TH AVENUE E. OLYMPIA, OVA 98506 ARCHITECT (360) 352 -4553 A.I.A. LICENSED ARCHITECT AR- 984262 GLENN C. WELLS STATE OF IDAHO Based on our understanding that the pavement will support residential traffic, we recommend at . least 6 inches of PCC concrete pavement over at least 12 inches of undisturbed or adequately . compacted sandy gravel. We recommend pavement be constructed using Portland Cement Concrete having a minimum compressive strength of 4000 psi and 6 percent air entrainment for freeze -thaw durability. The pavement should have keyed construction joints to accomplish load transfer. Expansion joints should be either saw -cut or formed into the pavement on 20 foot intervals to help reduce uncontrolled cracking. if joints are saw -cut into the concrete, they should be cut within 24 hours of concrete finishing. Steel reinforcement is recommended. Concrete and reinforcement should be placed in accordance with standards outlined by the American Concrete Institute. Slopes of I percent may be used for PCC pavements. Areas where pavement is to be supported by fine grain clayey silt shall be over - excavated to a depth of approximately 2 feet below proposed top of pavement. Silt loam in the bottom of the excavation shall be firm and undisturbed. Disturbed and saturated soil shall be removed and replaced with compacted structural fill. Structural fill shall be placed to achieve the Aggregate Base subgrade elevation. We estimate the California bearing ratio (CBR) of the sandy gravel to be 54. We recommend the pavement subgrade in areas where the pavement will be supported by sandy gravel be prepared as recommended above and in the Site Preparation section of this report. Any loose or disturbed material shall be recompacted to at least 93 percent of the maximum dry density as determined by ASTM D -1557 (Modified Proctor). The rigid pavement section should consist of six (6) inches of crushed aggregate base providing subgrade is achieved as described above. Aggregate base should consist of'/ -inch- minus; well - graded crushed sand and gravel with less than 3 percent passing the 200 sieve. Aggregate base should be compacted to at least 95 percent of the maximum dry density as determined by ASTM D -1557 (Modified Proctor). We recommend Schiess & Associates observe final subgrade preparations and all subbase and top course placements. The asphalt pavement section should consist of 2 inches of asphalt concrete over 6 inches of base over 16 inches of subbase for parking and passenger vehicle areas. Asphalt pavement should have material properties as specified for the Idaho Transportation Department Class B. asphalt pavement. The asphalt concrete should be compacted to 95 percent of the maximum density for the mix design (Marshall 50 blow) or 92 percent of Hveem txux design. Asphalt mix designs and all appropriate aggregate source certificates should be accepted by the engineer at least 3 days prior to paving. Asphalt construction and filial surface smoothness, joints and density should meet the latest edition of ITD Standards for Highway Construction. We recommend that crack maintenance be accomplished on all pavement areas every five years to reduce the potential for surface water infiltration into the underlying pavement sub - grade. Surface and sub -grade drainage are extremely important to the performance of the pavement section. Therefore, we recommend the subgrade, base and asphalt surfaces slope at no less than two percent to an appropriate storm water disposal system. The He of the pavement will be dependent on achieving adequate drainage throughout the section and especially at the subgkadc -' Water that ponds at the rock subgrade surface can induce heaving during the fre=e-tFiaw process. Geotextile Applications Geotextile can be utilized during construction to provide both stabilization and separation of dissimilar soils. It has been our experience that separation is the primary benefit from geotextiles. Geotextiles provide good separation when placed between granular soils and the native fills containing silt. Separation between fine and granular soils can typically be achieved with an eight ounce per square yard non-woven geotextile, Non -woven filter fabric will be required for trench and foundation drains. Where stabilization of soft or wet silt loam is required in pavement areas, we recommend using woven geotextile equivalent to Amoco 2006. The geotextile will help reduce the potential for soil fines to migrate into base and subbase used for construction of pavement sections. The woven geotextile should be placed over soft undisturbed soil prior to placement of subbase or structural fill. The initial layer of structural fill should be at least I foot thick to avoid pumping and disturbance of the underlying soil. In areas where removal of soft, saturated soil is required, woven geotextile may be required. Woven geotextil should be placed on firm undisturbed soil. The initial lift of structural fill on the textile should be at least 1 foot thick in order to protect the soft subgrade from disturbance or rutting from construction equipment. Under no circumstances should geotextile be placed over disturbed, saturated silt loam soils. REPORT LIMITATIONS This report has been prepared to assist the preliminary planning and design of the proposed ' development. Our services consist of professional opinions and recommendations made in accordance with generally accepted geotechnical engineering principles and practices. This acknowledgement is in lieu of all war�ities either expressed ar iunnlied. As the client of a consulting geotechnical engineer, you should know that site subsurface conditions cause more construction problems than any other factor. We offer the fallowing suggestions and observations to help you manage your risks. Your geotechnical engineering report is based on a subsurface exploration plan designed to consider a unique set of project - specific factors. These factors typically include: the general nature of the structure involved, its sire, and configuration; the location of the structure on the site; other improvements, such as access roads, parking lots, and underground utilities; and the additional risk created by scope -of- service limitations imposed by the client. To help avoid costly problems, ask your geotechnical engineer to evaluate how factors that change subsequent to the date of the report may affect the report's recommendations. Unless your geotechnical engineer indicates otherwise, do not use your geotechnical engineering report: • When the nature of the proposed development changed. • When the size, elevations, or configuration of the proposed structure is altered; • When the location or orientation of the proposed structure is modified; • When there is a change of ownership; or • For application to an adjacent site. Geotechnical engineers cannot accept responsibility for problems that may occur if they are not consulted after factors considered in their report's development have changed. Subsurface Conditions Can Change A geotechnical engineering report is based on conditions that existed at the time of subsurface exploration. Do not base construction decisions on a geotechnical engineering report whose adequacy may have been affected by time. Speak with your geotechnical consultant to learn if additional tests are advisable before construction starts. Note, too, that additional tests may be required when subsurface conditions are affected by construction operations at or adjacent to the site, or by natural evenfi such as floods, earthquakes, or ground water fluctuations. Keep your geotechnical consultant apprised of any such events. Most Geotechnical Findings Are Professional Judgments Site exploration identifies actual subsurface conditions only at those points where samples are taken. The data were extrapolated by your geotechnical engineer who then applied judgment to render an opinion about overall subsurface conditions. The actual interface between materials may be far more gradual or abrupt than your report indicates. Actual conditions in areas not sampled may differ from those predicted in your report. While nothing can be done to prevent such situations, you and your geotechnical engineer can work together to help minimize their date: 10 -05 -04 drawn: R .C.T. checked: G.C.W. I ssue: - - impact. Retaining your geotechnical engineer to observe construction can be particularly beneficial in this respect. A Report's Recommendations Can Only Be Preliminary The construction recommendations included in your geotechnical engineer's report are preliminary, because they must be based on the assumption that conditions revealed through selective exploratory sampling are indicative of actual conditions throughout a site. Because actual subsurface conditions can be discerned only during earthwork, you should retain your geotechnical engineer to observe actual conditions and to finalize recommendations. Only the geotechnical engineer who prepared the report is fully familiar with the background information needed to determine whether or not the report's recommendations are valid and whether or not the contractor is abiding by applicable recommendations. The geotechnical engineer who developed your report cannot assume responsibility or liability for the adequacy of the report's recommendations if another party is retained to observe construction. Geotechnical Services are Performed for Specific Purposes and Persons Consulting geotechnical engineers prepare reports to meet the specific needs of specific individuals. A report prepared for a civil engineer may not be adequate for a construction contractor or even another civil engineer. Unless indicated otherwise, your geotechnical engineer prepared this report for its intended purpose without first conferring with the geotechnical engineer. No party should apply this report for any purpose other than that originally contemplated without first conferring with the geotechnical engineer. Geoenvironmental Concerns Are Not At Issue Your geotechnical engineering report is not likely to relate any findings, conclusions, or recommendations about the potential for hazardous: materials existing at the site. The equipment, techniques, and personnel used to perform a geoenvironmental exploration differ substantially from those applied in geotechnical engineering. Contamination can create major risks. If you have no information about the potential for your site being contaminated, you are advised to speak with your geotechnical consultant for information relating to geoenvironmental issues. A, Geotechnical Engineering Report is Subject to Misinterpretation Costly problems can occur when other design professionals develop their plans based on misinterpretations of a geotechnical engineering report. To help avoid misinterpretations, retain your geotechnical engineer to work with other project design professionals who are affected by the geotechnical rgmrt.- Have your geotechnical engineer explain report implications to design professionals affected by them, an d then review those design professionals' plans and specifications to see how they have incorporated geotechnical factors. Although certain other design professions may be familiar with geotechnical concerns, none knows as much about them as a competent geotechnical engineer. Soil Logs Should Not Be Separated From the Report Geotechnical engineers develop their recommendations based on test log data Do not separate the logs from the report for any reason. To minimize the likelihood of test log misinterpretation, give contractors ready access to the complete geotechnical engineering report prepared or authorized for their use. Read Responsibility Cl auses Closely Because geotechiaical engineering is based extensively on judgment and opinion; it is far less exact than other design disciplines. This situation has resulted in wholly uriwarratited claims being lodged against geotechnical engineers. To help prevent this problem, geotechnical engineers have developed a number of clauses for use in their contracts, reports, and other documents. Responsibility clauses are not exculpatory clauses designed to transfer geotechnxcal engineers' liabilities to other parties. Instead, they are definitive clauses that identify where engineers' responsibilities begin and end. Their use helps all parties involved geotechnical recognize their individual responsibilities and take appropriate action. Some of these definitive clauses are likely to appear in your geotechnical engineering report. Read them closely, Your geoteebuical engineer will be pleased to give full and frank answers to any questions. Rely On the Geotechnical Engineer for Additional Assistance Geotechnical engineers' firms are familiar with a variety of techniques and approaches that can be used to help reduce risks for all parties to a construction project, from design through construction. Speak with your geotechnical engineer not only about geotechnical issues, but others as well, to learn about approaches that may be of genuine benefit. Thank you for allowing us to prepare this report. S4 Schiess & Associates ENGINEERING • PLAN NING * LAND SURVEYING M3 SOUTH 46TH WEST, IaAHo FAt W. ID 83402 136 EAST MAIN STREET; AE)(BUpG, In 83440 OPFHV: (200) 522.1244 - FAX 1208) 622.8232 OFFICE: (208) 356 -6082 • FAX (208) 358.8489 June 19, 2003 Mr. Sands McKinley Westbrook Real Estate Development 33801 1` Way South, Suite 271 Federal Way, WA 89003 Project: The Village Apartments — Schiess Project No. 03080 Subject: Soils Investigation for The Village Apartments dated June 10, 2003 Dear Mr. Sands McKinley: Clarification has been requested regarding footing soil cover in the soils investigation for The Village Apartments. Page 7, paragraph 6, under Site Preparation. Delete "48 inches" and replace with "36 inches ". Please attach a copy of this addendum to each of the 5 soils reports dated June 10, 2003. Please call if you have any questions. David R_ Schiess, PE Attachments: 5 copies of this letter �� X �,�� Chris A. Park NOTE: SEE SOILS REFOR7 IN IT5 ENTIRETY r title: (PHASE -II) I sheet no. SOILS REPORT SP -2 THE VILLAGE APARTMENTS REXBURG, IDAHO 7 MAX. RISER, 11" MINIMUM RUN RETU� 1 1 1 Af H^1i^_1 A If SIMPSON LSSU 410 HANGER - PRECAST CONC TREADS NOTE: SEE SHEET "A2roZ" FOR ADDITIONAL DETAILS A NOTES FOR STAIR LANDINGS Na" EXT. TYPE 'X' r (PARALLEL RUN STAIRS) TOP OF LAN011 G/ 2ND FLOOR 6 3"x3 "x /2 "x0' -9" GALV. STL, SEE STRUCTURAL DETAILS STAIR DETAIL SCALE: 1 1/2"=l'—O' WALL LANDIWS ABOVE (SINGLE RUN STAIRS) WALL TYPICAL STAIR PLAN @ 3 -STORY BUILDING S SCALE: 1/4"=V-0" @ SCALE: SEE STRUCTURAL WG D's. FOR MEAM 4 JOIST SIZING= 6 SPACING. REDUCED VERTICAL CLEARANCE � TYP. STAIR SECTION 1/4"=V-0" ENDS OF HAND- RAiL MUST RETURN SMOOTHLY INTO A WALL 3 " CONC R.S. PLYWD SOFFIT SIMPSON LUS 28 HANGER 6x12 P.T. SM w/ (3) 2x6 TRIMMERS 6 EA. END HANDRAIL HAN TYP STAIR DET. SCALE: 3 " =1' -0" NOTE: EXTEND ONE SIDE OF RAILING 23" PAST LAST RISER AT BOTTOM OF STAIRS AND 12" AT TOP OF STAIRS TYPE A DWELLING UNITS GENERAL NOTES 1. The primary entrance to all buiidiNs to be accessible to the public way and common areas. Accessible routes to include sidewalks with a slope of 1:20, 6" curb cuts and 1:12 ramps. Handicapped parking stalls to have a max. 1:48 slope each way across stall. 2. All spaces within unit to provide a wheelchair turning space (60" diameter). 3. All doors in Type A units to have a clear 32" opening. Thresholds to be 1 12" beveled edge maximum, except exterior sliding doors may have a 3/4" high threshold if it is beveled with a 1:2 slope. 4. Operable Parts for electrical, HVAC and appliances to meet accessible reach standards. 5. Laundry Equipment - A clear floor space positioned for parallel approach shall be provided centered on the appliance. All controls and operating mechanisms to meet the reach requirements. 6. Cabinetry can be added under the lavatory if it can be removed without removal or replacement of the lavatory, Extend the finish under cabinet. 7. Mirrors above lavatory to be 40" above finished floor. 8. Height of the toilet seat to be 15" to 19 ". 9. Provide Grab bars in all Type A Dwelling Units, except where reinforcement has been provided in walls to permit the installation of grab bars. 10 Operable Parts (including windows, flush controls, door levers, faucets and other similar devices) to be operable with one hand and shall not require tight grasping, pinching or twisting of the wrist. The force to activate shall be 5 pounds max. Height to be in reach ranges. 11. Kitchen work space - Provide a 24" x 30" wide 34" high with no sharp or abrasive surfaces under the work surface counter. Cabinetry may be added under counter, provided it can be removed and the finish extends under counter. 12. The sink shall be mounted at 34" high by a minimum of 30" wide with clear knee space below. A cabinet could be added per the conditions stated above. Faucets to comply with the reach requirements. The sink bowl to be a max. 61 /2 " deep. Multiple compartment sinks shall have one compartment meeting this requirement. 13. Insulate exposed pipes under sinks with preformed rigid insulation. 14. Cabinets to have a clear floor space complying with a 36" x 48" deep for forward approach or 30" x 60" minimum for parallel approach. 15. Appliance controls to comply with reach ranges. Ovens to have controls on front panels. Combination refrigeratorlfreezers to have at least 50 of the freezer space 54" maximum above the floor. 16. Windows -Where operable windows are provided, at least one window in each sleeping, living or dining space shall have operable parts complying with item 10 above. 17. Storage Facilities to have a minimum 30' x 48" space clear floor area. TYPE B DWELLING UNITS GENERAL NOTES 1. Accessible routes of travel to match those for Type A units. 2. Exterior door to be 32" minimum clear. All other interior passage doors to have 313/4" minimum clear opening. Thresholds to match We A units. 3. Operable Parts to comply with Type A units, except electrical receptacles serving a dedicated use, appliance mounted controls or switches, plumbing fixture controls, HVAC diffusers and ceiling fan mounted controls. 5. Provide reinforcement for future in 6. Lavatories to match Type A units. y id�.s Jr� 1 E 7 , SIDE REACH STANDARDS 4_ t " --- X 444 - -- - ` — �"� - FORWARD REACH STANDARDS GLENN C WELLS,, [ 1235 4TH AVENUE E. OLYMPIA, OVA 98506 ARCHITECT (360) 352 -4553 A.I.A. SUPPORT RAiL :ROM BELOW SO xRiPPiNG SURFACE S NOT INTERRUPTED WALL RAIL SECTION =.t k Jj,l••• 1 i t date: 10 -05 -04 drawn: K.M.C. checked: G.C.W. issue: SECTION A -A 1. Wall Assembly The I or 2 hr fire rated gypsum wAboard/stud wall assembly shall bd constructed of the materials and in the manner specified in the individual U300 or U400 Series Wall and Partition Designs in the UL Fire Resistance Directory and shall include the following construction features: A. Studs -Wail framing may consist of either wood studs or steel channel studs. Wood studs to consist of nom 2 by 4 in. lumber spaced 16 in. OC. Steel studs to be min 3 -1/2 in. wide and spaced max 24 in. OC. & Gypsum Board" - Thickness, type, number of layers and fasteners as required in the individual Wall and Partition Design. Diam of opening shall be 7/8 in. larger than the outside diam of nonmetallic pipe or conduit (Item 2). The hourly F Rating of the firestop system is equal to the hourly fire rating of the wall assembly in which it is installed. 2. Through Penetrants - One nonmetallic pipe or conduit to be installed either concentrically or eccentrically within the firestop system. The annular space for nom 1 -1/4 in. diam and smaller between the pipe or conduit and periphery of opening shall be min 0 in. (point contact) to max 7/8 in. The annular space for pipe or conduit greater than nom 1.1/4 in. diam between the pipe or conduit and periphery of opening shall be min 1/2 in. to max I in. Pipe or conduit to be rigidly supported on both sides of wall assembly. The following types and sizes of nonmetallic pipes or conduits may be used: A. Polyvinyl Chloride (PVC) Pipe - Nom 2 in. diam (or smaller) Schedule 40 so] id core or cellular core PVC pipe for use in closed (process or supply) or vented (drain, waste or vent) piping system. B. Chlorinated Polyvinyl Chloride (CPVC) Pipe-Nom 2 in. diam (orsmaller) SDR17 CPVC pipe for use in closed (process or supply) or vented (drain, waste or vent) piping systems. C. Polyvinyl Chloride (PVC) Pipe - Nom 3 in. diam (or smaller) Schedule 40 solid core PVC pipe for use in closed (process or supply) piping system. D. Chlorinated Polyvinyl Chloride (CPVC) Pipe- Nom 3 in. diam (orsmaller) SDR 17 CPVC pipe for use in closed (process or supply) piping systems. E. Rigid Nonmetallic Conduit++ -Nom 3 in. diam (or smaller) Schedule 40 PVC conduit installed in accordance with Article 347 of the National Electrical Code (NFPA No 70). F. Electrical Nonmetallic Tubing (ENT)++- Nom 1 in. diam (or smaller) ENT formed of PVC, installed in accordance with Article 331 of the National Electrical Code (NFPA No. 70). See Rigid Nonmetallic Conduit (DZKT) and Electrical Nonmetallic Tubing (FKHU) in UL Construction Materials Directory for names of manufacturers. G. Aerytonitrile Butadiene Styrene (ABS) Pipe - Nom. 2 in. diam (or smaller) Schedule 40 solid core or cellular core ABS pipe for use inclosed (process or supply) or vented (drain, waste or vent) piping systems. The hourly T Rating is dependent on the hourly rating of the wall assembly, the pipe or conduit size and whether the pipe is intended for use as a closed or vented system, as shown in the following table. Nam Pipe Diam In. Wall Assembly Rating Hr Closed (c) or Vented (v) T Rating Hr 1/2 to 3 1 c I 1/2 to 1 -1/4 I v 1 1/2 to 1 -1 /4 2 c 2 1/2 to 1-114 2 v i 2 1 v 0 2 2 v 0 3. Fill, Void or Cavity Materials* -Caulk or Putty -Min thickness of 5/8 in. and 1 -1 /4 in. of caulk or putty for 1 and 2 hr rated wall assemblies, respectively, applied within annulus between pipe or conduit and periphery of the opening, flush with both surfaces of wall assembly. At the point contact location between pipe or conduit and gypsum wallboard, a min I12 in. diam bead of caulk or putty shall be applied at the pipe or conduit/wallboard interface on both surfaces of wall assembly. MINNESOTA MINING & MFG CO - CP 25WB +, MPS -2 +++ Bearing the UL Listing Mark. *Bearing the UL Classification Marking This material was extracted by Afire Protection Products from the 2002 edition of the Ill fire Resistance Directory. 3 WF -ire Protection Products A UTOFAX;` US (i ftada 14106- 493 -9563 www.3m.com 253 Customer Service: Us orConado :1- 800 - 328-1687 USE CAST IRON PIPES OR PLUMBING IN 1 HOUR WALLS [ title: (PHASE - II) COMMON STAIRS, _PLANS, & DETAILS sheet no. firdo THE VILLAGE APARTMENTS REXBURG, IDAHO A0.1 oRAIL MOUNT'G DET. SCALE: 3"=l'—O 4x12 PT. HEM FIR STRINGERS vxlt2tt =� u, �_s =,tt � -�tt System'No.W L - 2088 December 27,1999 F Ratings - I and 2 Hr (See Item 1) T Ratings - 0,1 and 2 Hr (See Item 2) ALL TYPE 5 ACCESS15LE UNITS TO CONFORM TO THE FOLLOWING CLEARANCES: I. THRESHOLDS 1/4" MAX. OR 1/2" BEVELED EDGE. 2. 36" MIN. CLEAR WALKWAY'S E HALLS. 3. PASSAGE DOORWAYS TO HAVE A 313/4" CLEAR OPENING 4. ALL ELECTRICAL OUTLETS 15" AFl:. 5. WALL MOUNTED SWITCHES, HVAC CONTROLS, ECT. TO BE 48" MAX. AFF. NOTES: ALL EXTERIOR WALLS ARE DIMENSIONED TO THE FACE OF STUD SEE STRUCTURAL DRAWINGS FOR TYPICAL 4" B RICK LEDGE DETAIL \II GLENN C WELLS, 1235 4TH AVENUE E. OLYMPIA, WA 98506 ARCHITECT (360) 352 -4553 A.I.A. FIRST FLOOR PLAN SCALE: 1/4"=l'-O" date: 10- 05--04 drawn: R.C.T. checked: G.C.W. issue: NOTES: ALL BEDROOMS AND LIVING AREAS TO HAVE A HYDRONIC HEAT SYSTEM DESIGNED BY MANN. NOTE: i -HOUR WALL TYPICAL AT ALL BEARING WALLS SUPPORTING RATED FLOORS OR ROOF. NOTE: (DESIGN MEETS A.DA. TYPE -5 DWELLING, AND 2% SPACE FOR ADA. TYPE -A REQUIREMENTS) title: PHASE -II BUILDING 8 & 9 sheet n FIRST FLOOR PLAN, DETAILS, & NOTES A1.0 THE VILLAGE APARTMENTS REXBURG, IDAHO NOTES: ALL EXTERIOR WALLS ARE DIMENSIONED TO THE FACE OF STU SEE STRUCTURAL DRAWINGS FOR TY 4" BRICK LE DETAIL NOTES: ALL BEDROOMS AND LIVING AREAS TO HAVE A HYDRONIC NEAT SYSTEM DESIGNED BY MANN. NOTE: I -HOUR WALL TYPICAL AT ALL BEARING WALLS SUPPORTING RATED FLOORS OR ROOF. E III\ ON I GLENN C WELLS,, Irr 1235 4TH AVENUE E. OLYMPIA, SPA 98506 ARCHITECT (360) 352 -4553 A.I.A. LICENSED ARCHITECT AR- 984262 MN C. WELLS STATE OF IDAHO SECOND FLOOR PLAN SCALE: 1/4"=l'-O" date: 10 -05 -04 drawn: R.C.T. checked: G.C.W. issue: IL title: PHASE -II BUILDINGS 8 & 9 sheet no. SECOND FLOOR PLAN, DETAILS &NOTES THE VILLAGE APARTMENTS REXBURG, IDAHO A1.1 NOTES: ALL EXTERIOR WALLS ARE DIMENSIONED TO THE FACE OF S= SEE STRUCTURAL DRAWINGS FOR TYPICAL 4" BRICK LEDGE DETAIL NOTES: ALL BEDROOMS AND LIVING AREAS TO HAVE A HYDRONIC HEAT SYSTEM DESIGNED BY MANN. NOTE. I -HOUR WALL TYPICAL AT ALL BEARING WALLS SUPPORTING RATED FLOORS OR ROOF. VERIFY w/ OWNER LOC. OF KITCHEN OUTLETS 4 TYPE OF APPLIANCES. TYPICAL ALL UNITS GLENN C WELLS, A.I.A. It 1235 4TH AVENUE E. OLYMPIA, SPA 98506 ARCHITECT (360) 352 -4553 I THIRD FLOOR PLAN SCALE: 1/4"=l'-O" date: 10 -05 -04 drawn: R.C.T. checked: G.C.W. issue: - d title: PHASE -II BUILDINGS 8 & 9 sheet no. THIRD FLOOR PLAN, DOOR &FINISH SCHEDULE A1.2 THE VILLAGE APARTMENTS REXBURG, IDAHO i+iv It . - .�..�.. ►� ww �� i.r..r.. O A BUILDING SECTION SCALE: 3/16"=l'-O r 2x6 STUDS a 16" O.C. w/ R -19 BATT INSUL. 0 -10 RIGID INSUL. SCALE: 1/8"=l'-O" NOTES: ALL EXTERIOR UJALLS ARE DIMENSIONED TO THE FACE OF STUD SEE STRUCTURAL DRA WGS FOR TYPICAL 4" BRICK LEDGE DETAIL n BUILDING SECTION `"J SCALE: 3/16 " =1' -0" ILL GLENN C WELLS, A.I.A. 1235 4TH AVENUE E. OLYMPIA, SPA 98506 ARCHITECT (360) 352 -4553 date: 10 -05 -04 drawn: R.C.T. checked: G.C.W. t itle: PHASE -II) BUILDINGS 8 & 9 sheet no. ROOF PLANS & SECTIONS THE VILLAGE APARTMENTS REXBURG, IDAHO A1.3 r r rr-'.. 14. 1 F-%i• VN. � v " /-!W (�GVGI 1 ill% NoTI =: CONNECT ALL D.S. To DRAINLINE UPPER ROOF PLAN rn Ln NU I tJ: USE 5/8 "0 A.B.'s @ 48" O.C. IN PT 2x SILL PLATE, UNLESS NOTED OTHERWISE. (2) MIN. PER WALL. SEE SECOND FLOOR FRAMING PLAN FOR HOLDOWN SIZES AND LOCATIONS. FOUNDATION PLAN _ 1 OF �r GLENN C WELLS, A.I.A. I 1235 4TH AVENUE E. OLYMPIA, WA 98506 ARCHITECT (360) 352 -4553 date: 10 -05 -04 drawn: P.T.V. checked: G.C.W. bfo� title: (PHASE -II) BUILDING 8 & 9 sheet no. THE VILLAGE APARTMENTS REXBURG, IDAHO 51.0 SIMPSON HTT16 IN — DBL 2x TO FDN TYP (�SS - IF 77 TYP. ( SIMPSON HTT22 IN DBL 2x STUDS TO FOUNDATION F-7--I III II SIMPSON HTT22 IN DBL 2x I I STUDS TO FOUNDATION I II I I I I I I 5, #1 DF x8 # F 8 12 — ► I I I I i l I I I I I I I I I< WALLS I ( I I I I I CONT TO I PT #2 HF 4x4 w W/ SIMPSON EPC44 _ P #2 H 4x1 _ 7( T PT #2 HF 2x8 ; ; TYP ® 16" O.C. i #2 HF 4x8 �N 1 DF 6x8 1_ _= SIMPSON HD10A IN DBL 2x TO FDN -- 1 . _ ` P #2 H 40 2 W/ SIMPSON EPC44 1 I ( r r r r r t r r PT #2 HF 2x8 r r r 0 16" O.C. I i i r r r PT #2 HF 6x6 W/ SIMPSON EPC PT 5'x12 GLB � I I 1 � I f ._- -- - - - - I I I r r r r r SIMPSON HD14A - PT #2 HF 2x8 I _ r r 1 r PT' #2 r F x8 IN 6x TO FDN I � " I! I I I I II ( III I 0 16 O.C. UNIT A I I ( I I CONT TO CONT TO ( I I r 16 0. EXT WAL EXT WALLS 4 44 I I f I I I I I I I I� r r r V r , , , SIMPSON HD14A r I I I I i i i -- IN TO FDN � r LL— II ( I I I� »x11 ifs" PSL #2 DF 4x12 2 DF 4x12 — » I I I I I EXT WALLS' 1 I UNIT B I I _ _ -- _ _ --J I < _ # _ _ 3 x11 PSL f I ( I E I - I 10 II II I I I III I I I TYP. 11 TJI -210 OR BETTER c) 3 2x4 ) 3 2x41 I I I �- c - -_ -_1 I 11 -J- -I- — -� — �- — -I- -I- ® 16" o•C- IIF; I 1 I I I I �� O• I 10 W /(4) 2x STUDS ( I I 4 AT EACH END 0 I I I I I I 50.2 I I I I I I I I 50.2 TYP I i .� I {4) 2x4 W/ nN OQ, * � OG I I I I I I ___r�1 i /a TJI -210 OR eErrER I I SI SON CCQ44SDS2.5 IIQ � I ' U I — — ® 16" O.C. 3 " "x11 " PSLNT. TO , � I ( I ,��® I I I LL E= I I � � �( _ �� I � � I I x11 � PSL � I � � � EXTE RIO WALLS Alb t t — ( _ - - - - — - - --- — �,._ - - w I I I I I CO .OVER SUPPORT I ( CONT. OVER SUPPORT 0 TO h ____ __J III CO T T TYP 12 I ( I I I I I 4 x4 W ( I i 1 I ( 1 / — I( W se.2 SIMP� N HU41OTF HANGER I I I I ( / `` ii ERI R I I I SIMPSON CCQ44JO� 2.5 TYP W/ OPE AS REQ D. TYP ( I � I s I I I I I rn , 4 I I I I �� � I I � � II �.._ x11 6 PSL _ _ — _ _ _ 3ix11 6 P L III � III Lam- - c I ---,— I -- t - _ I » » I --- - - --,- - --,- x9 LB � � I - - 4 2x4's I I I I --_ �. _ �! L_ (4) 2x4 ' �( C) I I r= i� 10 f l s0.2 TYP Co T I I I EXT W I� 1� i ONT TO J I II I - I 11 EX�' �LS I — — — III I I I I _ I WA I I ss.2 S6.2 SIMPSON HU4I1 HANGER I i » I I I I c�, , I I I I I I I W/ SLOPE ' REQ'D. TYP I x9 __ w 2x6 D _ 5 I X I — ( — —' DBL I I I I I I I I ;—'�— - AT EACH D ( I I TYP. sg I I I I I I I I( I I "» W x9 GLB _ I I ( _ TYP I I Q r k SIMPSON HTT22 IN DBL I ( I I II ( �Ii — i I s0.3 II TYP S8.2 I ( I i I I I I — I 2x STUDS TO FOUNDATION III I I SHADED WALL INDICATES I UNIT A I I f I I I — (_ — ( I I INTERIOR BEARING WALL _ I , I — I USE (2) 2x4 s ®16 0. — I — 2 2 _ 2 2 ( OR 2x6's ® 16" O.C. I _ r•? -- REGISTER W/ JOISTS TYP r I PT - o : -- I I �I - ! I I I I I 2 _-- _ 2 # O N 11 PT 2 HF 4x8 I U. — I I_ I __ 58.3 _ I I I I N A - I -��� � I I I I -- PT 2 HF x8 _ ( — — I L I — ( — PT r T I I se 2 I I 2 HF 6x6 TYP # j \— SIMPSON HTT16 IN DBL 2x STUDS TO FOUNDATION NOTES: USE #2 DF 6x8 HEADER W/ DBL 2x6 TRIMMERS & DBL 2x6 KING STUDS AT ALL EXTERIOR OPENINGS. UNLESS NOTED OTHERWISE. USE #2 DF 48 HEADER W /(2) TRIMMERS AT ALL INTERIOR BEARING WALL OPENINGS. UNLESS NOTED OTHERWISE. A TYPICAL SHEARWALL CALLOUT. SEE SHEARWALL NOTES FOR NAILING SCHEDULE. I THIS BUILDING IS NOT DESIGNED FOR A GYPCRETE OR CONCRETE FLOOR TOPPING SLAB. FOR TYPICAL BRICK LINTAL„ SEE DETAIL - 50.3 FOR TYPICAL SHEARWALL ELEVATION, SEE DETAIL - SIMPSON HTT16 IN DBL 2x TO FDN PT #2 F 44 POST W/ SIM SON PC44 W 1 DF 6x8 PT #2 HF 4x8 SIMPSON PHD8 IN DBL 2x TO FDN FLOOR DIAPHRAGM NAILING: 3/4» T &G GLUED & NAILED W/ IOd's 0 6" O.C. AT EDGES AND 10" O.C. FIELD TYPICAL U.N.O. SECOND FLOOR FRAMING PLAN 1/4" = 1' -0" GLENN C WELLS, 1295 4TH AVENUE B. OLYI[PIA. WA 98508 ARCHITECT (360) 352 -4659 A.I.A. G � \ pNAL FCC G`S 'Q 4 J F 2� � tiq Ft SZRP` 01 ► 1 SIMPSON HTT16 IN DBL 2x TO � FDN I �I rl SIMPSON HTT16 IN DBL 2x TO FDN 2 S0.2 title: BUILDINGS 8 & 9 PHASE II sheet IIO. SECOND FLOOR FRAMING PLAN 51.1 THE VILLAGE APARTMENTS REXBURG, IDAHO If — :-1 PT #2 HF 2x8 ® 16" O.C. PT #2 HF 4x4 — '7 T 1 W/ SIMPSON EPC44 _ �PT #2 HF 4x12 — — 13 t t t TYP 58.2 t �— PT #2 HF 4x4 — — _ PT #2 H 40 2_ _ W/ SIMPSON EPC44 II (I E t PT #2 HF 2x8 3 3 ®16" O.C. � 7 � 3 ( Q 3 - PT #2 HF 4x8 ._.� — _ _� � � I �--- -- - ! (— — rr DF 6x8 # DF 6x8 I ( I I ( I 6 + • ( — I I I ( I SIMPSON DF IN I I ( 1 PT #2 HF 4x8 Q DBL 2x. SEE - I _ I I PT #2 HF 2x8 I I I I I I III ( 0 1 O.C. -J, UNIT A I I 1 ( I I CONT TO CONT TO I I I V— I I I I I t ( I I ( I EXT WALLS , I � EXT WALLS 2 TYP. 58.2 SIMPSON MST37 IN DBL 2x SEE DBL 2x. SEE - 3 S8.2 SIMPSON MST37 IN DBL 2x. SEE - 3 S8.2 NOTES: USE #2 DF 6x8 HEADER W/ DBL 2x6 TRIMMERS & DBL 2x6 KING STUDS AT ALL EXTERIOR OPENINGS. UNLESS NOTED OTHERWISE. USE #2 DF 48 HEADER W /(2) TRIMMERS AT ALL INTERIOR BEARING WALL OPENINGS. UNLESS NOTED OTHERWISE. 0 - TYPICAL SHEARWALL CALLOUT. SEE SHEARWALL NOTES FOR NAILING SCHEDULE. THIS BUILDING IS NOT DESIGNED FOR A GYPCRQE OR CONCRETE FLOOR TOPPING SLAB. SIMPSON MST37 IN - DBL 2x. SEE - 3 CONCRETE TOPPING MAY BE USED FOR DECK SURFACE PT #2 HF 6x6 SEE ARCH. TYPICAL W/ SIMPSON EPC �— 17 - - PT % x 1 GL B _ 7 7 SIMPSON MST60 IN DBL 2x. SEE PT #2 HF 2x8 S8.2 L I I ® 16" O.C. I � tlt t 4-1- - - # E 11F 6 8 — (( _ COW TO COW TO EXT WALLS SIMPSON MST60 IN I I I EXT WALLS ;.� I DBL X. SEE - 3 I II ! I I .- » _ 10 OR BETTER 1 11 1 TJI 2 Q 16" I 11 I (3) 2x4'9 VL I I I L j "x 11 36" P SL _ I L L - SIMPSON HU41 pV HANGER I u I I ( I W/ SLOPE T REQ'D. TYP I I I I I ( _) W�ff I _ � I LB II 11 = - n I 6- I n SIMPSON MST48 DBL 2x. SEE -, THIRD FLOOR FRAMING PLAN 114^ = 1' -0^ GLENN C WELLS, 1236 4TH AVBNtJE B. OLYIPIA, WA 98608 ARCH ITECT (980) 362 -4563 m w� I I I I I I I F3 —I III III _:.... _.... _ _ I I II I 1 I ► I I I 582 'Y' #, DF 5 x8 I S�PSON M I U I I I I I I I (I I I ! I I ! I 11 L 3 I ! I I I DBL X. SEE 3 _ PSL # "x11 36* " PSL I I I ( I I I I I » x11 � " DF 4 x12 # DF 4x 12 I - -. --__ -_ - - U NIT B _ to II — � 10 II t 58.2 ( I S8.2 TYP I 1 I I I TYP. (3) 2x4 (3) 2x41 �LL — I� o• I w� ,1 x sruos I I I I 6 AT EACH END ( 0� !I I I I u I I � I �� I I R " BETTER I I I NT TO _e I I I 1 �,O O 11 I I _�11 �/g TJI -210 OR I� . 1 I •�J� I I I I I I I _._. L_ — ® 16" O•C• — — — _ I I i I ( "x11�i6 PSL EXT RIO WALLS I L _ ---� o .x, (( �� -- — -� — —�-, - - - - .�. _ o I ,� I I ! I I C I L —71 0 TO 1 — I — I N = ONT TO (I C TYP s 2 SIMPSON HU41 VF HANGER CONY TQ I R S I I WA W -LS I W/ SLOPE AS Q'D. TYP ONT TO EXT I WALLS I I I I TYP. 14 I WALLS S8.2 NNO U I I I I x1 P SL �x 113fi PS - - — I (4) 2x4 s s FF ((� — (4) 2x4 . - - I 1 _ .- I I► I I _ , I I� >1 L 4f 7 7 8 I I "x9 Le �- J F G w I I I I I I I I I I 5 I I I AT EAX END TYP. ss. I I I %Xg GIB I I I I II II II II I1 �_ —_► _ -� I I I I I II I ( III_...__ TYP S6.2 I I I I I I III I I I — — III I I III � � I UNIT A ( ( I I — — — _I I_ — — — I I iHADED WALL INDICATES - __ NTERIOR BEARING WALL 1 Q1 1 US (2) 2x4's 0 16" O.C. %xs GLB 1 OR 2x6'9 ®16" O.C. 1 �, \ - A - 7 SIMPSON MST37 IN I RIfGISTER W/ JOISTS TYP 1 1 1 IT T1 I e IL IL —,---jl I — — — — PT #2 HF 6x6 - W/ POST CAP SIMPSON MST37 IN DBL 2x. SEE - /** 7N e i SIMPSON MST37 IN DBL 2x. SEE - /" FLOOR DIAPHRAGM NAILING: %* T &G GLUED & NAILED W/ 1Od's O 6" O.C. AT EDGES AND 10" O.C. FIELD title: BUILDINGS 8 & 9 PHASE II sheet no. THIRD FLOOR FRAMING PLAN 51.2 THE VILLAGE APARTMENTS REXBURG, IDAHO TYP. 2x6 RAFTERS O 24" O.C. W/ SIMPSON W28 HANGERS TYPICAL BETWEEN MONO & GIRDER TRUSSES. PT #2 HF 4x4 W/ SIMPSON EPC44 PRE —MFR TRUSSES ® 24" O.C. NOTES: USE #2 DF 6x8 HEADER W/ DBL 2x6 TRIMMERS & DBL 2x6 KING STUDS AT ALL EXTERIOR OPENINGS. UNLESS NOTED OTHERWISE. USE #2 DF 48 HEADER W /(2) TRIMMERS AT ALL INTERIOR BEARING WALL OPENINGS. UNLESS NOTED OTHERWISE. A TYPICAL SHEARWALL CALLOUT. SEE SHEARWALL NOTES FOR NAILING SCHEDULE. GLENN C WELLS, [ 1235 4TH AVENUE B. OLYMPIA, WA 98508 ARCHITECT (960) 862 -4563 A.I.A. co \oNAL FN 0�4c�o,s T-"? � R tr 6 c'y tn ni a. Z A'EF>_ R olIIa� THE VILLAGE APARTMENTS REXBURG, IDAHO SIMPSON Iu1ST37 IN D81._ 2x ROOF FRAMING PLAN l w = 1'-o" PRE —MFR TRUSSES ® 24" O.C. PT #2 HF 44 W/ SIMPSON EPC44 TOP & BOTTOM Jlmi'"JVf• m%71J/ II• VIAL fn SEE /'_\ BUILDINGS 8 & 9 ROOF FRAMING PLAN PHASE II 51.3 I ALL TYPE B ACCESSIBLE UNITS TO CONFOW TO THE FOLLOWING CLEARANCES: I. THRESHOLDS 1/4" MAX. OR in" BEVELED EDGE. 2. 36" MIN. CLEAR WALKWAY'S 4 HALLS. 3. PASSAGE DOORWAYS TO HAVE A 313/4" CLEAR OPENING 4. ALL ELECTRICAL OUTLETS 15" AFF. 5. WALL MOUNTED SWITCHES, HVAC CONTROLS, ECT. TO BE 48" MAX. AF.F. NOTES: ALL EXTERIOR WALLS ARE DIMENSIONED TO THE FACE OF STUD SEE STRUCTURAL DRAWINGS FOR TYPICAL 4" BRICK LEDGE DETAIL 0 20' -6" 3' -6 3/8" 5 -0" 3' -6 3/8" M cq 4 LIVING ROOM DINING 0 fn m UNIT A - (ADA. TYPE -B) ACCESSIBLE DWELLING UNIT @ ^d' N ail B @ v N T N 0 2 an @ N M JK a N an ° X e 28' -11 ln" Il' -9 ln" 6 In" 11' -1i 5/8" 1 4' - 0 " 2' -6" / 6 -0" 6' V-6" " 4' -0" 9" 4' -2 cs� rQ 4' -41n" 4' -6" 2' -6 F31'-1 BEDROOM = 5 LAv � WE O Lu N _ Q 5EDROOM BAT y .s� 3 V X X 3 x 6 cq C V 20 MIN 0 � N SD 4 x6 -PASS OT SD m 8 NO =V. o x( Bi -FO. x GA 220 � cA I 6 r s a x r 3 5 �G N 25' -6" r /r 12' -2" 6 1 _011 l' -4 i, - 60 51 - 0i1 z OXb S TO R PATIO e 6 x 6 SLIDER tv �, 5 x 4 SLIDER STOR TYPICAL ELECT. 6' -6" 9 ,1 51 STOR :: 21ox 68 PATIO J L i 5� x4� SLIDER m x4 SLIDER V b x 68 SLIDER I , I DININ TY _ Tx', /�LN.`iG +- �9�-..'�ef3iu'Si'S ./ �' \ • a r a ���' r { — a • / ` 1. • r • a r �� N A CCESSIBLE DWELLIl '2 UNIT b il - • r u .r. - .+� __ -__ - -__ j�� • Ii , L�AmY^,]Yr,.S��"C ` �nwti�..4:: ` �"ccrr�+7d sl.p ."".5...ae. u..,.`..._ zt.. ..z^xv^«':.a+:xwia N . '� i a _ �.; . • r v...! r. — f A l l "oil .,._.,..,_..�. 5� ���.{ � _ a � _ ro � ..,n.-- w=tay- M+y�'.g r'�"ayµ•a¢ r wCC "`S"'. � Ali \ � ',^. /i r f• 1 Y y � M p a l IWA ' - - Wi ll' 1 • . ' gal ' fillip (_I , , R=�� 536 = ��•.�....z 44 _' �'' . ' Y .Je_:.�'ah;F�';ksf. fit`& �" .. y x 0 SLIDER 4 x e SLIDER I = T lit 3 il'- 115/8" 12" 4' -0" 4'_0 20' -6,1 81 11_/�y„ 101 -611 41-011 28' -6" 18' -6 102' -3" r im GLENN C WELLS, A.I.A. 1235 4TH AVENUE E. OLYMPIA, OVA 98506 ARCHITECT (360) 352 -4553 4 -01' �11 4' -0" 1 6' - 0 " 1 3' -9" 1 4' -0" V 4' - 0 " 1 V -9" { Y - 0" 1 4' - 0" 1 3' - 0" 21' -3" 1 8' -0 1 16'-0" 1 10' -0 FIRST FLOOR PLAN SCALE: 1/4"=V-0" date: 10 -05 -04 drawn: R.C.T. checked: G.C.W. \1 N NOTES: ALL BEDROOMS AND LIVING AREAS TO HAVE A HYDRONIC HEAT SYSTEM DESIGNED BY MANUF. NOTE: 1 -HOUR WALL TYPICAL AT ALL BEARING WALLS SUPPORTING RATED FLOORS OR ROOF. NOTE: (DESIGN MEETS ADA. TYPE -B DWELLING, AND 2% SPACE FOR ADA. TYPE -A REQUIREMENTS) title: PHASE -II BUILDING 10 sheet no. FIRST FLOOR PLAN A2.0 THE VILLAGE APARTMENTS REXBURG, IDAHO Tv W D NO CABINET UNDER 20 16T FLOOR UNIT A SINKS ` TYPICAL ELECT. Wisp +.z DW 3: UNIT A SI I I (ADA. TYPE -B) I � ��$ � 0 ACCESSIBLE DWELLING C V UNIT ter/ O REF, 1 LIVING ROOM r s a x r 3 5 �G N 25' -6" r /r 12' -2" 6 1 _011 l' -4 i, - 60 51 - 0i1 z OXb S TO R PATIO e 6 x 6 SLIDER tv �, 5 x 4 SLIDER STOR TYPICAL ELECT. 6' -6" 9 ,1 51 STOR :: 21ox 68 PATIO J L i 5� x4� SLIDER m x4 SLIDER V b x 68 SLIDER I , I DININ TY _ Tx', /�LN.`iG +- �9�-..'�ef3iu'Si'S ./ �' \ • a r a ���' r { — a • / ` 1. • r • a r �� N A CCESSIBLE DWELLIl '2 UNIT b il - • r u .r. - .+� __ -__ - -__ j�� • Ii , L�AmY^,]Yr,.S��"C ` �nwti�..4:: ` �"ccrr�+7d sl.p ."".5...ae. u..,.`..._ zt.. ..z^xv^«':.a+:xwia N . '� i a _ �.; . • r v...! r. — f A l l "oil .,._.,..,_..�. 5� ���.{ � _ a � _ ro � ..,n.-- w=tay- M+y�'.g r'�"ayµ•a¢ r wCC "`S"'. � Ali \ � ',^. /i r f• 1 Y y � M p a l IWA ' - - Wi ll' 1 • . ' gal ' fillip (_I , , R=�� 536 = ��•.�....z 44 _' �'' . ' Y .Je_:.�'ah;F�';ksf. fit`& �" .. y x 0 SLIDER 4 x e SLIDER I = T lit 3 il'- 115/8" 12" 4' -0" 4'_0 20' -6,1 81 11_/�y„ 101 -611 41-011 28' -6" 18' -6 102' -3" r im GLENN C WELLS, A.I.A. 1235 4TH AVENUE E. OLYMPIA, OVA 98506 ARCHITECT (360) 352 -4553 4 -01' �11 4' -0" 1 6' - 0 " 1 3' -9" 1 4' -0" V 4' - 0 " 1 V -9" { Y - 0" 1 4' - 0" 1 3' - 0" 21' -3" 1 8' -0 1 16'-0" 1 10' -0 FIRST FLOOR PLAN SCALE: 1/4"=V-0" date: 10 -05 -04 drawn: R.C.T. checked: G.C.W. \1 N NOTES: ALL BEDROOMS AND LIVING AREAS TO HAVE A HYDRONIC HEAT SYSTEM DESIGNED BY MANUF. NOTE: 1 -HOUR WALL TYPICAL AT ALL BEARING WALLS SUPPORTING RATED FLOORS OR ROOF. NOTE: (DESIGN MEETS ADA. TYPE -B DWELLING, AND 2% SPACE FOR ADA. TYPE -A REQUIREMENTS) title: PHASE -II BUILDING 10 sheet no. FIRST FLOOR PLAN A2.0 THE VILLAGE APARTMENTS REXBURG, IDAHO n \I� SECOND FLOOR PLAN SCALE: 1/4"=l'-O' NOTES: ALL EXTERI WALLS ARE DIMENSIONED TO THE FACE OF STUD SEE STRUCTURAL DRAWINGS FOR TYPICAL 4" BRICK LEDGE DETAIL NOTES: ALL BEDROOMS AND LIVING AREAS TO HAVE A HYDRONIC HEAT SYSTEM DESIGNED BY MANUF. NOTE: 1 -HOUR WALL TYPICAL AT ALL BEARING WALLS SUPPORTING RATED FLOORS OR ROOF. NOTE: (DESIGN MEETS ADA TYPE-5 DWELLING, AND 2% SPACE FOR ADA TYPE -A REQUIREMENTS) It GLENN C WELLS, 1235 4TH AVENUE E. OLYMPIA, SPA 98506 ARCHITECT (360) 352 -4553 A.I.A. date: 10 -05 -04 drawn: R.C.T. checked: G.C.W. title: PHASE -II) BUILDING 10 sheet no. 1 1 11' THE VILLAGE APARTMENTS REXBURG, IDAHO A2.1 z W-- 1 h tq h! " A NOTES: ALL EXTERIOR WALLS ARE DIMENSIONED TO THE FACE OF s, lUD SEE STRUCTURAL DRAWINGS FOR TYPICAL 4" BRICK LEDGE DETAIL NOTES: ALL BEDROOMS AND LIVING AREAS TO NAVE A HYDRONIC NEAT SYSTEM DESIGNED BY MANUF. NOTE: I -HOUR WALL TYPICAL AT ALL BEARING WALLS SUPPORTING RATED FLOORS OR ROOF. NOTE: (DESIGN MEETS ADA TYPE-5 DWELLING, AND 2% SPACE FOR ADA. TYPE -A REQUIREMENTS) THIRD FLOOR PLAN N SCALE: 1/4"=V-0" GLENN C WELLS, Irr 1235 4TH AVENUE E. OLYMPIA, SPA 98506 ARCHITECT (360) 352 -4553 A.I.A. date: 10-- 05--04 drawn: R.C.T. checked: G.C.W. issue: title: (PHASE -II) BUILDING 10 THIRD FLOOR PLAN THE VILLAGE APARTMENTS REXBURG, IDAHO sheet no. ilp CzRA1:3 BAR 42 1 12" MIN �_......._.._.� 12" MIN I OPEN 2' - 0' _ ON SIDE OF FLUSH HANDLE i v PLAN DISPENSERS INSULATE TAILPIECE ELEVATION 2" 24" f I MIN. N w N BAR im 33" - 3ro" HT. PLAN /4" = 1' -0" d i d n 4 Y-01 U,1C 11 6' - � m cf% ELE V ATION T U'EL A �E dQ z KNEL'SPACE r ELE V A TION ELE CONTROL AREA I L--J 'i W TU5 1/411 3 1' -011 rOR : @HANDICAP FIXTURE GUEST RM'S SCALE: 1/4"=l'—O" NOTE: 1 -HOUR WALL TYPICAL AT ALL BEARING: WALLS SUPPORTING: RATED FLOORS OR ROOF. ^~4- ..e -►i-r SEE STRUCTURAL. DRAWINGS FOR TYPICAL 4" BRICK LEDGE DETAIL p- -9-- - re-.1e ^r^ — n A If — - BUILDING SECTION `..�',J SCALE: 3/16 " =1' -0" 4 Itur GLENN C WELLS, 1235 4TH AVENUE E. OLYMPIA, WA 96506 ARCHITECT (360) 352 -4553 A.I.A. date: 10 -05 -04 drawn: R.C.T. checked: G.C.W. BUILDING SECTION SCALE: 3/16"=l'—O" issue: title: (PHASE -II) BUILDING 10 ROOF PLANS, SECTIONS & DETAILS THE VILLAGE APARTMENTS REXBURG, IDAHO NOTES: ALL EXTERIOR WALLS ARE DIMENSIONED TO THE FACE OF STUD sheet no. F-wwK r� 2x6 STUDS a 16" D.C. w/ R -19 BATT INSUL. R -10 RIGID INSUL. GRAB BAR r . . ,t CxRAB SAR A2" BLDG 10 - EAST ELEVATION SCALE: 3/16 " =1' -0" BLDG. 10 - SOUTH ELEVATION SCALE: 3/16 " =1' -0" BLDG 10 - WEST ELEVATION SCALE: 3/16 " =1' -O" T II It 1 {. WrTw 1 1 1.1 \V [ru GLENN C WELLS,, 1235 4TH AVENUE E. OLYMPIA, SPA 98506 ARCHITECT (360) 352 -4553 A.I.A. OPTIONAL BLDG. 10 -NORTH ELEVATI SCALE: 3/16 " =1' -0" date: 10 -05 -04 drawn: R.C.T. checked: G.C.W. title: (PHASE --II) BUILDING 10 I sheet no. THE VILLAGE APARTMENTS REXBURG, IDAHO L� L: L` Li LL: L` SIMPSON ABU44 POST BASE - - -_ - -- SIMPSON HD14A _,,.,,_ —„_ ,,,,,,� �! r — IN 6x TO FDN "- I USE 5/8" 0 AB's ® I 2' -0" SQR. X 12" SIMPSON HTT16 IN DBL 2x SIMPSON HTT16 IN DBL 2x _,! I » —_ —___ t ----- '1 16 O.C. AT THIS WALL ! r-- - -- ! MIN. CONC. FTG. L F.0 C. ♦ STUDS TO FOUNDATION STUDS TO FOUNDATION I ! ! I ! I ! w/ (3) #4's EA. WAY AND SIMPSON �' / _,-- ••-_,_� ♦ I I ! i L _ — _ _ J I ABU66 POST BASE � M // / /�--- - - --♦♦ ♦ ♦♦ I - -- I I I � i ♦ r __J �_ -- , L__________ ____- �— _ —, L - - - - -- — - - --- -- _ , ♦ / ♦♦ � 1 I I I I 1 ! I ♦- - - -- -- J t___ - - - -- - - - - - -- ---- - - - - -- I - -� - - - -- I -- ----- - - - - -- L--- - - - - -- �! I I I I ! ! � - -- � I I � USE PT 3x SILL PLATE - I I I I I ! I I I I I I ! ! I w/ 5/8 " 0 AB's ® 24" 19' -8 1 /4" ! I 10' -8 1 /4" ! M I I ! I L— _ —,,,,� 1 I ! SIMPSON HD10A IN i O.C. AT THIS WALL ! `" _ I I I I ! I i DBL 2x TO FDN , I N I I 3 TYP. @ PARTY ! I I �, ♦♦ I- ! L- - - - --t �- — L -- J I WALLS ! I i ♦♦ ♦ � I I \ I ! I 4" CONCRETE SLAB w/ 6x6 W1 -4 x W1 -4 ! 1 I SIMPSON HTT16 IN I �= ♦♦ ♦♦ `," I (� _ —__ ___„j L - -- — -� WWF CENTERED IN SLAB OVER 6MIL I I CRACK CONTROL AND /OR CONSTRUCTION JOINTS 1 ! DBL 2x STUDS TO I rr VAPOR BARRIER AND 6" MIN. �, I ! ® 10' -0" O.C. MAX. EACH DIRECTION 4 5 I FOUNDATION K ' ♦ I I (`- I I COMPACTED GRAVEL PER SOILS REPORT. I I `✓ I F.O.C. I I ! I � I I I i ! I I I I I I � -- - - - -- --� I ! 00 I — — J ( I 25' -4 1 /2„ ! ! 20' -4 1 /2" I ------------- - - - - -- -- I \ i - - - -- I �l ----- - - - --� , i I I - I - -- - - -- - - - - -- — - -� ! �---------------- ---- -� I I I r SIMPSON HTT22 IN DBL 2x I I I " --- - 1 I � �----� r - -- - - -� I ( I STUDS TO FOUNDATION I 1 r I ! I r---- - - - - -- I - -- � I-------- - - - - -- -, i I I I j I I I I I ! � - -- --I l 1 ! I I I I r ! I 1 _ ♦♦ ! -- - ----- "� ! SIMPSON HTT16 IN ! I I I I r' - -""♦♦ ♦♦ I i DBL 2x STUDS TO ____ I I _ —____ - -� -- FOUNDATION ♦ j I I j I t j I i i ♦ � ! 1 1 i N ! �_______ ______ __...,._ _ _._� I I I ! I �.__� I I I I I I -- ! I I I i I I I ! I ! I I I j i i I I 1 I - - - -- — ! ! ! _i ! I I i 2 TYP. INT. I � � I � - - -- _1 ! I `- ' I � I � f BEARING WALLS I ! 00 I 20' -10 i " ` ! 8 , 0 „ ! ! 18' -4 1/2„ ( L.------ - - - - -- -------- - - - --� ! I I - - - --- — -- - - - --� I N } I I ! 1 I I EDGE I I I 1 I I I I o f Doo i -- -- -- - - - - -- I N � ! I I ! I I L---- - - - - -- _ - r ---- - - - - -- 1 � !-- - - - - -- ----- - - - --� I I i � I !� j i I� !� I I ! I I I I r — - - - - -- - - - - - -- 1 I !N I I ! I � ! I I I ! 1 I ! �- I I I I ! M i I I I 3 TYP. C� PARTY ! I 1 ! I ! _ I I I • WALLS r i I I i SIMPSON HTT22 IN DBL 2x ( L - -- ____ ______ _ _— J I ' I I m I I I STUDS TO FOUNDATION I I I \ I I I I I I 1 ! hl l ! � � ! I r I ! 1 ! I I _ _._ I i �, ! I ! I I I t i r ----------- - - - - -- � i r ! I � I I I I i I I ! 1 I � I F.O.C. I I I I 1 IMPSON HTT22 IN DBL I f I 1 TYP f i / J I 2x STUDS TO FOUNDATION L ________ ________� ! �— ---- __ - - -� / // I ! - - -- -- I I - - - -- I "' I I I ! — 1 r �— °� - - -- ----- - - - - -- - - -- -- I r — — —� -- - - - - -- - -- / — — I i �-------- ---- -J I N _--__ , s I N _ _ _ _ tV o0 M i i I i L_ - -- r SIMPSON HTT16 IN _J DBL 2x TO FDN J 1 I — SIMPSON PHD8 '�, I i I _I ___ ""�'�' - ---- I I I _ IN DBL 2x TO FDN ro 50 -3 3/8 „ 56 3' -9" 5' -3 3/4" 3' -6 3/8" 20' -7 3/4" 6' -3 1 /2" 6' -3" 4' -6" 12' -2" 6' -9" 13' -1" 6' -9" 17' -6" 2' -0" SQR. X 12" MIN. CONC. c3 d C5 C3 d FTG. w/ (3) #4's EA.WAY AND o co 0 0 0 0 l /'- - -- -- - - - I J ___ .� ._. _ 2' -8" 4' -0" 4' -0» 2,-8— ♦ / I 2 -0 SQR. X 12 MIN. CONC. ♦♦ // ------- - - - - -- I I I FTG. w/ (3) #4's EA.WAY AND ♦♦ ♦ / / SIMPSON HTT16 IN DBL - - - - -- SIMPSON ABU66 POST BASE ♦-- - - ---/ // 2x STUDS TO FOUNDATION OR EQUAL A ♦ / .0 C. / 0 C3 C3 C3 V �' C5 o Co C5 a3 LL. LL. LL_ LL. C3 0 L` 3' -9" 5' -3 3/4" 3' -6 3/8" 11' -9 3/4" 8' -0" 51' -3 3/8" 0 L` 3' -7 1 /2" 0 Li 11' -3" 4 1 /2" 4' -0" 106' -6 3/8" FOUNDATION PLAN SCALE: 1 /4" = 1' -0" 4' -0" 4' -0" 8' -0" 45' -3" NOTES: USE 5/8 "0 A.B.'s ® 48" O.C. IN PT 2x SILL PLATE, UNLESS NOTED OTHERWISE. (2) MIN. PER WALL. SEE SECOND FLOOR FRAMING PLAN FOR HOLDOWN SIZES AND LOCATIONS. 6 Li. 16' -4 1 /2" 4 1 /2" N 0 0 N U E 8 mX ONAL '�ZL s �' it oLf GLENN C WELLS, A.I.A. 1235 4TH AVENUE E. OLYMPIA, WA 98506 ARCHITECT (360) 352 -4553 date: 10 -05 -04 drawn: P.T.V checked: G.C. . 1 title: (PHASE -II} BUILDING 10 I sheet no. I FOUNDATION PLAN THE VILLAGE APARTMENTS REXBURG, IDAHO F SIMPSON HTT16 IN DBL 2x TO FDN 1 • ss.2 UNIT A TYP. S 2 SIMPSON HTT22 IN DBL 2x STUDS TO FOUNDATION 4T. TO WA LLS TO /, _ PT #2 HF 402 rT PT #2 HF 2x8 ® 16" O.C. ► ► , , T- �L ' _ _ I !� ,�� # 1 DF 6x8 SIMPSON HD14A SIMPSON HD10A IN 6x TO FDN IN DBL 2x TO FDN Lv_ . - - CONCRETE TOPPING MAY BE USED FOR DECK SURFACE SEE ARCH. TYPICAL PT #2 HF 6x6 W/ SIMPSON EPC 1 T Z PT a1�x12 GLB T PT #2 HF 2x8 _ I ® 16" O.C. 4 I SIMPSON HTT16 IN ► ► ► D ► ► i BL 2x TO FDN 4 1 - _ #1 D 6x FF c 1 � I I I I I 1 11 ti+ ' I I SIMPSON HD10A IN ((( SIMPSON HD14A I ( I I I I I I Z � I DBL 2x TO FDN IN 6x TO FDN I I( I * o — J I I I I I III CONT TO I I 1 1 1 1 6 A & PT 2 HF 4x8 I LL - II i ®� �- . — a EXT WALLS � ALLS JI ) I ( 11��8 'CJI -210 OR BETTER I III ! I III I ! I I _ —.,.. 0 16" O.C. ( 1 I III (4) 2x4 W/ 4 � I 4SDS2.5 — I I 1 ( (( SI R SON CCQ4 se.2 TYP i I I Se z 1 1 5 1 I I I (I ( I I I I TYP •2 4z "x11% " PSL 136 PSL — #2 DF 4x12 — - -�_ CONT. OVER SUP 4 244 T 1 1 UNIT B - - ---- � =- - - — 10 I I ' \ 3 2x4' -7= I TYP s8.2 TYP. I ( () $ - 1 1Cbm 1 71w 1 _ j L. -- --1-- -1—. oG. I W /(4) 2x STUDS I W *LLS� �6 I AT EACH END ��� I I I I .TYP N, I ____ . L —� I I \ ® RIO W. TO I I I I �-� I I I I TYP O I — 2 pl Iv (I I 8 SIMPSON 410TF HANGER I I 14 I I I ti I I I I I sas ssa W/ SLOP�AS REQ'D. TYP ( �•� TYP TYP. sss I � I I I I � ( I ^fro I x11 PSL I� --�- -� _ a`'� "x9" GLB ( ) 2x4 's I �( I' SHADED WALL INDICATES SIMPSON HTT22 IN DBL 2x STUDS TO FOUNDATION 0 II � JFF I II _ L^ _ x9 GLB W _ DBL 2x6 TUD I I I I ( AT EACH ND I { I I SIMPSON F UNIT A I i I 2x STUDS TC ( I - - 2 IT I I� - I� I I I 2 — PT #2 HF 6x6 SIMPSON HTT16 IN DBL 2x STUDS TO FOUNDATION i I I I I (I INTERIOR BARRIER WALL I I - 4 F SE (2) 2x4's ® 16" O.C. OR 2x6's ® 16" O.C. I I I l ( I R ISTER W/ .JOISTS TYPICAL I I � — 1 ( � N TYP. sas , I I I = I N II- - �1 — �I TYP 10 I I I S&3 I I I I rn' 6 _ ►I I I I IT22 IN DBL I ( I �•� FOUNDATION - - I, _ , 3 3 _ 3 3 SIMPSON HTT16 IN o 2 - - SIMPSON PHD8 IN �--- - DBL 2x TO FDN Ix c�v � 3 DBL 2x TO FDN PT #2 HF 4x8 I - PT #2 HF 48 Lu - rr PT 12 HF x8 T _ — PT #2 HF 44 POST W/ SIMPSON PC44 SECOND FLOOR FRAMING PLAN 1/4" = 1s GLENN C WELLS, [ 1296 4TH AVBNM B. OLYMPIA. 1►A 98508 ARCHITECT (880) 962 -4553 A.I.A. s\ONAL Fti 5 �G\S T l kl � � , Q o s w z \11 01 11 6 0 NOTES: USE #2 DF 6x8 HEADER W/ DBL 2x6 TRIMMERS & DBL 2x6 KING STUDS AT ALL EXTERIOR OPENINGS. UNLESS NOTED OTHERWISE. USE #2 DF 4x8 HEADER W /(2) TRIMMERS AT ALL INTERIOR BEARING WALL OPENINGS. UNLESS NOTED OTHERWISE. 0 - TYPICAL SHEARWALL CALLOUT. SEE SHEARWALL NOTES FOR NAILING SCHEDULE. THIS BUILDING IS NOT DESIGNED FOR A GYPCR_E_ OR CONCRETE FLOOR TOPPING SLAB. FOR TYPICAL BRICK LINTEL, SEE DETAIL - 7 sa.3 FOR TYPICAL SHEARWALL ELEVATION, SEE - 11 sa.s SIMPSON HTT16 IN DBL 2x TO FDN FLOOR DIAPHRAGM NAILING: 4 3/" T &G GLUED & NAILED 10d's 0 6" O.C. AT EDGES AND 10" O.C. FIELD TYPICAL U.N.O. BUILDING 10 (PHASE II SECOND FLOOR FRAMING PLAN THE VILLAGE APARTMENTS REXBURG, IDAHO 52.1 CONCRETE TOPPING MAY BE USED FOR DECK SURFACE SEE ARCH. TYPICAL SIMPSON MST37 IN - DBL 2x. SEE - 3 sa.2 I ! I II i II i II i I U NIT A I I I - i SST I I EE T I L - - i i � /I D� J. I _ s8 .2 SIMPSON MST37 IN DBL 2x SEE -7 or 14 ( TYP. Sa. I I �J II -'�` —— PT #2HF 402 V PT #2 HF 2x8 ; ; -- I SIMPSON MST48 IN I IT ®16" O.C. DBL 2x. SEE - PT #2 HF 6x6 W/ SIMPSON EPC _ P T %x GLB _ T PT #2 HF 2x8 3 1 3 —V 1 Sa.2 TYP. S6.2 i PT #2 HF 4x8 — — I L �.J- --� # 1 OF 6x8 TYP 56.2 #1 D 8x SIMPSON MST60 IN SIMPSON MST48 IN I DBL 2x. SEE ® CONT TO DBL 2x. SEE 3 I sa.2 I I I 56.2 i t I I I I I � — � ' I I _ I I I I CONT TO EXT WALLS � I ( EXT WALLS 7 I I R ! I I I 17Jt -210 OR ® 16 9E I I I I I I i II I I 11 /8 I I I I " ► ► f I'I I I � - 4 �. --- -- 11 TYP s I (3) 2x4's Sam TYP 1 1 sa.2 A L L 7 I I (III I I I I L Vi * xl l PS L I I I/ ( I I I I I 11 " CONT. OVER SUPPO ` SIMPSON MST37 I I I i � " xT 1 6 P SL — _— #2 DF 4 x12 — I f I / BL 2x. SEE - 3 U NIT B I . i I (3) 2x4 s _4kU7A _L W /(4) 2x STUDS — �— AT EACH END II � TO I ( I � ( �Q' 10 .�, I I O WALLS T I I I 56. I I d I I I ry �o I _ C TYP 7 I 8 SIMPSON HU41OTF HANGER W/ SLOPE AS REQ'[ . TYP 2 TYP 3N�x P S L I I I I I I I I I ss� s x4 - - I (4) 2' I I ( SHADED WALL INDICATES ( I INTERIOR BEARING WALL USE (2) 2x4 's ® 16 " O.C. — - — — ( I I I OR 2x6's ® 16" O.C. — III ( ( I I EGISTER W/ JOISTS TYPICAL GLB W_ F I I (� I — TYF u I sa I I I �bx GLB FLOOR DIAPHRAGM NAILING ND : I 3/4 T &G GLUED & NAILED W/ 10d 's 0 6 O.C. AT EDGES AND 10" O.C. FIELD I I I TYPICAL U.N.O. � = I � I I I � UNIT A I I — I = A - = 2 /L\ 2 LB SIMPSON MST37 IN SIMPSON MST48 IN I I I Al - _ DBL 2x. SEE - 3 DBL 2x. SEE - 3 ( I 56.2 sa.2 L -1 L_ E PT #2 HF 6x6 W/ - SIMPSON MST37 IN SIMPSON POST CAP DBL 2x. SEE - 3 SIMPSON MST37 It DBL 2x. SEE - NOTES: USE #2 DF 6x8 HEADER W/ DBL 2x6 TRIMMERS & DBL 2x6 KING STUDS AT ALL EXTERIOR OPENINGS. UNLESS NOTED OTHERWISE. USE #2 DF 4x8 HEADER W /(2) TRIMMERS AT ALL INTERIOR BEARING WALL OPENINGS. UNLESS NOTED OTHERWISE. A — TYPICAL SHEARWALL CALLOUT. SEE SHEARWALL NOTES FOR NAILING SCHEDULE. THIRD FLOOR FRAMING PLAN 1/4" = 1' -0" GLENN C WELLS, A.I.A. 1235 4TH AVENUE B. OLYMPIA. WA 98608 ARCHITECT (980) 962 -4553 S \DNAL FA k�v' ER C i CG`S a 928 0 a -Z tiq fiL SZ of I 1 D title: BUILDING 10 PHASE II sheet no. THIRD FLOOR FRAMING PLAN 52.2 THE VILLAGE APARTMENTS REXBURG, IDAHO ClkMCQ^ \I LACI""�f 11Li nel n.. PT #2 HF 6x6 W/ SIMPSON EPC TYP. ROOF DIAPHRAGM: V PLY OR Via" OSB SPAN RATED 24/16 OR BETTER. NAIL W/ 8d's ® 6" O.C. AT EDGES & 12" O.C. FIELD PT #2 HF 6x6 POST W/ SIMPSON EPC USE #2 DF 48 HEADER W /(2) TRIMMERS AT ALL INTERIOR BEARING WALL OPENINGS. UNLESS NOTED OTHERWISE. A — TYPICAL SHEARWALL CALLOUT. SEE SHEARWALL NOTES FOR NAILING SCHEDULE. ROOF FRAMING PLAN Irr GLENN C WELLS, 1236 4TH AVENUE B. OLY1P1A, WA 98608 ARCHITECT (360) 352-4553 A.I.A. y�pNAC FN k �, 5 � T a � 92O .A' z 9 �- tiq Fr. SZV- .� tiUe BUILDING 10 PHASE II sheet IIO. ROOF FRAMING PLAN 52.3 THE VILLAGE APARTMENTS REXBURG, IDAHO 2x6 RAFTERS ® 24" O.C. W/ SIMPSON W28 HANGERS NOTES: TYPICAL BETWEEN MONO & USE #2 DF 6x8 HEADER W/ DBL 2x6 TRIMMERS & GIRDER TRUSSES. DBL 2x6 KING STUDS AT ALL EXTERIOR OPENINGS. UNLESS NOTED OTHERWISE. NOTES: ALL BEDROOMS AND LIVING AREAS TO DAVE A HYDROMC HEAT SYSTEM DESIGNED BY MANN. NOTE: i -HOUR WALL TYPICAL At ALL BEARING WALLS SUPPORTING RATED FLOORS OR ROOF. ALL TYPE B ACCESSIBLE UNITS TO CONFORM TO THE FOLL01111NG CLEARANCES: 1. THRESHOLDS 1/4" MAX. OR 1/2" BEVELED EDGE, 2. 36" MIN. CLEAR WALKWAY'S t HALLS. 3. PASSAGE DOORWAYS TO HAVE A 313/4" CLEAR OPENING 4. ALL ELECTRICAL OUTLETS 15" A.FF. NOTE: (DESIGN MEETS AD.A. TYPE-5 DWELLING, AND 2% SPACE FOR AD.A. TYPE -A REQUIREMENTS) 5. WALL MOUNTED SWITCHES, HVAC CONTROLS, ECT. TO BE 48" MAX. AFF. NOTES: ALL EXTERIOR WALLS ARE DIMENSIONED TO THE FACE OF STUD SEE STRUCTURAL DRAWINGS FOR TYPICAL 4" BRICK LEDGE DETAIL 150 -6" FIRST FLOOR PLAN SCALE: 1/4"=V-0" N Irr GLENN C WELLS, 1235 4TH AVENUE E. OLYMPIA, SPA 98506 ARCHITECT (360) 352 -4553 A.I.A. LICENSED ARCHITECT 262 date: 10 -05 -04 drawn: R.C.T. checked: G.C.W. GLENN C. WELLS STATE OF IDAHO El title: (PHASE —I1) BUILDING 11 loll THE VILLAGE APARTMENTS REXBURG, IDAHO sheet no. A3.0 NOTES: ALL BEDROOMS AND LIVING AREAS TO HAVE A HYDRONIC HEAT SYSTEM DESIGNED BY MANUF. NOTE: i -DOUR WALL TYPICAL AT ALL BEARING WALLS SUPPORTING RATED FLOORS OR ROOF. NOTE: (DESIGN MEETS ADA TYPE-5 DWELLING, AND 29- SPACE FOR ADA. TYPE -A REQUIREMENTS) ALL TYPE B ACCESSIBLE UNITS TO COT-ORM TO THE FOLLOWING CLEARANCES: 1. THRESHOLDS 1/4" MAX. OR 1/2" BEVELED EDGE. 2. 36" MIN. CLEAR WALKWAY'S 4 HALLS. 3. PASSAGE DOORWAYS TO HAVE A 313/4" CLEAR OPENING 4. ALL ELECTRICAL OUTLETS 15" AFR 5. WALL MOUNTED SWITCHES, HVAC CONTROLS, ECT. TO BE 48" M AFF. NOTES: ALL EXTERIOR WALLS ARE DIMENSIONED TO THE FACE OF STUD SEE STRUCTURAL DRAWINGS FOR TYPICAL 4" BRICK LEDGE DETAIL F u t GLENN C WELLS, Irr 1235 4TH AVENUE E. OLYMPIA, WA 98506 ARCHITECT (360) 352 -4553 A.I.A. FIRST FLOOR PLAN SCALE: 1/4"=1 date: 10 -05 -04 drawn: R.C.T. checked: G.C.W. title: (PHASE -II) BUILDING 12 Isheet no. FIRST FLOOR PLAN THE VILLAGE APARTMENTS REXBURG, IDAHO A3,OA 150' -6" 3' - 0 " 4' -0" 3' -g" b' -0" g" 4 3" 5' -0" `1" g" 5 -0" g" g" 6' - 0" 6" B A3.3 1 I f Sao IF FOR 0 s f DECK DECK ID NING 0 M 0 M u� cr N N PEN „ C2 _ LIVING R1 2 -10 JVJ s TYPICAL DIMENSIONS e 12' -2 4' -2" 6' - 0 " 2' -0" DECK 25'4" 6' -0" 12' -2" 1' -b" 5' -0" 10111011 5' - 0 " 1 A 2' -0" 1 FO 2 °xb DINING UNIT [) 2 TYPICAL DIMENSIONS LIVING ROOM 6' -6 1/4" 5' -8 1/4" 6 4' 5 x 4 SLIDER LIVING ROOM UNIT D2 TYPICAL ELECTJ DOORS 6' -6" !]it LI_Ott g lt g ll 5' -0" sit 1' - 3 " 4' -2" b' -0" gtt 6" 6 x 6 SLIDER DINING \ 1 x b 1g' -g" 6 - 0 " STD ANT I 0 s b 1 5 0 x 4 SLIDER — K >r d • m• k3aYLF ^e�# i - / - 3' -10112' 3'- 3' -5112" CLR N V f I _ 0_0 _ - -� Y �z 0 r 5EPR OOM BATH BEDROOM < , z fi L IN. (� IV -0 1/2" 10' -4" o BEDROOM _ DISP 6 x 6 SLIDER Tv r , \ R I a,42 � o� ITCH N I DINING z x DECK /r STOR DECK x 4 SLIDER ID N1NG �, D 68 DEN 2 04M Sit /_' - '= •_— = r ' i t- •,'_ii�.x'..«��"'�s�^�'::Si �L.Fi'zsY'���X�.�..1rfi;� °� "^ S:. r �� , �' �'iY ^r ms's as .x. = :4� ,, • / � • � � — a � 7 •� r f _ 'm _ am SLIDER 4 x 4 { I SLIDER 4 x 4 (TYP) { ITYPa 3' -0" 3' -0" 3' -g" 4' -0" 3' 10' -0" I6' -0" 4' - 0 " 4' -0" 4' -0" ' 21' -3" SECOND FLOOR PLAN SCALE: 1i4_V_e N GLENN C WELLS, A.I.A. 1235 4TH AVENUE E. OLYMPIA, SPA 98506 ARCHITECT (360) 352 -4553 date: 10-- 05--04 drawn: R.C.T. checked: G.C.W. i I mm Y o BEDROOM 1l' -6" 4' -0" 3' -0" 4 x 4 SLIDER f.. C 4' -0" 4' -0" V -g" Y -0" 4' -0" 3' - 0 " N N title: PHA5E -II BUILDING 11 & 12 sheet no. SECOND FLOOR PLAN A3.1 THE VILLAGE APARTMENTS REXBURG, IDAHO Q x Inc I 6' 4' -0" 6' -g" 3' -gtt 4 t_ 0 11 4 1_ 0 1t 3 t_ g tt 21' -3" KITCHEN I _i 3.3t 5'-0 1/2 CLR - �o BATH f o 0 =1 T zr o LIK - / - 3' -10112' 3'- 3' -5112" CLR N V f I _ 0_0 _ - -� Y �z 0 r 5EPR OOM BATH BEDROOM < , z fi L IN. (� IV -0 1/2" 10' -4" o BEDROOM _ DISP 6 x 6 SLIDER Tv r , \ R I a,42 � o� ITCH N I DINING z x DECK /r STOR DECK x 4 SLIDER ID N1NG �, D 68 DEN 2 04M Sit /_' - '= •_— = r ' i t- •,'_ii�.x'..«��"'�s�^�'::Si �L.Fi'zsY'���X�.�..1rfi;� °� "^ S:. r �� , �' �'iY ^r ms's as .x. = :4� ,, • / � • � � — a � 7 •� r f _ 'm _ am SLIDER 4 x 4 { I SLIDER 4 x 4 (TYP) { ITYPa 3' -0" 3' -0" 3' -g" 4' -0" 3' 10' -0" I6' -0" 4' - 0 " 4' -0" 4' -0" ' 21' -3" SECOND FLOOR PLAN SCALE: 1i4_V_e N GLENN C WELLS, A.I.A. 1235 4TH AVENUE E. OLYMPIA, SPA 98506 ARCHITECT (360) 352 -4553 date: 10-- 05--04 drawn: R.C.T. checked: G.C.W. i I mm Y o BEDROOM 1l' -6" 4' -0" 3' -0" 4 x 4 SLIDER f.. C 4' -0" 4' -0" V -g" Y -0" 4' -0" 3' - 0 " N N title: PHA5E -II BUILDING 11 & 12 sheet no. SECOND FLOOR PLAN A3.1 THE VILLAGE APARTMENTS REXBURG, IDAHO Q x Inc I 6' 4' -0" 6' -g" 3' -gtt 4 t_ 0 11 4 1_ 0 1t 3 t_ g tt 21' -3" 1 0 WA , I IF Irr GLENN C WELLS, 1235 4TH AVENUE E. OLYMPIA, SPA 98506 ARCHITECT (360) 352 -4553 A.I.A. THIRD FLOOR PLAN SCALE: 1 /4 " =1' -0" date: 10 -05 -04 drawn: R.C.T. checked: G.C.W. I sue: title: (PHASE -II) BUILDING 11 & 12 1 sheet no. I 1 11' THE VILLAGE APARTMENTS REXBURG, IDAHO A3.2 I 3 11 LOCATE AT 51. CONTINUOI . ". w- . U.-II V.V. I - - Pm.~ 9 WiN NOTE: CONNECT ALL DS. TO DRAINLINE ROOF PLAN SCALE: 1/8"=l'—O" ROOF TRUSSES a 24" O.C. BY MANLF. BUILDING SECTION SCALE: 3/16"=l'—O" GLENN C WELLS, Irr 1235 4TH AVENUE E. OLYMPIA, WA 98506 ARCHITECT T ' (360) 352-4553 A.I.A. date: 10-05-04 drawn: R.C.T. checked: G.C.W. title: (PHASE-II) BUILDING 11 & 12 ROOF PLANS & DETAILS THE VILLAGE APARTMENTS REXBURG, IDAHO NOTES: ALL EXTERIOR WALLS ARE DIMENSIONED TO THE FACE OF STUD SEE STRUCTURAL DRAWINGS FOR TYPICAL 4" BRICK LEDGE DETAIL sheet no. A3,3 BUILDING SECTION SCALE: 3/16"=l'—O" O BUILDING SECTION SCALE: 3/16"=l'—O" NON-RATED Z� ROOF CEILING ASSEMBLY i u Li `-77' =w -71 1 8M. I-HR. FLOOR/CEILING u ASSMYLY L1. °f ,.lt ! ` t tt ;h, !`'t' - � 1 -HR WALL R SEPARATING UNITS RESILIRI CLIPS _ tTYPa u u r , ........... ... F 000 BUILDING SECTION SCALE: 3/16"=l'—O" GLENN C WELLS, Irr 1235 4TH AVENUE E. OLYMPIA, WA 98506 ARCHITECT T ' (360) 352-4553 A.I.A. date: 10-05-04 drawn: R.C.T. checked: G.C.W. title: (PHASE-II) BUILDING 11 & 12 ROOF PLANS & DETAILS THE VILLAGE APARTMENTS REXBURG, IDAHO NOTES: ALL EXTERIOR WALLS ARE DIMENSIONED TO THE FACE OF STUD SEE STRUCTURAL DRAWINGS FOR TYPICAL 4" BRICK LEDGE DETAIL sheet no. A3,3 BUILDING SECTION SCALE: 3/16"=l'—O" O BUILDING SECTION SCALE: 3/16"=l'—O" TOP OF Ri OCIF (BLDG. 12 WEST ELEVATION) SOUTH ELEVATION SCALE: 3/16 " =1' -O" (BLDG. 11 NORTH) WEST ELEVATION (BLDG. 12 SOUTH ELEVATION) EAST ELEVATION SCALE: 3/16 " =1' -0" SCALE: 3/16 " =1' -0" ► —tom Lamm r- Fr (BLDG. 12 EAST ELEVATION) NORTH ELEVATION SCALE: 3/16 " =1' -0" It ur GLENN C WELLS, A.I.A. 1235 4TH AVENUE E. OLYMPIA, WA 98506 ARCHITECT (360) 352 -4553 date: 10 -05 -04 drawn: R.C.T. checked: G.C.W. issue: title: (PHASE -II) BUILDING 11 & 12 ELEVATIONS L�! Y M �1:# (�):� X111 a►y:V Il Cpl► sheet no. THE VILLAGE APARTMENTS REXBURG, IDAHO A3.4 s 0 N 0 0 r co N 0 CD 0 C U E 49'-9" 4 1/2" c; c I L t 00 N FOUNDATION PLAN SCALE: 1/4" = 1' -0" GLENN C WELLS, A.I.A. [ 1235 4TH AVENUE E. OLYMPIA, WA 98506 ARCHITECT (360) 352 -4553 51' -9" 4g' -g" 17' -6" 6' -9" 12' -3" 6' -9" 6' -6" 12' - 2 " 6' - 9" 13' -11" 6' -9" 12' -2" 6 -6" 6' -9" 12' -3" 6' - 9" 17' - 6" 2' -0" SQR. X 12" 4 1/2 4 1/2" 2' -0" SQR. X 12" MIN. CONC. FTG. MIN. CONC. FTG. w/ ( #4's EA. — — — — — - I w/ ( #4's EA. WAY AND SIMPSON I -- — — _ _ WAY AND SIMPSON , ABU44 POST BASE I I I ABU44 POST BASE o I r - - - --� I t r - - - --� 1 L C5 o I I I USE 5/8 " 0 AB's ® I I `L 0 0 I 16" O.C. AT THIS WALL I I I o I 0 --------- - - - - -j L---------- L--------- ,�� r - -- - - - - --J - - -� -_ -__- 2' -0" SQR. X 12" MIN. CONC. FTG. -- ----- -- -- - - ---- -� L-- - - - -- - - - - -- _ __I L ----- - - - - -- _ _ I 2' -0" SQR. X 12" I t- I MIN. CONC. FTG. w/ (3) #4's EA. I I I , w/ (3) #4's EA. WAY AND SIMPSON ABUfi6 POST BASE -- - - - - -- SIMPS ❑N HD14A - - - -- - -- IN 6 T❑ FDN I I SIMPSON HD10A IN I I I SIMPSON HDlOA IN I r -- _ .... _ _ _ _ SIMPS ❑N HD14A ,_- - - - - -- WAY AND SIMPSON ABU6fi POST BASE PIZ IF IF J x =' DBL 2x T❑ FDN i i DBL 2x T❑ FDN i _ IN 6x T❑ FDN IF I I I ! I I C 4" _ -- I - -- I - I I I CONCRETE SLAB w/ 6x6 W1 -4 x W1 -4 3 TYP. @ PARTY 1 I I I I I L____J WWF CENTERED IN SLAB OVER 6MIL. VAPOR BARRIER AND 6 MIN. m N I I WALLS I L -__ L____ J --- - - - - -- - - -- - - - - - -J L------ - - - - -- -� L - - -- -� COMPACTED GRAVEL PER SOILS REPORT. I `� I I I I -�- I I I L— I - - - -� L -------- - - - --1 L _ - - - - -- - - -- --- - - - - -- n ---- - - - - -- i t I i- - - - - -- -- i I- - - - - -- I I -I ,---- -__ J L - -- - - - -� ( I I CRACK CONTROL AND /OR CONSTRUCTION JOINT i i ®10' -0" O.C. MAX. EACH DIRECTION 4 5 � - -- - -- 1 L- - -- -- -� ,-- - - - - -- -J L--- - - - - -- n r - - - - - - - - - - r - --'__ 1C 1C 10' -8 1/4 I I 19' -8 1/4 I I 19' -10 1/2" I 25 -4 1/2" I I 25 - 4 1/2" I 19' - 10 1 /2" 19' -8 1/4" I I 10' -8 1/4" USE PT 3x SILL PLATE ( USE PT 3x SILL PLATE I ------------------------------- - 1 USE PT 3x SILL PLATE USE PT 3x SILL PLATE t I w/ 5/8 " 0 AB's ® 24" I I w/ 5/8 " 0 AB's ® 24" I 1 w/ 5/ AB's ®24" 5/8"0 I I w/ 5/8 " AB's ®24" SIMPSON HTT16 IN O.C. AT THIS WALL I I O.C. AT THIS WALL I _ _ _ _ _ ---- -- - - -- -- -- - - r -- - - - - -- 1 r_ ____ _____ - -�` - - - -- --- ----- - """'� I O.C. . AT THIS WALL 1 I O.C. AT THIS WALL I I DBL 2x STUDS T I I 1 I 1 I r .,_ -- I L - -_ -- i SIMPSON HTT16 IN DBL 2x STUDS TO FOUNDATION I I - I ( I I I I _ � t � FOUNDATION � � � I N I I 1 I , I I � 1 I I I ; I I I I t - -- =_-� I I I , I I (I � I I I t L - -- -_ --- - 00 I -- I----- - - - - -- t I I I I ----- - - - - -- SIMPSON HTT16 IN DBL 2x STUDS 70 I r -- - I I � I I I I I I � I 2 TYP. I I CAD INT. I ( t r _ r , 1 I I FOUNDATION I , , , BEARING WALLS , , I I ' I t , I I I I I I I �` 1 L------ - - - - -- --- - - - - -- -- I I�-- - - - - - - - -- ------- - - - - -J I I I I I I I L__--- -_ - - -- J I , - - -- - - - - -� �^ I I - - -- L - - - -- -� L --- --- -- - "' i I I I I � ------ - - - - -- - - - -- - -- N --� I I r - - - -- - -- \ - ------ - - - - -- I I i i '' I I SIMPSON HTT16 IN DBL 2x STUDS TO L ------- FOUNDATION 1A Cj t I I I 1 0o � I � I I I I I I I I I - - -- - - -� - -- - - -- - - - - - -� I I I I I I 1C I 1 j I I __--_------ - I ------- �__- _- - - - - -- I ` 1A y - -- J - I L- - - - - -- - -- ------- - - - - -J I 1A 1 I I I I I I C14 , __, I 1 1 I I I I I , °° co � I r -- --� I SIMPS ❑N HTT16 IN I , , SIMPS ❑N HTT16 IN DBL 2x TO FDN r -J I , L_ DBL 2x TO FDN I I I I I I I I I I I co m I I I I I I I I L--------- - - - - -- -� I - --- - - - - -- P- 1 - - - - -� j I -'� 4 ___ .- 2 ' - $" 4 ' ' - ��� 2 � -8 " 00 I , 1 --- ------ - - - - -- -J I I I l - -------- ---_ -- -- -- - - -J I I - _ I is � I ( , I- -- -- - - - - -- r - -- I J F.O.S. F.O.C. - J J i I L - - -- ---- - - - - -- -- SIMPS ❑N PHD8 SIMPS ❑N PHD8 U o SIMPSON PHD8 SIMPS ❑N PHD8 o co IN DBL 2x T❑ FDN IN DBL 2x TO FDN o " "' 0 0 IN DBL 2x T❑ FDN IN DBL 2x T❑ FDN "' o �' d Li . 4 1/2" 4' -0" 4' -0" 4 1/2- 4' - 0 " 4' -0" Aw 4 1/2" i 4' -0" 4' -0" 4 1 /2" 16' -4 1/2" 8' -0" 16' -4 1/2" 20' -10 1/2" g' -0" 20' -10 1/2" 16' -4 1/2" 80-011 16'-4 1/2 10' -0" 40' -9" 49' - 9 " 40' - 9" 10' - 0" 151' -3" date: 10 -05 -04 drawn: P.T.V. checked: G.C.W. NOTES: USE 5/8"0 A.B.'s ® 48" O.C. IN PT 2x SILL PLATE, UNLESS NOTED OTHERWISE. (2) MIN. PER WALL. SEE SECOND FLOOR FRAMING PLAN FOR HOLDOWN SIZES AND LOCATIONS. 4 1/2" 1 C3 0 I Lo �N el title: PHASE -II BUILDING 11 & 12 sheet no. FOUNDATION PLAN 53.0 THE VILLAGE APARTMENTS REXBURG, IDAHO SIMPSON LTT20B IN DBL 2x TO FDN PT #2 HF 4x4 PT #2 HF 4x4 W/ SIMPSON EPC44 _ —_ _ — — — v — W/ SIMPSON EPC44 �PT #2 HF 4x12 —" 13 �PT #2 HF 4x12 i i i i I I TYP i i i i PT #2 HF 2x8 I I ( 58.2 I PT #2 HF 2x8 I 0 16" O.C. —V— ( I V 0 16" O.C. #1 DF 6x8 # DF 6x8 I CONCRETE TOPPING MAY PT #2 HF 6x6 I I I ( I BE USED FOR W/ SIMPSON EPC SEE DECK SURFACE. 1 1 SIMPSON HD10A IN ARCH. TYPICAL PT #2 HF 6x6 W / SIMPSON EPC PT 5x12 GLB — _ — — _ — — P2 HF 4x8 — I DBL 2x TO FDN I FT #2 HF 4x8 v PT 2 GL B — SIMPSON HD14A PT #2 H 2x IN 6x TO FDN 2 HF x$ I — IN 6x TO FDN SIMPSON HD14A I ! I I I ! I ( I I # I # HF 2x8 I I I P #2 HF 2x8 I ® g C I I I I I 0 16" P.C. I I I ( I _Q Q I 1 l O. r' I CONT TO I CONT TO I 1� Olc- (� Q ( I I I 16" O.C. I I E EXT WALLS EXT WALLS I FT _ #1 DF 6x8 1 CF fib I 1 DF 6x - -7� / I SIMPSON HD14A IN ( ( I �� TYP 1 D 6x I DBL 2x TO FDN I ( I 5 TYP I I I III SIMPSON HD14A SIMPSON HTT16 IN u I se•2 IN 6x TO FDN DBL 2x STUD TO FDN II x1 2 I " � " I ( I I SIMPS T HTT16 IN 3h " x11 3 6" PSL #2 DF 4 I I I � � � `W...` ,,,.�, ...� � .� #2_ 4x 12 N CONT TO � I � CONT TO — -� �--- — - � _ -. �. � —�� x11 � PSL (� CONT TO CONT TO BL 2x STUD TO FDN I I EXT WALLS > IC,) EXT WALLS III I r I" I EXT WALLS �I I IQ EXT WALLS I I I I I Q 11 TJI-210 JOISTS OR BETTE�I I I � � — � — � 3 2x4 3 2x4 I I ( I I ( () - L — () I__ _-1 � 16 O.C. _ _j_ _ L— — �/ Tit 210 JOISTS OR BETTE I I I I I� �� I I � � 11 �� �I ®, 6" O.C. I I I 4 I I I I I I I TYP II II I I I I 11 II III _ _ 1 1 I I (4) 2x4 W/ I I I I I I ,» I�PSON CCQ44SDS2.5 I I — _F - j 1 /g TJI -210 OR BETTER ( I (4) 2x4 W/ 1 , "x1 " PS L — �� � vi"x1 PSL I I _ G— 1MPSON CCQ44SDS2.5 — _ — — — m 16" O.C. I I — �� (I _ "x1 PS _ �� �__ x 1 PSL _ CO 4 6N NUOUS NUOUS OVER SUP Q �I — � NUOUS OVER S PO �� T� I I I I ( OVER SUPPT I (� -� C NUOUS OVER SUP ORT \\ SIMPSON HTT16 IN DBL 2x TO FDN 2 TYP se.s - �I -All - -- I •- 2 2 2 2 i i I� I N I I ss.3 U. N II I c HE I I 1I- I _ I II II I ( I II I - __ ;7 7 i I /�\ 1 _ L '' a ;3\ SIMPSON HTT16 IN 3 3 , DBL 2x TO FDN — SIMPSON PHD8 IN DBL 2x TO FDN SIMPSON PHD8 IN DBL 2x TO FDN PT #2 HF 44 POST W/ SIMPSON PC44 PT #2 HF 4x4 POST W/ SIMPSON PC44 SIMPSON PHD8 IN DBL 2x TO FDN NOTES: USE #2 DF 6x8 HEADER W/ DBL 2x6 TRIMMERS & DBL 2x6 KING STUDS AT ALL EXTERIOR OPENINGS. UNLESS NOTED OTHERWISE. USE #2 DF 48 HEADER W /(2) TRIMMERS AT ALL INTERIOR BEARING WALL OPENINGS. UNLESS NOTED OTHERWISE. A — TYPICAL SHEARWALL CALLOUT. SEE SHEARWALL NOTES FOR NAILING SCHEDULE. SECOND FLOOR FRAMING PLAN 1/4" = 1' -0" GLENN C WELLS, 1295 4TH AVENUE B. OLYS[PU. WA 98608 ARCHITECT (980) 352 -4559 A.I.A. y\ ONAL � T a 0 v �FL Sz X01 ct THIS NOT DESIGNED FOR A him : err CONCRETE FLOOR TOPPING SLAB, F OR F OR TYPICAL SHEARWALL ELEVATION D ETAIL DBL 2x TO FDN SIMPSON HTT16 IN DBL 2x TO FDN title: BUILDINGS 11 & 12 PHASE II sheet no. SECOND FLOOR FRAMING PLAN 53.1 THE VILLAGE APARTMENTS REXBURG, IDAHO PT #2 HF 6x6 W/ SIMPSON EPC PT x12 GLB — v — -T SIMPSON MST60 �—I I PT #2 HF 2x8 ( I DBL 2x. SEE - 0 16" O.C. v w I I #1 DF 6x8 I SI PSO 4 MST60 IN 11 DBL 2x SEE - 3 CONT TO /�I ,_ I CONT TO I. EXT WALLS (� EXT WALLS ^ I I I 1 pl II n PT #2 HF 4x4 1 1 PT #2 HF 40 W/ SIMPSON EPC44 _ PTA HF 412 _ — — — — _ PT #2 HF 4x12 _ W/ SIMPSON EPC44 PT #2 HF 2x8 PT #2 HF 2x8 ' 0 16" O.C. ( ( t 0 16" O.C. I j I 3 3 # DF 6x8 # DF 6x8 I II 1 SIMPSON MST48 IN 1 PT #2 HF 48 I DBL 2x. SEE - 3 I 1 PT #2 HF 4x8 — — (— I II II i #2 Z #2 � 1 CONT TO NI , CONT TO ( 1 " Oic. I Q v I� SIMPSON MST60 IN sas — DBL 2x. SEE - 3 CONCRETE TOPPING MAY BE USED FOR DECK SURFACE. PT #2 HF 6x6 SEE ARCH. TYPICAL W/ SIMPSON EPC _ PT %x12 GLB I I PT #2 HF 2x8 I EXT WALLS EXT WALLS I p— . _.__. . 1 OF 6 8 F I S.2 Np 1 D 6x 13 III 1 III Sa. TYP I I I II Ill Zh* 11 %" PSL #2 DF 402 — ---� I (-- #2 DF 402 w x11 % PS (, I I I . — - - } 1 I I I I CONT TO �( � CONT TO I Da WALLS EXT WALLS 7 -210 JOISTS ORB 1 I ( 1 l 11 1 11 /a TJI E i•TE� I 1 L I � 1 — ____ —1 3 2x4 I ( 3 2x4 ( I I I I 1 II 7 " TJI -210 JOISTS OR BE"' 0 16 O.C. 1 1 II — 1(� I I — I — I I -- I I I I �� I I 4 TYP II I ll II 0 1 6" O.C. c 3) 2x4 $ 11 11 11 1 11 (3) 2x4's DBL 2x N MST37 IN I "x11 �" PSL — (� "x11 PSL I — — — — J ( 3 " PSL DBL 2x. SEE 3 - 3 - - - - - --- f -�-- - �� "x11 �— C_ sa �1F— i ( (3) 2 NT TO I 1 1 1 III ( 1 1 i l l w 0 �� c 3} 2• I I �� 0 16" O.C. 1 D 6x SIMPSON MST60 IN DBL 2x. SEE - 3 6.2 ( l I i IQ ill I I I I I x1136" PSL SIMPSON MST37 IN DBL 2x. SEE - 3 g sa.2 r wee I it nn 4 TYP I i I I ( — II I I ( III 7 8 T 12 s I _ TYP SIMPSON HU41OTF sa .2 sa.2 W/ SLOPE AS RE % GLB - I I 1 atb x GLB I I I 1 1 I i i L SIMPSON MST48 DBL 2x. SEE - SIMPSON MST48 I —� DBL 2x. SEE - 3 ss� SIMPSON MST48 IN — DBL 2x. SEE - 3 sas LJ L- . A2 72\ - NOTES: USE #2 OF 6x8 HEADER W/ DBL 2x6 TRIMMERS & DBL 2x6 KING STUDS AT ALL EXTERIOR OPENINGS. UNLESS NOTED OTHERWISE. USE #2 DF 4x8 HEADER W /(2) TRIMMERS AT ALL INTERIOR BEARING WALL OPENINGS. UNLESS NOTED OTHERWISE. THIRD FLOOR FRAMINO PLAN 114" = 1'-0" GLENN C WELLS, 1295 4TH AVENUE B. OLYlQ�1A. WA 98508 ARCHITECT (380) 352-4553 FN � T CL �'. 2,� O �O tiq EL SZ 0 - TYPICAL SHEARWALL CALLOUT. SEE SHEARWALL NOTES FOR NAILING SCHEDULE. V /1w11 VV /• ITIVITV I DBL 2x. SEE -1 " T &G GLUED & NAILED W/ 10d's 0 6" O.C. AT EDGES AND 10" O.C. FIELD TYPICAL U.N.O. title: BUILDINGS 11 & 12 PHASE II sheet no. THIRD FLOOR FRAMING PLAN I I 53.2 THE VILLAGE APARTMENTS REXBURG, IDAHO I I11 I IIi�NGER l l 1'D. TYP I _ Ma 9" GLB I 1I I I 1 � _ — — -- a I ( I ( I I I _`�i "xg" GLB , � ; I ... . � � II I II I II — SH ED ( �WALL INDICATES _ I ( I l SE 2) R2x 13MG WALL. 0 0 e � — O 0 16" O.C. — I. I I I 1 I 1 ( G W/ JOISTS. GLB 1 I / I I TYPICAL 1 - Wx GLB SIMPSON MST37 IN ( DBL 2x. SEE " I l l sa. l l I I s = 51� _ GLB - ' I I I I � � "xg" GLB � ( L - r-- ---D--- - — - _.._ wmI .will M-lalN/ 11'1 Nolte Zx /'1 SEE PT #2 HF 44 W/ SIMPSON EPC44 TOP & BOTTOM PRE -MFR TRUSSES ® 24" O.C. SIMPSON MST37 IN DIRL 2x PT #2 HF 44 W/ SIMPSON EPC44 TOP & BOTTOM NOTES: USE #2 DF 6x8 HEADER W/ DBL 2x6 TRIMMERS & DBL 2x6 KING STUDS AT ALL EXTERIOR OPENINGS. UNLESS NOTED OTHERWISE. USE #2 DF 4x8 HEADER W /(2) TRIMMERS AT ALL INTERIOR BEARING WALL OPENINGS. UNLESS NOTED OTHERWISE. ROOF FRAMING PLAN 1/4" = V-0" It GLENN C WELLS, A.I.A. 1295 4TH AVBNZJS E. OLYYPM 1►A 98608 ARCHITECT (360) 352 -4553 y\pNAC F 9 0 tiq FL S Z i 4 MADQnM \ICT'2'7 I \I r%o1 n.. .+�"�r.av�• ma 11r Lim- 4A SEE /'-1 or An ur emo^ title: BUILDINGS 11 & 12 PHASE II sheet no. ROOF FRAMING PLAN THE VILLAGE APARTMENTS REXBURG, IDAHO 53.3 A- TYPICAL SHEARWALL CALLOUT. SEE SHEARWALL NOTES FOR NAILING SCHEDULE. PRE -MFR TRUSSES 0 24" O.C. 0 T- in �I Irr GLENN C WELLS, 1235 4TH AVENUE E. OLYMPIA, WA 98506 ARCHITECT (360) 352 -4553 A.I.A. date: 10- -05 -04 dram: R.C.T. ch ecked: G.C.W. FIRST FLOOR PLAN SCALE: 1/4"=l'-O" issue: title: (PHASE• -II) BUILDING 13 THE VILLAGE APARTMENTS REXBURG, IDAHO sheet no. rx A 911 F T 11 �I ILL GLENN C WELLS, 1235 4TH AVENUE E. OLYMPIA, SPA 98506 ARCHITECT (360) 352 -4553 A.I.A. title: (PHASE -II) BUILDING 13 sheet no. THE VILLAGE APARTMENTS REXBURG, IDAHO A4.1 • , • • • SCALE: 1/4"=l'-O" S r s m WIN mm rvl GLENN C WELLS, A.I.A. Irr 1235 4TH AVENUE E. OLYMPIA, SPA 98506 ARCHITECT (360) 352 -4553 date: 10 -05 -04 drawn: R.C.T. checked: G.C.W. THIRD FLOOR PLAN SCALE: 1/4"=V-0" issue: r title: (PHASE -II) BUILDING 13 I sheet no. I 1 11' THE VILLAGE APARTMENTS REXBURG, IDAHO A4.2 C ROOF PLAN SCALE: 1/8"=l'-O" r. ~ -"r Ien_e -r_ — n All r^ tvr� i+iv t* C Q BUILDING SECTION SCALE: 3/16 GLENN C WELLS, I 1235 4TH AVENUE E. OLYMPIA, SPA 98506 ARCHITECT (360) 352 -4553 A.I.A. LICEN SED ARCHITE 62 date: 10 -05 -04 drawn: R.C.T. checked: G.C.W. GLENN C. WELLS STATE OF IDAHO title: (PHASE-II) BUILDING 13 ROOF PLANS & SECTIONS THE VILLAGE APARTMENTS REXBURG, IDAHO sheet n0. A4.3 -�' BUILDING SECTION O SCALE: 3/16"=l'-O' -�' BUILDING SECTION SCALE: 3/16"=l'-O" Tf3P rir- RITX'x EAST ELEVATION SCALE: 3/16 " =1' -0" SOUTH ELEVATION SCALE: 3/16 " =1' -0" -- iTl. 1. 1- 1/1 WEST ELEVATION SCALE: 3/16 " =1' -0" Itur GLENN C WELLS, A.I.A. 1235 4TH AVENUE E. OLYMPIA, WA 98506 ARCHITECT (360) 352 -4553 date: 10 -05 -04 drawn: R.C.T. checked: G.C.W. r sue: NORTH ELEVATION SCALE: 3/16 " =1' -0" title: (PHASE -II) BUILDING 13 I sheet no. l EXTERIOR ELEVATIONS THE VILLAGE APARTMENTS REXBURG, IDAHO FIB V1 LO co 00 9 co LO ca ci C to t Z a: co O O O to 0 O z g (L z 0 z m 0 LL M O O O O co CL X N to �c (L cc C cm co O .Cc C.) Q E 5 . FOUNDATION PLAN SCALE: 1/4" = V-0" GLENN C WELLS, ILL 1235 4TH AVENUE E. OLYMPIA, WA 98506 ARCHITECT T ' (360) 352-4553 A.I.A. date: 10-05-04 drawn: P.T.V. checked: G.C.W. o� I title: (PHASE—II) BUILDING 13 1 sheet no. - I FOUNDATION PLAN THE VILLAGE APARTMENTS REXBURG, IDAHO NOTES: USE 5/8"0 A.B.'s @ 48" O.C. IN PT 2x SILL PLATE, UNLESS NOTED OTHERWISE. (2) MIN. PER WALL. SEE SECOND FLOOR FRAMING PLAN FOR HOLDOWN SIZES AND LOCATIONS. PT #2 HF 6x6 W/ SIMPSON EPC PT %xl 2 GLB r PT #2 HF 2x8 r i r f O 16" O.C. ' ' 1 SIMPSON HD14A SIMPSON HD10A IN IN 6 TO FDN DBL 2x TO FDN (4) 2x4 W/ — - SIMPSON CCQ44S 1 .5 # DF 6x8_ #1 D 6x I I I SIMPSON HD14A (3) 2x4`s I I CONT TO IN 6x TO FDN I SIMPSON HTT16 IN _ " ( CONT TO I EXT WALLS I DBL 2x STUD TO FDN x11 PS I I ._._. 2 DF 4x12 —. � rb ( I _ EXT WALLS '- II III 5 ss IQ 11 S6.2 I �� L____ — ___ I __ I C�NT I TO I (( I I I I CCNT I EXT WALLS 4Jy -2,10 OR BE I EXT A 1,7/8 " r i r I I x Q 4 3 i SIMPSON HD10A IN DBL 2x TO FDN # D 6x8 # DF 6x8 SIMPSON HD14A I SIMPSON HTT16 IN I I ( IN 6x TO FDN I DBL 2x STUD TO FDN ( Ll I I I PT #2 HF 4x, 2 _ — I I ( EXT WALLS D I COW TO I ( I EXT WALLS I I , , PT #2 HF 2x8 O 16" O.C. i SIMPSON HD10A IN 1 DBL 2x TO FDN 117/8" TJI-210 I I SIMPSON HD1 I ( 3 i OR ErTER A DBL x TO FDN SIMPSON HD14A IN 6x TO FDN CONCRETE TOPPING MAY BE USED FOR DECK SURFACE SEE ARCH. TYPICAL PT #2 HF 6x6 W/ SIMPSON EPC ____ v — PT 51 x12 GLB ' I - - 1_T �T 13 r r # S6.2 TYP l i r i 0 16 O.C. r r r 4 r i r r r r ( s i 1 i i r O 16" O.C. F_ � TYP( _ 31i "x 1W PSL _ CONT. OVER SUPPORT SIMPSON HTT16 IN DBL 2x TO FDN L� 7 3\ SIMPSON PHDB IN DBL 2x TO FDN 10 1 I I II ( TYP O 16 O.C. 4 S6 II II I 4 31 PSON CCQ44S S2.5 Sew _ I sa.2 TYP Vi „3fi” PSL - 12 I I I _ "x 1 % PSL — — 2 DF 4x12 — I CONT. OVER SUPPORT S6.2 TMP 17- -.. ____ I 9 1 (4) 2x4 s ( ( I I I TYP 88.2 (3) 2x4 s L- L I I II I I i � __71 -- a1 9 GLB I I I I PRE -MFR TRUSSES O 24" O.C. PT HF 4x4 W/ SIMPSON EPC44 — � — PT # 2 HF 4x12 PT #2 HF 2x8 r � i r O 16" O.C. r II HAN II I I 2 se.2 P 7 8 58.2 sgs S IMPSON W/ S Of�� YP I I I I 31��11i5 PSL I � 7 ' I _ x8 GLB _ A 4 2x4's � I C) SIMPSON HTT16 IN DBL 2x TO FDN IT I I 4= `�' I I I I REGISTER W/ JOISTS. TYPICAL I i 1 II III II II 1 10 � �1 56.2 TYP SIMPSON HU41 OTF HANGER W SLOPE AS REQ'D. TYP I I 5 I I I I I I SHADED WALL INDICATES INTERIO I (� I I / i ( �_ BEARING W USE (2) 2x4 I N .4II 1 1 , I N �I IrL L ,o - I li _ III 1 I 3 1 i PT #2 HF 44 POST W/ SIMPSON PC44 PT #2 HF 4x4 POST W/ SIMPSON PC44 NOTES: USE #2 DF 6x8 HEADER W/ DBL 2x6 TRIMMERS & DBL 2x6 KING STUDS AT ALL EXTERIOR OPENINGS. UNLESS NOTED OTHERWISE. USE #2 DF 48 HEADER W /(2) TRIMMERS AT ALL INTERIOR BEARING WALL OPENINGS. UNLESS NOTED OTHERWISE. Q -TYPICAL SHEARWALL CALLOUT. SEE SHEARWALL NOTES FOR NAILING SCHEDULE. THIS ► NOT ► ♦ FOR A GYPCRETE ♦► CONCRETE FLOOR TOPPING SLAB FOR TYPICAL BRICK LINTEL, SEE DETAIL - F OR TYPICAL SHEARWALL ELEVATION D ETAIL GLENN C WELLS, A.I.A. t 1295 4TH AVENUE B. OLYIPIA, WA 98506 ARCHITECT (S80) 562 -4653 y\ONAL Fti G \STE R O. cc ;° � �m a. 928 0 w 9 0 ti q , L SZ\-J- f v� SIMPSON PHD8 IN DBL 2x TO FDN SIMPSON HTT16 IN DBL 2x TO FDN ' FLOOR DIAPHRAGM NAILING: 3 / 4 " T &G GLUED & NAILED W/ 10d's O 6" O.C. AT EDGES AND 10" O.C. FIELD TYPICAL U.N.O. title: HUII.DWG 13 PHASE II sheet n SECOND FLOOR FRAMING PLAN I I 54.1 THE VILLAGE APARTMENTS REXBURG, IDAHO --r- :� r— II 1 1 I r N = - II I N �1 TYP TS11*2 TYP 6 1 s _2 - - I i A SIMPSON HTT16 IN DBL 2x TO FDN SECOND FLOOR FRAMING PLAN 114" = 1' -0" I ) I PT #2 HF 6x6 W/ SIMPSON EPC PT #2 HF 4x4 W/ TOP &BOTTOM SIMPSON EPC44 P T % x12 GL _ � — — � — PT #2 HF 40 2 TOP &BOTTOM _ - - - - -�� - — — �� SIMPSON MST48 IN ► ► PT #2 HF 2x8 ► I DBL 2x. SEE - ' ' PT #2 HF 2x8 ® 16" O.C. ' ' ' ( 3 I r 0 16" O.C. 3 I I s6.2 — r r i r r r _� J i r r ► 3 13 CONCRETE TOPPING MAY BE 1 D 6x8 � r s6s TYP # DF 6x8 USED FOR DECK SURFACE PT #2 HF 6x6 SIMPSON MST80 IN SIMPSON MST48 IN I I SEE ARCH. TYPICAL W/ SIMPSON EPC DBL 2x. SEE - I DBL 2x. SEE - 3 TOP & BOTTOM 3 1 1 S6,2 I I PT #2 HF 4x12 — CONT TO — — — PT % x1 2 GI B > I ( I I I — SIMP MST48 IN Y EXT WALLS ( ; PT #2 HF 2x8 i i DBL 2x SEE - 3 I ► PT #2 HF 2x8 . I I (l l I I �- CONT TO I I I I ®16" O.C. � ( Sep ( ®16 O.C. EXT WALLS 3 I 3 11 78" T Jt -210 p l i j- I RI E1TER � r s � �--- �.. � � I _.._. __._ , , ► r r r I 3 1 1 TYP s6.z (3) 2x4 's ( 5 s6.2 4 TYP SIMPSON MST60 IN # 1 DF 6x8 # 1 D 6x (� TYP I I SIMPSON MST48 IN I I % PSL _ _ s6s I DBL 2x. SEE 3 ---- --�-"" ( (1 I I DBL 2x. SEE 3 ( — #2 DF 4x12 'x 1' W PS s6� S6.2 �. CONT TO SIMPSON MST37 IN I I III I IQ EXT WALLS I •- DBL 2x. SEE - (3) 2x4 's I CONT TO Q I I i I I I EXT WALLS � CIDNT TO I — — C EXT WALL S — ( EXT WALLS 7 I JI 210 OR BETTER I0 16 O.C. TYP 56.2 I I I I I I (3) 2x4's s 6.2 _ 12 ^� I ( I �� — *x l1 %* P SL �.p � _ i 56.2 �-- - "x 11 %" P SL # DF 4 x 12 - _. 2 I I I I I I I SIMPSON MST37 IN TYP s6.2 SIMPSON J4410TF HANGER I I I (3) 2x4 s I I W/ SLOP AS REQ D. TYP " I I ( I L L DBL 2x. SEE " PS L — — — I I I 3 I ( s6s S HADED WALL INDICATES _ x9 GLB _ (4) 2x4 s INTERIOR BEARING WALL I — — I ( ( ( 11 10 I " TYP i US (2) 2x4 " s ® 16 O.C. I I — , — RE ISTER J01 O TYP — I — I ( I — TYP s I I N I I 8 I I — — I I I( s6s s6s S IM P SON W S O�AS EQ'D. TYP I I 1 1 2 x GLB 1 1 1 1 1 1 ,1 "x � " I SL / I I S6 � TYP I � I I (4) 2x4 s _ W x GLB _ _ I �- - --- - �--- -- �- --� _ - z .B /2\ 2 /2 A2 SIMPSON MST48 IN SIMPSON MST37 IN I ( I I I _� _ DBL 2x. SEE - 3 DBL 2x. SEE - 3 — S6.2 S6.2 (I x GLB FLOOR DIAPHRAGM NAILING: 1 I 3/4" T &G GLUED & NAILED (I ss.2 T' ( W/ 10d's ® 6" O.C. AT I I I EDGES AND 10" O.C. FIELD L TYPICAL U.N.O. NOTES: 2 — - - /2\ — — — — — /2\ - 2 USE #2 DF 6x8 HEADER W/ DBL 2x6 TRIMMERS & DBL 2x6 KING STUDS AT ALL EXTERIOR OPENINGS. UNLESS SIMPSON MST37 IN SIMPSON MST48 IN — NOTED OTHERWISE. DBL 2x. SEE - r3 DBL 2x. SEE - 3 USE #2 DF 4x8 HEADER W /(2) TRIMMERS AT ALL s6.2 56'2 INTERIOR BEARING WALL OPENINGS. UNLESS NOTED OTHERWISE. A- TYPICAL SHEARWALL CALLOUT. SEE SHEARWALL NOTES FOR NAILING SCHEDULE. THIRD FLOOR FRAMING PLAN 1/4" a 1' - O" F issue: title: BUILDING 13 X5 ,oNAL 5 G�sr , date: 10 O l 04 PHASE II sheet no. GLENN C WELLS, A.I.A. o� �� � m w : M.D.C. THIRD FLOOR FRAMING PLAN 1235 4TH AVENUE E. OLYMPIA, WA 98508 a 128 ;a �, �r �aP �. S49 ARCHITECT 1360) 352 -4553 '�yq F o checked:G.C.W. J.M. C.D.S. THE VILLAGE APARTMENTS Ec. sz to! u REXBURG, IDAHO PT #2 HF 6x6 W/ SIMPSON EPC TOP & BOTTOM #2 DF 4x8 ROOF DIAPHRAGM: PLY OR Via" OSS SPAN RATED 24/16 OR BETTER. NAIL W/ 8d's 0 6" O.C. AT EDGES & 12" O.C. FIELD QIkAMe 1 ►1 uQT47 1 ►1 f1C1 A.. PT #2 HF 4x4 W/ SIMPSON EPC44 TOP & BOTTOM C%1►InrA ►1 ..CY"2'1 ILI r%f5l A -- H^ A PROVIDE OVERFRAMING ® SHADED AREAS PER DETAIL / OR USE TRUSSES NOTES: USE #2 DF 6x8 HEADER W/ DBL 2x6 TRIMMERS & DBL 2x6 KING STUDS AT ALL EXTERIOR OPENINGS. UNLESS NOTED OTHERWISE. USE #2 DF 48 HEADER W /(2) TRIMMERS AT ALL INTERIOR BEARING WALL OPENINGS. UNLESS NOTED OTHERWISE. A— TYPICAL SHEARWALL CALLOUT. SEE SHEARWALL NOTES FOR NAILING SCHEDULE. It [r GLENN C WELLS, 1295 4TH AVSNtJE B. OLYI[PLl, WA 98508 ARCHITECT (980) 352 -4563 ► \ pNA L � a c P h%QE` S �- m title: BUILDING 13 PHASE II sheet no. ROOF FRAMING PLAN I ___] 54.3 THE VILLAGE APARTMENTS REXBURG, IDAHO ROOF FRAMINO PLAN I/4, = VA„ SIMPSON MST37 IN DBL 2x SEE DETAIL - 3 ses 3 r 1 i \� (2) LAYERS 5 /$y/ R -19 SATT INSUL. TYPE `X' GWB LAYER ° /8" EXT. TYPE 'X' GWS AT RATED EXT'R WALL. /4" T4G PLYWD (2) ROWS irod's DECKING GLUE 4 NAIL roll D.G. 2x FLR. JST ADDITIONAL trod ( (SEE PLAN) SINKER O EA. JOIST 2x RIM JOIST (SEE PLAN) — A -35 CLIP a I roll O.G. (2) 2xro PLA R -19 BATT INSUL. -- (2) ROWS hod's •e 6" O.G. ADDITIONAL trod SINKER e EA. JOIST 2x RIM JOIST (SEE PLAN) ---- AL CONC. CAP --�-__ A -35 CLIP 0 — --� 16" O C. VINYL SIDIN (PER PLAN) 5 /8 11 0 A.B. SEE PLAN FOR SPACING MIN 1/2" AIR GAP COMMON BRICK AT BRICK VENEER OMIT ROUT AT WEEP _ /ell G.W.B. TYPE 'X' e CEILING G,UJ.B. TYPE 'X' a CE [LING 41 /8" GWB * WALLS 3/4" T4G PLYWD DECKING GLUE 4 NAIL 9 1/2" TJI 0 5 1/8" G.U1.B. TYPE 'X' ' •e CEILING 0 5 1/8" G.W.B. TYPE 'X' (NAIL PER U.B.G.) USING 3 COATS 1v NAILS 4 JOINTS 1/2" CDX 5 1/2" STUDS - PROVIDE VINYL WEEP NET EXTEND BLDG. PAPER :9 Q ' i�4 GALV BASE FLASHING WEEP HOLES e 24" O.C. d w/ VENT MET. CONT. R -10 RIGID 44 INSULATION '4 a 4 a 4 a' d � Q C! Al A tt ' TYP. 2 -S ORY FTGO O DETAIL e w SLAB 3/4 T4G PLYWD_ 3 /4" AIR SPACE -11 INSUL. BATTS R CONTINUOS SEALANT, TOP 4 WALL SASE- TYPICAL 9 1/2" TJI PER STRUC. 9" m 2x4 STUDS w/ PLASTER AND RETURN PRE- ENGINEERED GUTTER SYSTEM R -ii INSUL. BAITS TO GABLE WALL AS SHOWN 1x4 G01;NER TRIM TYPICAL VINYL SIDING 4 TIDE WB 9 24" O.G. CO MPOSITION ROOF OVER 11 /2' CDX PLYWD EDGE NAIL BIRD BLOCKING (TYP.) T -0" TYP. Irod'8 TOE NAIL 1v 12" O.G. 141 - AI T7LVWY -Ii"l INSULATION (2) LAYERS 5 " GUTTER TYPE 'X' GWB EA, END OF EA_ TRUSS 11 GWB CONNECT TO 5/8" tIGHTLINE DIRECTLY e , 11 TO STORM SYSTEM. w/ R -19 BATT INSUL, OVERHANG DETAIL C@ EXPOSED EAVE SCALE: 3/4"=V-0" INSUL. WINDOI CAULK W/ BAC 'X' G I 1 /iro Oe SIO N WOOD SILL 4 TRIM SIDII @GABLE END DETAIL SCALE: 3 =1 —0 COMPOSITION SHINGLE ROOFING SEE STRUCTURAL SEE BUILDING: SECTIONS FOR FRAMING FOR SLOPE OF ROOF ROOFING PAPER 2' - 0 " TYP. ROOF SHEATHING SEE STRUC. TOP OF PLATE 2x10 FASCIA PREFINISHED METAL FLASHING 6 11 3/4 ROUGH SAWN 5 1/8" TYP. PLYWO CEILING i i/4° 'X' GWB PRE- ENGINEERED GUTTER SYSTEM TYPICAL 2x(o EXT'R WALL — PAINT EXPOSED WD TYP CONT. SOFFIT VENT 2x4 FRAMING e 1/2" SMOOTH HARDI PANEL 24" O.G. TYP. AT SOFFITS WINDOW SILL DETIAL � SCALE: 3" - V-e 2x FILLER FLUSH w/ FASCIA PROVIDE SOLID BACKING BEHIND 3 /4" AIR SPACE WRAP FASCIA, SOFFIT AND GUTTER AROUND I <1- 1 l 2) 0 4' s CONT. 24 " , (i HOUR WALL CONST.) G)PARTY WALL SECTION SCALE: i 1/2" = Y -0" DOWNSPOUT CONNECTED TO 6" DRAIN LINE 11 DETAIL GUTTER RETURN / SCALE: 3/4" = V-0 » SOLID WOOD WITH TYP. DOOR CASING. SEE "A" FOR NOTES. DOOR LEAF, PER DOOR SCHEDULE RATED DOOR 4 FRAME TO MATCH 2HR -WALL AT " PASSAGE ". SEE "4" NOTE: HOLLOW METAL FRAMES s 2 HOUR WALL. SEE DETAIL 11 EAVGUTTER DETAIL � Sw FI TED EAVE 1z TYP. RIDGE VENT DETAIL (2) ROWS Irod's 6 ro O.C. ADDITIONAL SINKER a+ EA. JOIST. GACO DECK OR EQUAL. APPLY PER MANUF. INSTRUCTIONS 31/1" GONG DECK SLOPE 'e 1 /4" PER FOOT FLASHING !; 2x8 6 Iro" O.C. TYPE 'X' G - (2) ROWS ]rod's 4 O.C. HANGER EXHAUS DUCT 5 1/8" TYF GWB -NOTE: NO VENT SLOT WITHIN V -0" OF WALL OR EDGE OF RC CONT. VENT SLOT STAGGERED EA SIDE OF RIDGE is V-0" INTERVALS CAP SHINGLE OVER CONT. PRE -MFR RIDGE VENT COMP. SHINGLES OVER 30+ FEL PAPER OVER 3/4" 065 SHT'G -1 (COMP ROOFING -CLASS B) ROOF TRUSSES 4 SHEATHING PER STRUCTURAL 'E 'X' GWB I's 's 16" O.G. *E 'X' GWS 5 /8" EXT. TYPE 'X' GWB 1 /iro OSB SIDING 4x8 HDR FLASHING TYP. ALL WINDOW 4 DOOR OPEN'g. CAULK TYP. —/ AROUND PERIMETER OF WINDOW FOR A COMPLETE WEATHER TIGHT SEAL. TYPE 'X' GWB SATT INSUL. NOTE: BLDG. PAPER TO BE APPLIED PER MFR. DIRECTIONS FOR A COMPLETE WEATHER TIGHT ENVELOPE CORNER BEAD 4NSUL. VINYL WINDOW /HEADER DETAIL oWINDOW SC.LE a -, -a EXHAU'' T DUCT 'X' GWB �MING 6 , —1/ 5 /a RESILIENT 1/8 TYPE X CHANNEL GWB n VERT CHASE SCALE: 1 1/2"=V-0 3 THICKENED SLAB O SCALE: 1 1/2"=V-0 r _ _. ---- -- 3 U2" SOUND BATT 2x HEADER AS REQUII�D NSIILATION TYP. J � `t 5/8" 5 /8 " GI11B SPACER BLOCK AS 4 V211 REQUIRED a HEADER MINIMUM 5/8" TYPE X GYP. SOLID WOOD WITH TYP. DOOR CASNG. WALL BOARD ON STUDS rr 31/2" SOUND BATT INSULATION SOUND BATT INSULATION �- 5/8" TYPE X GYP. WALL BOARD ON STUDS �- CAULKING AT INTERSECTION. TYP r IV du a 111' 1 `.,`'J SCALE: 1 1/2" = 1' -0" GLENN C WELLS, A.I.A. 1235 4TH AVENUE E. OLYMPIA, OVA 98506 ARCHITECT (360) 352 -4553 LICENSED ARCHITE 62 date: 10-- 05--04 drawn: R.C.T. -�--� checked: G.C.W. GLENN C. WELLS STATE OF IDAHO SOLID STOPS 1/2 "A 1/2" TYP. SOLID WOOD FRAME it STOP WITH TYPICAL WOOD CASING to 1/2 "x2 1/2 DOOR OFFSET - 1e WALL INTERSECTION issue: TYP. WOOD CASING: 1/2"x2 1/2 "A /4" title: (PHASE -II SEE FLOOR/CEILNG DETAIL SHEET 46 trod SINKERS tv 8" O.G. (roll O.G. 0 SIM) OR A35 CLIPS 32" O.G. (24" O.G. e SIM). " TYPE 'X' GWS TO WALL CONN. (DDECK SCALE: , vz"-V-a. DOOR LEAF, PER DOOR SCHEDULE RATED DOOR 4 FRAME TO MATCH WALLS APE -X GWB 1./r'MVI \IIAJ /-ll it \1 VIWLVI IOK T p. JAMB AT TOILET O (HEAD SIMILAR) 5 1/8" TYPE 'X' GWS l0 1 -HR HORIZ CHASE SCALE: 1 1/2"=V-0 2xro STUDS m Iro" O.G. 1/2" CDX, 1/2" EXT. w/R -19 BATT INSULATION GWB TYPE "X" VINYL SIDING 5/8" GWB TYPE "X" 1> ON d A 4 ' a R -10 RIGID 0 ` ° INSULATION ctl e. a SEE STRUCTURAL FOR REBAR REQUIREMENTS m, @ ,'d, , FOUNDATION WALL 14 ENTRY WALKS SCALE: 1 1/2" = 1'— 0 sheet no. DETAILS THE VILLAGE APARTMENTS REXBURG, IDAHO �.1 ! " � -y ' qW fa iZ w- 0 �01.jG, MTAI � j 1 M R-ATF AS �� t I ti C� prza gV opr� -t -12 1 SAM GL p 0I+419cW � - *%(4 11 'r Ae f1 , YWn 7AftG, r PT A I4'5 i I -for OF f rLzrxz_ ' ` �1�12.1'� ►GK' �� � x�a l - /, Q nc. 2 i I � z p �Q NOTE: HEADER PER STRUCT. DESIGN DETAIL J• -_ A ' — - - 0 195I.M114. Vt'rI'Z �.: u1T12 L�l #�'N '' 17.5• ��aS w • • w�r+r.r w w. . � � • - L 7 1TAT r .C�10 bOV 1' AT' KAKE gyp,) 2" VWYI. *O"1 u ' - P, - S 0 oli.JA 6A54 HO PAIL— A-6 _v15Fw,rN5w.vj m at � ;, • - vJffY� 51+o1r�� R - -GYP, �W -6t.- A 1- H 9? '-�.US, 1, - S1 L161 rII,L -6w ?W-4f -' 44 4— s 6� 1 4' GONG, WatiK, CIZ. �rA4. #Z -, 1.4'r ._ • , f • . Q � st _. � ..� � _ • ;� 4 '� ' .._ _ i _,�'_'� •..r= �l -Oi'� �11�415�•} �S1Y�;D,p�' VINcal ' k • ' � `�� � � , t ' �S' - 2' 11 o TYPICAL EXTE RIO R WALL SECTION SCALE: 1 1/2"=V-0" GLENN C WELLS, A.I.A. 1235 4TH AVENUE E. OLYMPIA, SPA 98506 ARCHITECT (360) 352 -4553 LICENSED ARCHITECT AR- 984262 GLENN C. WELLS STATE OF IDAHO 4 � i? t s�. s , S` d NEI ea �a i GYP. BD. RETURN OR MATCHING HARDWOOD TRIM (OWNER OPTION) "J" MOLD ALL GYP. BD. EDGES & METAL CORNER BEADS - TYP. CONT SEALANT & BACKER ROD 1/2" GAP MAX. 5/8" TYPE "X" GYP. BD. 1 1/2 "x4" (NET) S4S PAINT /STAIN t DADOED FOR SIDING 2x6 STUDS @ 16" O.C. w/ SEALANT & B.ROD R -19 BATT INSULATION NOTE: PRESSURE TREATED SOLE PLATES OVER CONC. STEM WALLS CONT. HOUSE WRAP -RUN OVER SILL & TUCK WITH L-f AI Ai 3EVELED TOP, 1 1/2"x4 S4S, PAINT /STAIN, OR 3" SMOOTH TRIM. D A.F.F. )RIP GROOVE qT NE SEALANT AT [NG. TUCK HOUSE WRAP FLASHING (OWNER ALTERNATE) I L-W PLAN TRIM T SILL LR.O.) 3' -0" A.F.F. INTEGRAL SILL FLASHING SEALANT & B.ROD TYPICAL WINDOW FLASHING MEMBRANE STRIP (NO STAPLES, FULLY ADHERE EDGES PER FLASHING MEMBRANE SPEC'S) 1/2" CDX SHEATHING PICT URE UNIT - TYPICAL SILL N.T.S. "Z7 ' cvx i IZ 'xt ' U r 1 7 Lli�v_ n OKI Q SECITON . N.T.S. Qf� . 1 q' __..__.... •.. evew - ..�.�:r1vU'N't' - - � # 1 06 P�.K 'Gr. "GIB' XV ♦ I w O . ♦ r .._ .._.. _........., Ian.: ' `G.- __._........ - .. . �- - 1/1 ' NtE►�3 _ G : :. :.... 1 1 - 2 / LA1 Ta J .? $i .... _ `' _ �.. _ E �I, ..`, .� _�_ .. ., � � ._ li 11 1 ' f5r_ 5 44 A6, po 0 or J 2 ' _ 4 5MIF19' TrW6!5 2 A . ., � �* •� try. ot4 CZ) .. � , ____ . �, 1• bur U a _. �. :f.... 1 , AJ — 1,Ir L-tf4 6 � �• - -�� Cr�rZvll� 1"1� v��I =Y� r. Lj 116 ��G''1� �'S T.0 P- I. , N t�c� @� _FAt4rtiY GIAW, 24 1r4,) 1 — __ --! # _ . ovl✓> . �o LYJ Iff�'L. _ V ZLLI?V5V M6'TAt- 64.0%IfLS lit I I m 9 4 t' I NS tz c �- I3 - _ PI T IZ # ��.t.. � .�YG.��( �7.�G�_ ..�. P(/ \ � , A- t b � ± � ` � . ' � � .ti e � . p ` , _ � •_ f .. + al i N f'. Go I< �oij N.pA'rj t . PE �rq.Uc ca_46 ISIS 66+4ft?DL -rol l T. 20! c�` 'I~AX H W o 2 v l . =� - t�• -IE 5�112EUTlot�. Nol.l� -'52:1 p S�i'�•l��e, S�A� '�(Pi�L, •� . ir106rxf ALONG CANOPY @ SECTION SCALE: 1 1/2"-_1 uate: 10 -05 -04 fi title: (PHASE - II) drawn: R.C.T. checked: G.C.W. TYPICAL EXTERIOR WALL & CANOPY DETAILS THE VILLAGE APARTMENTS REXBURG, IDAHO s sheet no. 9 - r r r t C J •V, "%' I. W d' GENERAL NOTES: (TYPICAL ALL BUILDINGS) 1. THE INTERIOR OF FIREPLACE CHIMNEY SHAFTS SHALL BE LINED WITH 50 TYPE X GYPSUM WALL BOARD, 2. IN ALL OCCUPANCIES, ACCESSORIES SUCH AS GRAB BARS, TOWEL BARS, PAPER DISPENSERS AND SOAP DISHES, ETC. PROVIDED ON OR WITHIN WALLS, SHALL BE INSTALLED AND SEALED TO PROTECT STRUCTURAL ELEMENTS FROM MOISTURE. 3. SHOWERS IN ALL OCCUPANCIES TO BE FINISHED AS SPECIFIED ABOVE TO A HEIGHT OF 10" ABOVE DRAIN NLET. MATERIALS OTHER THAN STRUCTURAL ELEMENTS USED IN SUCH WALLS TO BE OF A TYPE WHICH 16 NOT ADVERSELY AFFECTED BY MOISTURE. 4. ALL TOILET ROOMS TO BE PROVIDED WITH A MECHANICALLY OPERATED EXHAUST SYSTEM CAPABLE OF PROVIDING A COMPLETE CHANGE OF AIR EVERY 15 MINUTES. SUCH SYSTEMS TO BE CONNECTED DIRECTLY TO THE OUTSIDE, AND THE POINT OF DISCHARGE TO BE AT LEAST V FROM ANY OPERABLE WINDOW. 5. EVERY UNIT TO HAVE A SMOKE DETECTOR IN EACH BEDROOM AND ONE IN THE HALL. SMOKE DETECTORS TO RECEIVE THEIR PRIMARY POWER FROM THE BUILDING WIRING WHEN SUCH WIRING IS SERVED FROM A COMMERCIAL SOURCE. WIRING TO BE PERMANENT AND WITHOUT A DISCONNECTING SWITCH OTHER THAN THOSE REQUIRED FOR OVER C ;F,fNT PROTECTION. 6. EXTEND THE FIRE - RESISTIVE WALL PROTECTION TO THE SOLE PLATE BEHIND THE TUBS OR SHOWER UNITS WHICH ABUT A REQUIRED FIRE -RATED WALL. 1. ALL GLAZING TO BE CLASS 60 MINIMUM. 8. INSTALL ONE 2A, 10 -B:C PORTABLE FIRE EXTINGUISHER AT THE BOTTOM LANDING OF EACH STAIRWAY. RECOMMEND SECURITY CABINETS, MOUNT NO MORE THAN 54" ABOVE THE FLOOR LEVEL. 9. STREET ADDRESS NUMBERS SHALL BE VISIBLE AND LEGIBLE FROM THE STREET. 10. ALL WATER HEATERS SHALL HAVE SEISMIC TIE DOWNS. 11. CLOTHES DRYERS SHALL BE CONNECTED TO A DUCT DIRECTLY TO THE EXTERIOR 12. EVERT' UNIT TO HAVE C.OMIFCW HEATING FACILITIES. 13. FACTORY BUILT FIREPLACES SHALL HAVE AN APPROVED LABEL ATTACHED, 14. FLASHING SHALL BE PROVIDED FOR ALL EXTERIOR OPENINGS, 15. ALL UNITS WILL BE SEPARATED WITH 5/8" GUS TYPE X DRAFT STOPS IN THE ATTIC. 16. ROOF SHEATHING WILL HAVE EXTERIOR OR INTERMEDIATE GLUE. IT ALL STAIR RISERS TO BE A MAX" T HIGH AND TREADS TO BE 11" MINIMUM. THE HANDRAILS TO BE MOUNTED I U2" FROM THE WALL AND 1 V2" DIAMETER PIPE. LOCATE 34" ABOVE THE NOSING OF THE TREAD AND EXTEND 12" PAST THE LAST RISER AT THE BOTTOM OF THE STAIRS. 18. NON - BEARING WALLS TO BE HELD DOWN FROM THE BOTTOM CHORD OF THE ROOF TRUSSES WITH SIMPSON STC CLIPS TO ENSURE THAT THE TRUSS CHORD WILL NOT BEAR ON THE WALL, 19. BATHROOMS AND LAUNDRY ROOMS TO HAVE SEPARATE AND INDIVIDUAL EXHAUST SYSTEMS. 20. USE 'GREEN' EXTERIOR GWB AT ALL EXTERIOR LOCATIONS AND WHERE MOISTURE IS PRESENTt SUCH AS BATHROOMS AND UNHEATED STORAGE ROOMS. COVER INSIDE COMBUSTION CONSTRUCTION, SUCH AS STORAGE UNITS WITH 50 GUS. 21. MECHANICAL/ELECTRICAL INSTALLER TO TOTAL ALL PROPOSED HEATING EQUIPMENT AND SHOW EQUIPMENT WILL COMPLY WITH ENERGY CODE. 22. WATER HEATER TO BE INSTALLED AND THE INSULATED PAD TO COMPLY WITH EN ;rsY CODE. 23, PROVIDE FIRE ALARM SYSTEM AND AUTOMATIC FIRE SPRINKLER SYSTEM PER REXBUfd's RE01REMENTS. 24. ALL WEATHER EXPOSED DECKS AND STAIRWAYS SHALL BE CONSTRUCTED OF TREATED WOOD OR OTHER APPROVED SPECIES NOT SUBJECT TO DETERIORATION. 25. PROVIDE CLASS I FLAME SPREAD FINISH MATERIAL SUCH AS SIDING AND CEILING LOCATED IN THE COVERED STAIRWAY. 26. CONTRACTOR TO PROVIDE CLASS B FIRE RETARDANT ROOFING PER TABLE UBC 32 -A. PROVIDE LISTING INFORMATION. 21. CONTRACTOR TO PROVIDE TRUSS ENGINEERING AT SITE FOR FIELD INSPECTOR VERIFICATION BEFORE INSTALLATION OF TRUSSES. 28. ANCHOR BOLTS SET IN PLACE, DRILLED IN PLACE, OR OTHERWISE INSTALLED AFTER THE CONCRETE HAS SET UP SHALL ONLY BE DONE UNDER THE IMMEDIATE OBSERVATION OF AN APPROVED SPECIAL INSPECTOR PER 18C (INTERNATIONAL BUILDING CODE). 29. SHOWERS IN APARTMENTS AND MANAGER'S UNIT MUST CONFORM TO UPC 909 (D), WHICH STATES A MINIMUM OF 1024 SQUARE NCHES AND A MIN" 30" CIRCLE CLEAR, WITH NO PROTRUSIONS INTO it WOOD JOISTS, GYPSUM WALLBOARD, RESILIENT CHANNELS, GLASS FIBER INSULATION One layer 1 /2 * type X gypsum wallboard or gypsum veneer base applied at right angles to resilient furring channels 24" o.c. with 1' Type S drywall screws 8' o.c. at ends and 12" o.c. at intermediate furring channels. Gypsum board end joints located midway between continuous channels and attached to additional pieces of channel 64" long with screws 8" o.c. Resilient furring channels applied at right angles to 2 x 10 wood joists 16" o.c. with 6d coated nails, 1 7 /a" long, 0.085' shank, 1 /4 " heads, two per joist. Wood joists supporting %' interior plywood with exterior glue subfloor and 3 1e" particle board, 1.5 psf. 3 1 /2" glass fiber insulation batts, 0.7 pcf, friction fit in joist cavities supported alternately every 12' by wire rods and resilient furring channels. Sound tested with carpet and pad and with insulation stapled to joists. 30. ALL EXTERIOR DOORS SHALL BE WEATHER STRIPPED AND SHALL BE NOT LESS THAN R -020. GA FILE NO. WP 3605: 1 HOUR FIRE: 30 TO 34 STC SOUND. GYPSUM WALLBOARD, WOOD STUDS. Approx. Ceiling Weight: 2 psf ONE LAYER 5/8" TYPE "x" PLAIN OR PREDECORATED GYPSUM WALL - Fire Test: FM FC -181, 8-31 -72 BOARD, WATER RESISTANT BACKER BOARD OR VENEER BASE APPLIED Sound Test: (73 C & P) ) G&H OC-3M T, PARALLEL WITH OR AT RIGHT ANGLES TO EACH SIDE OF 2x4 WOOD TIC &Test: (73 C & G &H -3M 10 -13 -71 STUDS 16" O.C. WITH 6d COATED NAILS, 1 -7/8" LONG, 0.0915" SHANK, 1/4 HEADS, 7" O.C. JOINTS OF SQUARE EDGE, BEVEL EDGE OR PRE - DECORATED WALLBOARD MAY BE LEFT EXPOSED. STAGGER JOINTS EACH SIDE. (LOAD- BEARING.) GA FILE NO. WP 8105: 1 HOUR FIRE. GYPSUM WALLBOARD, GYPSUM SHEATHING, WOOD STUDS. EXTERIOR SIDE: ONE LAYER 5/8" TYPE "X" GYPSUM SHEATHING, 48" WIDE, APPLIED PARALLEL TO SUDS WITH GALVANIZED ROOFING NAILS, 1 -3/4" LONG, 0.120" SHANK, 7/16" OR 1/2" HEADS, 7" O.C. IN FIELD, 4" O.C. PERIMETER. JOINTS OF GYPSUM SHEATHING MAY BE LEFT UNTREATED. EXTERIOR CLADDING TO BE ATTACHED THROUGH SHEATHING TO STUDS. WALLBOARD AND SHEATHING NAILED TO TOP AND BOTTOM PLATES AT 7" O.C. INTERIOR SIDE: ONE LAYER 5/8" TYPE "X" GYPSUM WALLBOARD OR WATER RESISTANT BACKER BOARD OR VENEER BASE APPLIED PARALLEL WITH OR AT RIGHT ANGLES TO 2x4 WOOD STUDS, 24" O.C. WITH 6d COATED NAILS, 1 -7/8" LONG, 0.0915" SHANK, 1/4" HEADS, 7" O.C. (LOAD- BEARING.) FIRE TYPICAL 1 -HR INTERIOR 1 EARING WALL GA FILE NO. WP 3370: 1 HOUR FIRE: 45 TO 49 STC SOUND. GYPSUM WALLBOARD, WOOD STUDS. ONE LAYER 5/8" TYPE "X" GYPSUM WALLBOARD OR GYPSUM VENEEF BASE APPLIED PARALLEL WITH OR AT RIGHT ANGLES TO EACH SIDE DOUBLE ROW OF 2x4 WOOD STUDS SPACED 16" O.C. ON SEPARATE PLATES 1" APART WITH 6d COATED NAILS 1 -7/8" LONG, 0.0915" SHANK, 1/4" HEADS, 7" O.C. WALLBOARD NAILED TO TOP AND BOTTOM PLATES AT 7" O.C. STAGGER JOINTS EACH SIDE. hORIZONT) BRACING REQUIRED AT MID - HEIGHT. (LOAD - BEARING.) u =a TYPICAL 1 -a- R EXTERIOR WALL ASSEM5LY Scale.- 1 /4" = V -0" Irr GLENN C WELLS, 1235 4TH AVENUE E. OLYMPIA, SPA 98506 ARCHITECT (360) 352 -4553 A.I.A. date: 10 -05 -04 drawn: R.C.T. checked: G.C.W. I ssue: TYPICAL 1 -Him: WALL 5ETWEEll UNITS Scale: 1/4" = V -0" title: (PHASE -II) I sheet no. I FIRE ASSEMBLIES /GENERAL NOTES THE VILLAGE APARTMENTS FEXBURG, IDAFIO 1.0 GENERAL NOTE13 THESE STRUCTURAL NOTES SUPPLEMENT THE DRAWINGS. ANY DISCREPANCY FOUND AMONG THE DRAWINGS, THESE NOTES, AND THE SITE CONDITIONS SHALL BE REPORTED TO THE ENGINEER, WINO SHALL CORRECT SUCH DISCREPANCY IN WRITING. ANY WORK DONE BY THE CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE CONTRACTORS RISK THE CONTRACTOR SHALL VERIFY AND COORDINATE THE DIMENSIONS AMONG ALL DRAWINGS PRIOR TO PROCEEDING WITH ANY WORK OR FABRICATION. THE CONTRACTOR IS RESPONSIBLE FOR ALL BRACING AND SHORING DURING CONSTRUCTION. 1.1 BIDDERS WARRANTY BY THE ACT OF SUBMITTING A BID FOR THE PROPOSED CONTRACT, THE CONTRACTOR WARRANTS THAT: A THE CONTRACTOR AND ALL SUBCONTRACTORS HE INTENDS TO USE HAVE CAREFULLY AND THOROUGHLY REVIEWED THE DRAWINGS AND STRUCTURAL NOTES AND HAVE FOUND THEM COMPLETE AND FREE FROM AMBIGUITIES AND SUFFICIENT FOR THE PURPOSE INTENDED; FURTHER THAT, B. THE CONTRACTOR HAS CAREFULLY EXAMINED THE SITE OF THE WORK AND THAT FROM HIS CWN INVESTIGATIONS, HE HAS SATISFIED HIMSELF AS TO THE NATURE AND LOCATION OF THE WORK, AS TO THE CHARACTER, QUALITY, QUANTITIES OF MATERIAL AND DIFFICULTIES TO BE ENCOUNTERED, AS TO THE EXTENT OF EQUIPMENT AND OTHER FACILITIES NEEDED FOR THE PERFORMANCE OF THE WORK AND AS TO THE GENERAL AND LOCAL CONDITIONS, AND OTHER ITEMS WHICH MAY IN ANY WAY AFFECT THE WORK OR ITS PERFORMANCE, FURTHER THAT, C. THE CONTRACTOR AND ALL WORIQNEN HE INTENDS TO USE ARE SKILLED AND EXPERIENCED IN THE TYPE OF CONSTRUCTION REPRESENTED BY THE DRAWINGS AND DOCUMENTS BID UPON; FURTHER THAT, D NEITHER THE CONTRACTOR NOR ANY OF HIS EMPLOYEES, AGENTS, INTENDED SUPPLIERS, OR SUBCONTRACTORS HAVE RELIED UPON ANY VERBAL REPRESENTATIONS ALLEGEDLY AUTHORIZED OR UNAUTHORIZED FROM THE OMINER OR HIS EMPLOYEES OR AGENTS, INCLUDING THE ARCHITECT OR ENGINEERS, IN ASSEMBLING THE BID FIGURES; FURTHER THAT, E. THE BID FIGURE IS BASED SOLELY UPON THE CONSTRUCTION CONTRACT DOCUMENTS AND PROPERLY ISSUED WRITTEN ADDENDA AND NOT UPON ANY OTHER WRITTEN OR VERBAL REPRESENTATIONS. 1.2 CODES A ALL METHODS, MATERIALS AND WORIQMANSHIP SHALL CONFORM TO THE 2000 INTERNATIONAL BUILDING CODE (IBC) AS AMENDED AND ADOPTED BY THE LOCAL BUILDING AUTHORITY. B. ALL REFERENCE TO OTHER CODES, ACI, ASTM ETC, SHALL BE FOR LATEST OR MOST CURRENT EDfTICIN AVAILABLE. 1.3 UNIFORM LOADS: LOADS LIVE MAD LOAD ROOF 35 PSF' ACTUAL THIRD FLOOR 40 PSF ACTUAL SECOND FLOOR 40 PSF ACTUAL EXIT CORRIDORS/STAIRS 100 PSF ACTUAL 15 INCREASE IN STRESSES FOR WOOD FRAMING ALLOWED FOR SNO/V LIVE LOAD B. CONCENTRATED LOADS. - MECHANICAL UNITS OR OTHER CONCENTRATED LOADS ON ROOF OR FLOOR AS INDICATED. IT SHALL BE THE RESPONSIBILITY OF EACH MANUFACTURER OF ALL PRE-ENGINEERED SYSTEMS (TRUSSES, ETC.), TO DESIGN THEIR SYSTEM FOR THESE LOADS. C. LATERAL LOADS: - ALLOW 33-'/ INCREASE N STRESSES FOR WIND AND SEISMIC FORCES LATERAL FORCES ARE TRANSMITTED BY DIAPHRAGM ACTION OF THE ROOF TO SHEAR WALLS ANDIOR FRAMES. LOADS ARE THEN TRANSFERRED TO FOOTINGS BY SHEAR WALL OR FRAME ACTION WHERE ULTIMATE DISPLACEMENT IS RESISTED BY PASSIVE PRESSURE OF EARTH AND SLIDING FRICTION OF EARTH. OVERTURNING IS RESISTED BY THE DEAD LOAD OF THE STRUCTURE. ALL CONCRETE SHALL BE HARD ROCK CONCRETE MEETING REQUIREMENTS FOR 'ULTIMATE STRENGTH TYPE CONCRETE", PER ACI -301, AND 'SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS. PROPORTIONING OF INGREDIENTS FOR EACH CONCRETE MIX SHALL BE BY METHOD 2 OR THE ALTERNATE PROCEDURE (306) FOR WINTER CONCRETING AND ACI- 805 (0) FOR HOT WEATHER CONCRETING. USE INTERIOR MECHANICAL VIBRATORS WITH 7000 -RPM MINIMUM FREQUENCY. DO NOT OVER-VIBRATE CONCRETE SHALL BE PLACED MONOLITHICALLY BETWEEN CONSTRUCTION OR CONTROL JOINTS. PROTECT ALL FRESHLY PLACED CONCRETE FROM PREMATURE DRYING EXCESSIVE HOT OR COLD TEMPERATURE FOR SEVEN DAYS AFTER POURING. PROVIDE ARCHITECT/ENGINEER WITH PROPOSED CONSTRUCTION OR CONTROL JOINT LOCATIONS FOR THEIR APPROVAL. 12 STRENGTH TWENTY EIGHT DAY COMPRESSIVE STRENGTHS SHALL BE: PSI SLUMP SLABS & FOOTINGS 2500 4" -r/-1" `- .- . x . 71 - j n.Ti 2500 3" -w-1" THESE SLUMPS MAY BE INCREASED IF A PROPER ADDITION OF ADMIXTURE OR ADMIXTURES IS ADDED TO ALLOW HIGHER SLUMP AND GREATER WORKABILITY WITHOUT CHANGING THE WATER CONTENT OF THE ORIGINAL APPROVED MIX DESIGN. ADMIXTURES CONTAINING CHLORIDES ARE NOT PERMITTED UNLESSAPPROVED BY THE ENGINEER. 13 MATERIALS A CEMENT MUST CONFORM TO ASTM 150, TYPE I OR TYPE 1-II. B. COARSE AND FINE AGGREGATE TO CONFORM TO ASTM C33 14 WATER REDUCING ADMIXTURES A WATER REDUCING ADMIXTURE: MUST CONFORM TO ASTM 0494. ADMIXTURES SHALL BE INCORPORATED INTO ALL CONCRETE N EXACT ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS. B. SYNERGZED PERFORMANCE SYSTEMS: CONCRETE USING ADMIXTURES TO PRODUCE FLOWABLE CONCRETE MAY BE USED WITH ENGINEER'S APPROVAL DESIGN SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL C. AIR ENTRAINMENT: CONFORMED TO ASTM C260 AND ASTM C494, ENTRAIN 5°A fi% BY VOLUME IN ALL EXPOSED CONCRETE D. NO OTHER ADMIXTU RES PERMITTED UNLESS APPROVED BY THE ENGINEER 35 REINFORCING STEEL DETAIL., FABRICATE, AND PLACE PER ACI -315 AND ACI -318. SUPPORT REINFORCEMENT WITH APPROVED CHAIRS, SPACERS, OR TIES. a • ' =� - • - ra : = r- ::, B WELDED DEFORMED BAR REINFORCEMENT: ASTM A706 GR 60 OR ASTM A616 GR 40 C WELDED WIRE FABRIC: ASTM ,4185 &ASTMA -2 (1) WIND: WIND DESIGN SHALL BE IN ACCORDANCE WITH THE 2000 IBC. D DEFORMED BAR ANCHORS ASTM A -496 BASIC WIN D SPEED: 90 MPH ZONE EXPOSURE: C IMPORTANCE FACTOR: 1.00 (2) SEISMIC: PER 2000 IBC SDS = 0.467 IE =1.0 R = 6.0 (WOOD SHEARWALLS) 1A SOIL DATA SEE SOILS INVESTIGATION BY SCHIESS & ASSOCIATES. ALLOWABLE BEARING CAPACITY = 3000PSF. ALLOW 33.15% INCREASE FOR LOADS FROM WIND OR SEISMIC ORIGIN. 1.5 INSPECTION SPECIAL INSPECTION IS REQUIRED FOR ALL EPDXYING, FIELD WELDING, AND HIGH H STRENGTH BOLTING. 1.5 SHOP DRA1/WlI NGS THE ENGINEER OF RECORD SHALL REVIEW SHOP DRA IGS FOR DESIGN INTENT ONLY. THE ENGINEER OF RECORD DOES NOT GUARANTEE DIMENSIONS AND QUANTITIES; THEREFORE, THE GENERAL CONTRACTOR MUST VERIFY THEM. DRAWINGS FOR COMPONENTS DESIGNED PRIMARILY BY OTHERS SHALL BE APPROVED BY THE COMPONENT DESIGNER PRIOR M CURSORY REVIEW BY THE ENGINEER OF RECORD FOR LOADS IMPOSED ON THE BASIC STRUCTURE. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL NECESSARY CCNNECTICNS NOT SPECIFICALLY CALLED OUT ON ARCHITECTURAL OR STRUCTURAL DRAWINGS. SUBMIT A REPRODUCIBLE AND FIVE COPIES OF THE SHOP DRAWINGS TO THE ARCHITECT OR ENGINEER. THE REPRODUCIBLE WILL BE REVIEWED AND RETURNED. ALLOW 10WORIING DAYS FOR REVIEW. SHOP DRAWINGS SHALL BE SUBMITTED FOR THE FOLLOWING: A REINFORCING STEEL B. STRUCTURAL STEEL C. GLUE-LAMINATED MEMBERS D. ROOF RAFTERS/TRUSSES E. FLOOR JOISTS SHOP DRAWINGS MUST BE REVIEWED AND STAMPED BY THE CONTRACTOR PRIOR TO SUBMISSION AND REVIEW BY THE ENGINEER. M1 A VERIFY ALL DIMENSIONS AND CONDITIONS IN THE FIELD. B. VERIFY SIZE AND LOCATIONS OF ALL OPENINGS IN THE FLOORS, ROOF AND WALLS WITH ARCHITECTURAL, MECHANICALAND ELECTRICAL DRAWINGS. C. CONSTRUCTION DETAILS NOT SPECIFICALLY SHOWN ON THE DRAWINGS SHALL FOLLOW SIMILAR DETAILS OF SECTIONS OF THIS PROJECT AS APPROVED BY THE ARCH ITECT/ENGINEER. 2.0 SITE WORK 2.1 EXCAVATION EXCAVATE FOOTINGS DOWN TO DEPTH ON DRAWINGS OR TO FIRM UNDISTURBED MATERIAL. AREAS OVER- EXCAVATED SHALL BE BACKFILLED WITH LEAN CONCRETE (F, =2000 PSI), AND SHALL BE AT THE CONTRACTOR'S EXPENSE SEE CIVIL DRAWINGS FOR APPROXIMATE LOCATION OF EXISTING PIPELINES. EXERCISE EXTREME CARE DURING EXCAVATION TOAVOID DAMAGE TO BURIED LINES, TANKS AND OTHER CONCEALED ITEMS. UPON DISCOVERY, DO NOT PROCEED WITH WORK UNTIL RECEIVING WRITTEN INSTRUCTIONS FROM ARCHITECT. PROVIDE DRAINAGE AS NECESSARY TO AVOID WATER SOFTENED SU BGRADES. FORMWORK AND SHORING A FOLLOW RECOMMENDED PRACTICES FOR CONCRETE FORMW0RK(ACI.347). B. ALL SHORING SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. FOW ORK SUPPORTS AND SHORING SHALL BE DESIGNED TO PROVIDE FINISHED CONCRETE SURFACES AT ALL FACES LEVEL., PLUMB AND TRUE TO THE DIMENSIONS AND ELEVATIONS SHOWN. CONCRETE COVER ON REINFORCING (UNLESS SHOWN OTMWA814 BOTTOM OF FOOTINGS 3" FORMED EARTH FACE & SLAB ON GRADE T CONSTRUCTION JOINTS UNLESS NOTED OTHERWISE, LOCATION OF THE CONSTRUCTION OR CONTROL JOINTS N SLAB ON GRADE SHALL BE COULMN GRIDS OR UNDER PERMANENT PARTITIONS AND SHALL NOT EXCEED 20' EACH WAY. 39 GROUT FOR BEARING PLATES SHALL BE MASTERFLOW 713 FOR STATIC LOADS AND EMBECO 636 FOR DYNAMIC LOADS. MASTER BUILDERS SHALL MANUFACTURE BOTH GROUTS. "APPROVED EQUAL" GROUTS MIST BE NON - BLEEDING, NON -GAS GENERATING, NON-EXPANSIVE GROUTS. &0 METALS &1 WELDING A ALL WELDING SHALL BE IN ACOORLI+4NCE WITH THE "STRUCTURAL WELDING OODE', AWS D1.1. B. ALL WELDING SHALL BE BY CERTIFIED WELDERS, USING E70 ELECTRODES. C. NO WELDING OF REINFORCING STEEL SHALL BE ALLOWED EXCEPT WHERE SHOWN. ALL WELDING OF REINFORCEMENT SHALL BE PER AWS D12.1. 562 STRUCTURAL STEEL A ALL DETAILING, FABRICATION, AND ERECTION SHALL CONFORM TO THE AISC, "MANUAL OF STEEL CONSTRUCTION", LATEST EDITION. B. STEEL SHAPES AND PLATES SHALL BE ASTM Ar36. C. TUBE COLUMNS SHALL BE OF SIZE AS SHOWN AND PER ASTM Ar50Cl GRADE B (Fy =46 KSI)• D. ANCHOR BOLTS SHALL BE ASTM AW7. E EXPANSION ANCHORS SHALL BE POWERS RAWL CONCRETE ANCHORS AS MANUFACTURED BY POWERS RAWL CORPORATION OR APPROVED EQUAL AND SHALL BE OF THE TYPE NOTED ON THE DRAWINGS. &0 CARPENTRY A ALL 2x FRAMING LUMBER SHALL BE HEM -FIR NO.2 OR BETTER. UNLESS SHOWN OTHERWISE, ALL 4x MEMBERS SHALL BE DOUG-FIR NO. 2 OR BETTER AND ALL 6x MEMBERS SHALL BE DOUG-FIR NO.2 OR BETTER. 2" LUMBER SHALL BE KILN DRIED (III. EACH PIECE OF LUMBER SHALL BEAR A STAMP OF THE WEST COAST LUMBER INSPECTION BUREAU SHOWING GRADE MARK OR APPROVED EQUAL. STORE AMBER WHERE IT WILL REMAIN DRY DURING OONSTRUCTICN. B. PROVIDE CUT OR MALLEABLE IRON WASHERS WHERE BOLT HEADS, NUTS AND LAG SCREWS BEAR ON WOOD. C. ALL WOOD IN CONTACT WITH CONCRETE, MORTAR, GROUT MASONRY OR WITHIN 6' OF EARTH SHALL BE TREATED N ACCORDANCE WITH APUTA SPECIFICATIONS FOR THE PRESSURE TREATMENT OF WESTERN WOODS LATEST EDITION. WHERE POSSIBLE, PRECUT MATERIAL BEFORE TREATMENT. ALL FIELD CUTS AND DRILLED HOLES SHALL BE FIELD TREATED IN ACCORDANCE WITH APWWArM4. D. ALL METAL N CONTACT WITH PRESSURE TREATED WOOD SHALL BE STAINLESS STEEL OR GALVANIZED. 6.1 CARPENTRY HARDWARE A BOLTS SHALL BE ASTM A-307. ALL STEEL IN CONTACT W/ PT WOOD SHALL BE GALVANIZED PER SECTION 5.2H OR BE STAINLESS STEEL B. WASHERS SHALL BE MALLEABLE IRON WASHERS (MI". C. NAILS SHALL BE AS CALLED OUT ON PLANS, AMERICAN OR CANADIAN MANUFACTURER ONLY. D. LAG SCREWS, SHEAR PLATES, SEE NATIONAL DESIGN SPECIFICATION. E ANCHORS AND CONNECTION HARDWARE SHALT. BE SIMPSON, TECO, BON MAN OR IC80 APPROVED AND SHALL BE INSTALLED PER MANUFACTURERS RECOMMENDATIONS, UNLESS NOTED IN THE DRAWINGS. CONNECTION HARDWARE EXPOSED TO THE WEATHER OR SOIL SMALL BE TREATED AS N STEEL ABOVE 6.2 MINIMIJIM NAILING - PER ISC TABLE 2304.9.1- FASTENING SCHEDULE 6.3 PLYWOOD, ORIENTED STRAND BOARD; WAFER BOARD, COMPLY EACH SHEET SHALL BEAR THE TRADEMARK OF THE AMERICAN PLYWOOD ASSOCIATION. ALL PANELS SHALL BE APA PERFORMANCE RATED PANELS. THICKNESS AND LAYUP ARE AS SHOWN ON DRAWINGS. ALL PANELS SHALL BE EXPOSURE 1. EXCEPT AS OTHERWISE SHOWN OR NOTED, PROVIDE THE FOLLOWING MINIMUM NAILING: PANEL EDGES 1 Od AT 6" ON CENTER, INTERMEDIATE SUPPORT 10d AT 12' ON CENTER. 6.4 GLUEGLAIUNiATED TIMBER PER AITC 117 -78. EACH MEMBER SHALL BEAR AJTC QUALITY MARK LUMBER SHALL CONFORM TO WCUB, 'STANDARD SPECIFICATIONS FOR STRUCTURAL GLUED LAMINATED DOUGLAS FIR." CAMBERS ARE SHOWN ON DRAWINGS. ALL MEMBERS SHALL BE 24FA S FOR CANTILEVERED OR CONTINUOUS BEAMS AND 24F-V4 FOR SIMPLE SPAN BEAMS OR AS NOTED AND HAVE EXTERIOR GLUE ALL MEMBERS SHALL BE INDUSTRIAL APPEARANCE OR AS NOTED ON DRAWINGS. (Fb = 2400 PSI) (Fv = 190 PSD (E = 1,80QOOO PSI) (Fcl = 650 PSO ALL MANUFACTURED LUMBER SHALL BE BY TRUS -JOIST AND HAVE THE FOLLOWING STRUCTURAL PROPERTIES: 2.0E WS Paralarn PSL (Fb = 2,900 PSI} (Fv = 290 PSI} (E = 2,000,000 PSI) (Fcl = 750 PSI) 1.9E WS Mcrdlarn LVL (Fb = 2600 PSI) (Fv = 285 PSO (E = 1,908000 PSI) (Fci = 750 PSD 1.5E WS Tinterstrand LSL (Fb = 2250 PSI) (Fv = 400 PSO (E = 1,50Q000 PSI) (Fc.L = 750 PSI} 6.5 711MBERTRUSSES A PRE-ENGINEERED ROOF TRUSSES SHALL BE DESIGNED FOR FULL LIVE LOADS AS SPECIFIED IN SECTICN 1.3 PLUS 12 PSF DEAD LOAD, PLUS TRUSS SYSTEM WEIGHT. ADD 2 PSF N FIRE RATED CEILING AREAS, PLUS CONCENTRATED LOADS WHERE INDICATED. TRUSS MANUFACTURER TO PROVIDE ALL TEMPORARY AND PERMANENT BRACING. B. TRUSS TOP CHORDS SHALL BE HEM -FIR #2 MATERIAL OR BETTER. A STRUCTURAL. ENGINEER LICENSED IN THE STATE OF IDAHO MUST STAMP TRUSS DRAWINGS, C. PRE - ENGINEERED FLOOR TRUSSES INCLUDING BRIDGING, SPECIAL BLOCKNG, ETC. SHALL BE BY TRUS -JOIST OR APPROVED EQUAL D. PRE-ENGINEERED ROOF TRUSSES INCLUDING BRIDGING, SPECIAL BLOCKING, ETC. SHALL BE BY A PRE - APPROVED MANUFACTURER AND CONSTRUCTED ACCORDING TO THE SPECIFICATIONS OF THE TRUSS PLATE INSTITUTE. Use 5V dameter by 10' Anchor Bogs (AB's) with single 2x plates or 6V diameter by 6" Powers Power Bolts with Zx plates and 5/8' diameter by IT AB's with 3x plates spaced at 48"oc. mane, unless noted otherwise on the drawings. AB's shall have T of embedment into footing and Power Bolts shall have 2 3 /: embedment into footing. AB's and Poorer bolts shall be centered in the stud wall, and shall project through the bottom plate of the wall. Plate washers at each bolt shall be a minimum of 2 inches by 2 inches by 3x16 inch thick. A anchor bdN washers and nuts shall be stainless steel our galvanized. All wall sheathing shell be 10 CDX plywood, ST T1 -11 siding, our 7/16" OSB with ederior exposwe glue and span rated "SR 240 our better unless noted dherwhse in the shear web schedule All free sheathing edges shall be docked with 24 or 2x6 flat blocking eaocept where noted on the drawings our below. All nabs shall be 8d our 10d comrnon (8d ca rmon naffs must be 0.131 inch diameter, Senco KC27 Nails are equivalent. If 10d carrion nails are called for the dander must be 0.148 inches, Senco MD23 Naffs are equivalent). Nail size and spacing at all sheathing edges shall be as required below or as in the drawings. Nail spacing shall be 12' on center far all field nailing except as noted Holdoms are Simpson "Strong Tie" and shawl be installed per the manufadurds reconanendation. Equivalent holdownrs by United Steel Products Caipany "Kant-Sag" that have ICBO approval can be substituted in place of Smpsm holdowns. All double and triple studs shall glued and nailed together with 10d's at T on center for each layer. All 4x studs are to be #2 DF and all 6x studs are to be #1 DF when used for holdowms. F. METAL PROTECTION: ALL STEEL EXPOSED TO WEATHER, MOISTURE, SOIL, OR AS SHEAR WALL SCHEDULE NOTED SHALL BE GALVANIZED PER ASTM Ar123 NTH 1.25 OZ. OF ZINC SPELTER PER SQUARE FOOT OF SURFACE AREA ALL OTHER STEEL SURFACES TO BE SHOP PAINTED AFTER FABRICATION. Al Sheathing nailed with 8d's at 6' on center all edges. G. EPDXY FOR ANCHORS SHALL BE POWERS RAWL POWER FAST, SIMPSON SET, HILTI HY, EPCON A7 OR APPROVED EQUAL AND SHALL BE INSTALLED PER MANUFACTURERS RECCMMENDATIONS WITH ANCHOR SIZE AND EMBEDMENT AS NOTED N THE © Sheathing nailed with 8d's at 4" on center ail edges. DRAWINGS. CA's' -�1L1� 11FJ _!I•i• u�L i BAICKFILL AGAINST WALLS SHALL NOT BE PLACED UNTIL AFTER THE REMOVAL OF ALL FORMS, SCREEDS, OTHER WOW DEBRIS AND MATERIAL SUBJECT TO ROT OR CORROSION. USE ONLY MATERIALS APPROVED FOR BACKFILL IN AREAS UNDER SLABS OR FOOTINGS, MATERIAL OTHER THAN PEA GRAVEL SHOULD BE GRANULAR IN NATURE, PLACED IN 6 INCH LIFTS AND COMPACTED TO AT LEAST 95% OF ITS MAXIMUM DRY DENSITY AS DETERMINED BY AASHTO COMPACTION TEST PROCEDURE 7-190, THE FILL SHOULD BE LIMITED TO CLEAN, GRANULAR MATERIAL. PEA GRAVEL FILL WHERE SPECIFIED ON DRAWINGS SHALL HAVE A MAXIMUM PARTICLE SIZE OF 3/8" DIAMETEP, I t rm GLENN C WELLS, 1235 4TH AVENUE B. OLYIfPL, WA 98608 ARCHITECT (380) 962 -4553 ",Atwww� � L , \S T FR t�. i U) O N� O qEL SZ ?- 0(dt)` -� IN 56.0 THE VILLAGE APARTMENTS REXBURG, IDAHO © Sheathing nailed with Ws at 2' at center all edges with 3x (or 4x) members at all ax;oining panel edges. ® ',' PLYVIADOD sheathing nailed with (Z} rows of 10d's at 4" an center all edges into 4x studs at all panel edges. (50 T1 -11 siding and 7/16' OSB may NM be used) HOLDOWN SCHEDULE -See Floor Plan fbrholdowm locations L attaches to concrete foundation with a 3W dander bolt with 10" minimum embedment into concrete. L T720IB attaches to double Zx studs or better with (10) 16d nails in wall above. HTT16 attaches to concrete foundation with a 5r8" diameter bolt with 15" rrinimm embedment into concrete. HTT16 attaches to double 2x studs or better with (18) 16d common rats in wall above. attaches to concrete foundation with a 6V diameter bolt with 15" ruin imum embedment into concrete. HT7 edtaches to double 2x studs or better with (32)16d sinkers nails in wall above. Pl-W attaches to concrete fa.mdadon with a 7/8' diameter bolt with 18" rrinimm ernimiment into an Sou concrete stem wall. FHD8 attaches to double 2x studs or better with (24) Simpson SDS 1/4 X 3 Wood Screws in wail above. HD10A attaches to concrete foundation with a Simpson SSTB34 with a 70 diameter coupler nut and a 7/8' diameter piece of threaded rod. SSTB34 has 214" minim rn errbedrnent into an 8" concrete stem wall foundation. A 718 " diameter bolt is an acceptable attemative to SSTB34. HD104 attaches to 4x stud with (4) 7/8' diameter bolts in wall above. Abler Mbrirmen EMBEDIVEM LENG7His 10"fora thkkened slab fadkV HD144 attaiches to concrete foundation with a 1" diameter bolt with 27" minimum embed neat into an 8" concrete stem wall foundation. HD144 attaches to 4x or Ox. i is i ba with (4) 1" diameter bolts in wall above. 1 V07F: Minimum EMBEDMENT LFNG7H is 12" for a thickened sbb fooling. ROOF DIAPHRAGM NAILING. Use's' plywood or 7/16' OSB nailed with 8d's at 6 "o.c. at edges and 12"o.c. in the field, Unless Noted Otherwise. FLOOR DIAPHRAGM NAILING: Use a/4 T&G glued and nailed with 10(fs at To.c. at edges and 1 To.c. in the field, Unless Noted Otherwise. 2x6 STUDS O 16" O.C. SHEARWALL SHEATHING AS �'I�-� �REQ'D — SEE PLAN %*0 AB's OR %*0 POWER BOLTS O 48" O.C. P.T. 2x PLATE TYPICAL U.N.O. (2) TYPICAL — SEE PLAN MIN. PER WALL 4" CONC SLAB / X V ° m ad CSC X X r X o X X. X o ° 4 ° .4 ° d d a ° �2 � a• ° Q (3) #4's CONT w/ 24" MIN LAP SPLICE 24" TYPICAL THICKENED SLAB AT PARTY WALL 1 11 = 1 1 -011 SAW CUT SLAB 11" DEEP 4" CONC. SLAB & FILL w /FLEXIBLE EPDXY or "ZIP STRIP X?i-X d X X X ZI CRACK CONTROL JOINT I II = 11 - 011 PRE — FORMED METAL EDGE N A _ = 0 / x 24" SMOOTH ROD GR EASE (1) SIDE ONLY O 24 O.C. CONTRUCTION JOINT 1 = 1 - _ "0 AB's OR % "0 POWER BOLTS O 48" O.C. U.N.O. - P.T. 2X6 or P.T. 3x6 PLATE SEE PLAN • 2X6 STUDS O 16 "OC /--- % "0 AB's OR % POWER BOLTS O 48" O.C. U.N.O. - P.T. 2X6 or P.T. 3x6 PLATE SEE PLAN a . �- �- CONC SLAB RIGID INSULATION SEE ARCH (2) — #4'S CONT O TOP #4 BARS O 16" O.C. HORIZ W/ 24" MIN LAP SPLICE BRICK VENEER SEE ARCH FINAL GRADE- 6 "0 PERFORATED SLOPE TO DRAIN %0 f 4'S O 16 "OC LT BENDS PLACE ADDITIONAL #4 " VERT O HOLDOWN 3 CLR LOCATIONS (3) — #4'S CONT w/24" MIN LAP SPLICE FOOTING OPTION 'C' W/ BRICK VENEER 1" = 11 -011 Itur GLENN C WELLS, 1295 4TH AVENUE B. OLY![PIA, WA 98508 ARCHITECT (860) 552 -4559 A.I.A. S ' L Fti CO � m CL 692 p x A cy �FL SlR 011 BUILDING DETAILS FOUNDATION DETAILS PHASE II THE VILLAGE APARTMENTS REXBURG, IDAHO 4" CONC. SLAB 3" 2X6 STUDS O 16 "OC BRICK VENEER SEE ARCH FINAL GRADE —, #4 BARS O 16" O.C. HORIZ W/ 24" MIN LAP SPLICE 6 "0 PERF1 SLOPE TO tS FU ALL �� FULL GROUTED 2500 PSI CONC. #4 BARS O 16" O.C. HORIZ W/ 24" MIN LAP SPLICE 4'S O 16 "OC T BENDS PLACE ADDITIONAL #4 VERT O HOLDOWN LOCATIONS 3" CLR (3) — #4'S CONT w/24" MIN LAP SPLICE I H = 11 - 0. FOOTING OPTION 'B' W/ BRICK VENEER % AB's OR % 2X6 STUDS O 16 "OC POWER BOLTS O 48" O.C. P.T. 2X6 or P.T. 3x6 PLATE U.N.O. SEE PLAN FINAL GRADE CONC SLAB N RIGID INSULATION SEE ARCH II — III 1 -111 ° (2) — #4'S CONT O TOP 2x6 STUDS O 16" O.C. SHEARWALL SHEATHING AS O STEM WALL MAY BE 8" CMU REQ'D — SEE PLAN d W/ ALL CELLS FULLY GROUTED // -- 15 z W/ 2500 PSI CONCRETE /g "s� AB's OR % POWER " BOLTS O 48 O.C. P.T. 2x or P.T. 3x PLATE U.N.O. (2) MIN. PER WALL is SEE PLAN 4" CONC SLAB #4 BARS O 16" O.C. HORIZ TYPICAL d W/ 24" MIN LAP SPLICE Q d X d X�-- -X X. X� ° — XT X ° d 0 ° d d °'p 6"0 PERFORATED FT f 4 ' S TBENDS "OC ° • SLOPE TO DRAIN a PLACE ADDITIONAL #4 a ° VERT O HOLDOWN " 3 CLR LOCATIONS 3 4's CONT O #' w/ 24 MIN LAP SPLICE = m 24" 8" �, 8" (, 8" (3) — #4'S CONT w/24" MIN LAP SPLICE 2' -0" TYPICAL THICKENED SLAB 2 111 ,loll FOOTING OPTION 'A' W/O BRICK VENEER 4 2x6 STUDS O 16" O.C. SHEARWALL SHEATHING AS �'I�-� �REQ'D — SEE PLAN %*0 AB's OR %*0 POWER BOLTS O 48" O.C. P.T. 2x PLATE TYPICAL U.N.O. (2) TYPICAL — SEE PLAN MIN. PER WALL 4" CONC SLAB / X V ° m ad CSC X X r X o X X. X o ° 4 ° .4 ° d d a ° �2 � a• ° Q (3) #4's CONT w/ 24" MIN LAP SPLICE 24" TYPICAL THICKENED SLAB AT PARTY WALL 1 11 = 1 1 -011 SAW CUT SLAB 11" DEEP 4" CONC. SLAB & FILL w /FLEXIBLE EPDXY or "ZIP STRIP X?i-X d X X X ZI CRACK CONTROL JOINT I II = 11 - 011 PRE — FORMED METAL EDGE N A _ = 0 / x 24" SMOOTH ROD GR EASE (1) SIDE ONLY O 24 O.C. CONTRUCTION JOINT 1 = 1 - _ "0 AB's OR % "0 POWER BOLTS O 48" O.C. U.N.O. - P.T. 2X6 or P.T. 3x6 PLATE SEE PLAN • 2X6 STUDS O 16 "OC /--- % "0 AB's OR % POWER BOLTS O 48" O.C. U.N.O. - P.T. 2X6 or P.T. 3x6 PLATE SEE PLAN a . �- �- CONC SLAB RIGID INSULATION SEE ARCH (2) — #4'S CONT O TOP #4 BARS O 16" O.C. HORIZ W/ 24" MIN LAP SPLICE BRICK VENEER SEE ARCH FINAL GRADE- 6 "0 PERFORATED SLOPE TO DRAIN %0 f 4'S O 16 "OC LT BENDS PLACE ADDITIONAL #4 " VERT O HOLDOWN 3 CLR LOCATIONS (3) — #4'S CONT w/24" MIN LAP SPLICE FOOTING OPTION 'C' W/ BRICK VENEER 1" = 11 -011 Itur GLENN C WELLS, 1295 4TH AVENUE B. OLY![PIA, WA 98508 ARCHITECT (860) 552 -4559 A.I.A. S ' L Fti CO � m CL 692 p x A cy �FL SlR 011 BUILDING DETAILS FOUNDATION DETAILS PHASE II THE VILLAGE APARTMENTS REXBURG, IDAHO 4" CONC. SLAB 3" 2X6 STUDS O 16 "OC BRICK VENEER SEE ARCH FINAL GRADE —, #4 BARS O 16" O.C. HORIZ W/ 24" MIN LAP SPLICE 6 "0 PERF1 SLOPE TO tS FU ALL �� FULL GROUTED 2500 PSI CONC. #4 BARS O 16" O.C. HORIZ W/ 24" MIN LAP SPLICE 4'S O 16 "OC T BENDS PLACE ADDITIONAL #4 VERT O HOLDOWN LOCATIONS 3" CLR (3) — #4'S CONT w/24" MIN LAP SPLICE I H = 11 - 0. FOOTING OPTION 'B' W/ BRICK VENEER FLOOR SHEATHING 2x6 STUDS ® 16" O.C. TYPICAL 2x6 SOLE PLATE JOISTS MAY RUN IN OPPOSITE DIRECTION EDGE NAILING - TYP CONCRETE TOPPING SEE ARCH FLOOR SHEATHING # SCREWS 0 12" O.C. 0 TOP OF LEDGER 2x HT TO TC FLOOR FRAMING--/ SEE PLAN DBL 2x6 TOP PLATES # DF 2x12 LEDGER 01 OR 04'x11% % LSL O.C. (3) ROWS OF 16d 2x6 STUDS ®16" COMMON NAILS AT 3" O.C., EACH ROW, STAGGERED. WALL SHEATHING SEE PLAN LEDGER CONNECTION AT ENTRY 1 1/2" = 1' -0" 16d's TO MATCH SHEARWALL EDGE NAIL SPACING. SOLE PLATE TO FLOOR FLOOR SHEATHING SEE PLAN CONT RIM JOIST WOOD "I" JOIST — SEE PLAN —� FOR SIZE AND SPACING NAIL (2) -10d's EA JOIST MEMBER TO TOP PLATE MULTIPLE 2,. J I V VJ I V PROVIDE BEARING AT FULL WIDTH OF BEAM TYPICAL BEAM POCKET DETAIL G E PLAN 2x6 STUDS ® 16" O.C. FLOOR SHEATHING TYPICAL �— PANEL EDGE NAILING 16d TOE NAILS ® 12" O.C. A -35 CUPS ® 12" O.C. CONT DBL TOP PLATE 2x6 STUDS ® 16" O.C. FLOOR FRAMING ---- SEE PLAN DBL 2x6 TOP PLATES- SHEARWALL SHEATHING SEE PLAN 2x6 STUDS 0 16" O.C. FLOOR TO SHEARWALL CONNECTION i ll = 1'-0" 16d's TO MATCH SHEARWALL EDGE NAIL SPACING. SOLE PLATE TO FLOOR PANEL EDGE NAILING FLOOR SHEATHING -- SEE PLAN CONT RIM JOIST WOOD 'I' JOIST — SEE PLAN —� FOR SIZE AND SPACING I.I i� IZ I' ;. 111 NAIL (2) -10d's EA JOIST MEMBER TO TOP PLATE SHEARWALL SHEATHING SEE PLAN INTERIOR SHEARWALL DETAIL 2x6 STUDS ® 16" O.C. A -35 CUPS 0 16" O.C. CONT DBL TOP PLATE — 2x6 STUDS ® 16" O.C. SHEARWALL ROUGH DOOR NAIL PER PLANS I OPENING \ —FLOOR FRAMING SEE PLAN — #2 DF 2x12 LEDGER OR 1 '4x11 Sib LSL (3) ROWS OF 16d COMMON NAILS AT 3" O.C., EACH ROW, STAGGERED. WALL SHEATHING SEE PLAN SHEARWALL WINDOW ROUGH OPENING SHEARWALL NAIL PER PLANS NAIL PER PLANS �- CRIPPLE STUDS 2x DBL TOP PLATE LAP JOINTS 4ft MIN. 0 cr- 0 0 0 z 0 tO x X 0 '0 of c o o � HEADER -' ° z I I I I OR SIZE F 2x TRIMMER .00A11ON w NAIL TO KING STUD .O . o w /10d's TO MATCH SHEAR WALL EDGE NAILING .o R (TYPICAL) Dtr ( PATTERNS ( STUD G AS I L IN 1 G AS REQUIRED STRAP p BY SHEARWALL EDGE z NAILING PATTERNS (TYP.) ILL PLATE HOLDOWN PER FLOOR PLAN 1" = 1' - 0 " II II II II it II II l� L l� (2) ADDTIONAL 4 VERT. BARS FOR HD10A H LDOWNS & REATER COUNTERSINK HOLES IN 2x ONLY FOR HOLDOWN BOLTS \--- WALL SHEATHING SHALL BE EDGE NAILED INTO KING STUD TYPICAL SHEARWALL ELEVATION 1/2' = 1' -0" GLENN C WELLS, A.I.A. 1285 4TH AVENUE B. OLYMPIA, 1►A 98508 ARCHITECT (380) 852 -4553 1 1/2" = 1' -0" ` r / 3" = 1' -0" LEDGER CONNECTION AT ENTRY —2x6 STUDS ® 16" O.C. ---2x6 SOLE PLATE / —EDGE NAILING - TYP CONCRETE TOPPING SEE ARCH 44 -- -FLOOR SHEATHING #8 SCREWS ® 12" O.C. ® TOP OF LEDGER 1 1/2" = 1' -0" SLOT SHEATI- REQ'D TO PASS DBL BLOCKING TO RIM JO STRAP LO 2x6 STUDS 0 16" O.C. SHEARWALL SHEATHING SEE PLAN SHEATHING IS CONTINUOUS OVER RIM JOIST AND WALL PLATES. TJI FLOOR TO 2x6 WALL CONNECTION I II i t SOLE PLATE 4 STRAP ° ° OR SIZE F FLOOR .00A11ON .O . FLOOR .o R RIM JOI RUN 0 G AS I Iki IXI STRAP TYP NEXT IST 0 • • ° °, SHEATHING JOISTS BEYOND ST. (JOIST MAY PP. DIRECTION) R2 RIM JOIST PLATE SHEAR WALL SHEATHING FOR MINIMUM STUD SEE PLAN REQUIREMENTS SEE PLAN WALL FRAMING ,1 FLOOR TO FLOOR STAPPING DETAIL title: BUILDING DETAILS (PHASE II sheet no. FLOOR FRAMING DETAILS 56.2 THE VILLAGE APARTMENTS REXBURG, IDAHO 3" = 1' -0 HEADER --� 2x TRIMMER NAIL TO KING STUD w /10d's TO MATCH SHEAR WALL EDGE NAILING PATTERNS (TYPICAL) KING STUD COMMON STUDS \ ONA t FIV w 8 0 ;u A s 0 tiq eL SZRP of r o%�- CONCRETE TOPPING - SEE �4 T &G PLYWOOD SHEATHING - SEE PLAN PT #2 HF 4x12— 4 SIMPSON HU41OTF GALVANIZED HANGER SLOPED 3W PRECAST CONCRETE STAIR TREAD � (2) - -VOW - - LAG SCREWS STAIR STRINGER CONNECTION FLOOR JOIST W/ HANGER — SEE PLAN — 5) "x9" GLB PT #2 HF 412 (2) VO POWER POWER BOLTS Wr PRECAST CONCRETE STAIR TREAD CONCRETE TOPPING SEE ARCH %* T &G PLYWOOD SHEATHING — SEE PLAN 4 4 a 4 d Q 4 d' a x t ' a a J ° a 1 1 . Q Q fl 4 d a a O Oi A ff TYP G3x3AXO' -9" (2) %"Ox4" LAG SCREWS GALVANIZED SIMPSON HU41OT'F HANGER GLB FLOOR JOIST W/ HANGER — SEE PLANS STAIR STRINGER CONNECTION P.T. SILL PLATE CONC. MONOPOUR FOOTING ANCHOR BOLTS SEE PLAN FOR SIZE AND SPACING JOIST TO BEAM CONNECTION 3" = 1' - 0 " 2x STUDS 0 16" O.C. PANEL EDGE NAILING 2x PLATE FLOOR SHEATHING 16d's TO MATCH SEE PLAN SHEARWALL EDGE NAIL SPACING. SOLE PLATE TO FLOOR EDGE NAILING SEE PLAN CONT. RIM JOIST SIMPSON A35 CLIPS 0 32" O.C. OR 16d TOENAILS ® 12" O.C. DBL 2x TJI BLOCKING TOP PLATES PER MFR TJI FLOOR JOIST SEE PLAN PANEL EDGE NAILING 2x STUDS TYPICAL ® 16" O.C. SHEARWALL SHEATHING n SEE PLAN 16d's TO MATCH SHEARWALL EDGE NAIL SPACING. SOLE PLATE 2x6 STUDS ® 16" O.C. TO FLOOR FLOOR SHEAT ANN 1UUN i KIM LUIS i PANEL EDGE NAILING A -35 CUPS 0 16" O.C. WOOD "I" JOIST - SEE PLAN FOR SIZE AND SPACING CONT DBL TOP PLATE 2x6 STUDS 4 16" O.C. NAIL (2) -10d's EA JOIST HEATHING SPLICE 0 C( MEMBER TO TOP PLATE SHEATHING OPTION. PRC 2x BLOCKING ® SPLICE SHEARWALL SHEATHING SEE PLAN NOTE: A35 CUPS MAY BE ELIMINATED IF SHEATHING IS CONTINUOUS OVER RIM JOIST AND WALL PLATES. FLOOR SYSTEM W/ 2x6 WALLS @ PANEL CONNECTION ( D 41- 1' -0, KzWff4►_jt3 16d's TO MATCH SHEARWALL EDGE NAIL SPACING. SOLE PLATE TO FLOOR EDGE NAILING SEE PLAN CONT. RIM JOIST SIMPSON A35 CLIPS ® 16" O.C. PANEL EDGE NAILING TYPICAL 3HEATHING ' ►IV DBL 2x6 TJI BLOCKING TOP PLATES PER MFR SHEATHING SPLICE ® TJI FLOOR JOIST CONTINUOUS SHEATHING OPTION SEE PLAN PROVIDE 2x BLOCKING ® SPLICE 2x6 STUDS ® 16" O.C. NOTE: A35 CUPS MAY BE ELIMINATED IF INTERIOR SHEARWALL DETAIL OPENING 1 " =1 . - SIMPSO SEE PLANS F AND l PT #2 HF 402 STAIR STRIN( ,Vfi" PRECAST CONCRETE TREAD STAIR TREAD CONNECTION � (2) X - 0 POWERS POWER BOLTS 43x3AXO' -9" GALVANIZED OR STAINLESS STEEL W /(2) % - OX4" LAG SCREWS TYPICAL 16d's TO MATCH SHEARWALL EDGE NAIL SPACING. SOLE PLATE 2x6 STUDS ® 16" O.C. TO FLOOR FLOOR SHEAT ANN 1UUN i KIM LUIS i PANEL EDGE NAILING A -35 CUPS 0 16" O.C. WOOD "I" JOIST - SEE PLAN FOR SIZE AND SPACING CONT DBL TOP PLATE 2x6 STUDS 4 16" O.C. NAIL (2) -10d's EA JOIST HEATHING SPLICE 0 C( MEMBER TO TOP PLATE SHEATHING OPTION. PRC 2x BLOCKING ® SPLICE SHEARWALL SHEATHING SEE PLAN NOTE: A35 CUPS MAY BE ELIMINATED IF SHEATHING IS CONTINUOUS OVER RIM JOIST AND WALL PLATES. FLOOR SYSTEM W/ 2x6 WALLS @ PANEL CONNECTION ( D 41- 1' -0, KzWff4►_jt3 16d's TO MATCH SHEARWALL EDGE NAIL SPACING. SOLE PLATE TO FLOOR EDGE NAILING SEE PLAN CONT. RIM JOIST SIMPSON A35 CLIPS ® 16" O.C. PANEL EDGE NAILING TYPICAL 3HEATHING ' ►IV DBL 2x6 TJI BLOCKING TOP PLATES PER MFR SHEATHING SPLICE ® TJI FLOOR JOIST CONTINUOUS SHEATHING OPTION SEE PLAN PROVIDE 2x BLOCKING ® SPLICE 2x6 STUDS ® 16" O.C. NOTE: A35 CUPS MAY BE ELIMINATED IF INTERIOR SHEARWALL DETAIL OPENING 1 " =1 . - SIMPSO SEE PLANS F AND l PT #2 HF 402 STAIR STRIN( ,Vfi" PRECAST CONCRETE TREAD STAIR TREAD CONNECTION � (2) X - 0 POWERS POWER BOLTS 43x3AXO' -9" GALVANIZED OR STAINLESS STEEL W /(2) % - OX4" LAG SCREWS TYPICAL PRE — ENGINEERED ROOF— PT #1 H BRICK LINTEL CONNECTION AT BEAM L6x3hx9(6 WOW LAG SCREWS 0 12" O.C. ROOF 2x4 BLOCKING PANEL FRAMING MEMBERS [-MM TOP PLATES 16d's 0 6" O.C. BLOCKING PANEL TO TOP PLATES OR A35 CUPS 0 16" O.C. ROOF SHED SEE 3/4" = 1' -0" BLOCKING PANEL SECTION 1" = 1'-0 3" ROOF SHEATHING SEE PLAN FOR NAILING CALLOUTS 2x4 0 24" O.C. (2) TOE NAILS TO SCAB 8d's ® 6" O.C. PROVIDE (1) 3" 0 VENT HOLE 0 48" O.C. BOTH WAYS ROOF SHEATHING (2) 16d TOENAILS TYPICAL NOTE TO TRUSS MANUFACTURER EACH TRUSS TO CARRY 3000# HORIZONTAL LOAD TO BE DISTRIBUTED TO SHEAR WALL BELOW (2) ROWS 8d's 0 6" O.C. 2x4 COW. SCAB NAILED w /(2) ROWS 1Od's 0 12" O.C. EACH ROW STAGGERED SHEARWALL SEE PLAN 8d's ® 6" O.C. 1 / 2 " PLYWOOD OR 7 / 16 " OSB SHEATHING NAILED W/ 8d's ® 6" O.C. AT EDGES & 12" O.C. FIELD. -CONT. DBL TOP PLATE 2x6 STUDS ® 16" O.C. TRUSSES SEE PLAN 2x 0 EDGES ROOF SHEATHING — NAIL w /(3) 16d's SEE PLAN EVERY FRAMING MEMBER EDGE NAIL SEE PLAN - 2x FULL DEPTH - ROOF SHEATHING VENTED BLOCKING 2x4 RAFTERS (4) 16d TOE NAILS - 24" O.C. AT EACH BAY or A35 CUPS ® 24" O.C. NOTCH FOR 2x4 VERT's ® 48" O.C. 2X4 RUNNERS 0 24" O.C. NAIL w/ (2) ROWS 16d's EA FRAMING MEMBER TRUSS TO WALL CONNECTION OVERFRAMING DETAIL NON - BEARING WALL TO TRUSS CONNECTION 1 1/2 = 1' -0" INTERIOR TRUSS TO SHEARWALL CONNECTION i n 1 1 -0 11 RIDGE MEMBER - EDGE NAIL w /8d's ® 6" O.C. (2) 16d's TYPICAL BLOCKING PANEL: 1 / 2 " PLYWOOD OR 7 /16 * OSB. NAIL W/ 8d's ® EDGES AND 12" O.C. FIELD. VENT W /(1) 3 *0 HOLE ® 24" O.C. I I I I I OF TRUSSES F2 IN 1Od's FOR PANEL x's TO TRUSS - - -- PRE — ENGINEERED ROOF — TRUSSES SEE PLAN ROOF SHEATHING — SEE PLAN EDGE NAIL SEE PLAN - 2x FULL DEPTH - VENTED BLOCKING (4) 16d TOE NAILS - AT EACH BAY or A35 CUPS ® 24" O.C. ID 24" O.C. LOCATIONS r, SIMPSON A35 0 2A LOWER ROOF SHEATHING TRUSS — NAIL BOTTOM CHORDS w /(3) 16d's V WALL SHE SHEAR WALL 2x6 BLOCK — MATCH ROOF SLOPE — PLACE AFTER H3 CUP SIMPSON H3 CUPS ® 32" O.C. SLOT SHEATHING TO PASS CUP DNS: DGER USE #2 DF 2x6 MIN [N w /(3) 1 6d's EACH STUD 'PER ROOF LINE. 2x STUDWALL HEADER ® OPENING TYPICAL BRICK LINTEL TRUSS TO BEAM CONNECTION VENEER PER ARCH ill = i'-0" ROOF SHEATHING SEE PLAN &ix4x /g. EXTEND 2' -0" MIN PAST BOTH SIDE OF OPENING GALVANIZE ANGLE OR PAINT w/ (2) COATS OF RED OXIDE PRIMER 3" = 1' -0" EDGE NAILING 2x4x12" BLOCK ® CUPS. NAIL TO TRUSS w /(4) 10d's LOWER ROOF TRUSS 2x BLOCKING BETWEEN TRUSS WEBS TO MATCH ROOF SLOPE SIMPSON H3 CUPS m 48" O.C. INSTALL BEFORE BLOCKING SLOT SHEATHING AS REQ'd TO PASS CUP UPPER ROOF TRUSS 1 /2" PLYWOOD OR 7 /1 g" OSB SHEATHING NAILED w /8d's ® 6" O.C. EDGES AND 12" O.C. FIELD NOTE TO TRUSS MANUF. EACH TRUSS CARRIES 3000# OF HORIZONTAL LOAD. LOWER ROOF TO 2x6 WALL CONNECTION LOWER ROOF TRUSS TO UPPER ROOF TRUSS CONNECTION i n = 1 flu GLENN C WELLS, [ 1295 4TH AVENUE B. OLYI[I'IA, WA 98508 ARCHITECT (380) 852 -4559 A.I.A. ONA L F G\S E RF p �2 rr m rL 9 2 �o z % 0 f �1% yq FL SZ?. • BUILDING DETAILS ROOF FRAMING DETAILS PHASE II 56.3 SIMPSON A35 CUP 0 24" O.C. ROOF SHEATHING SEE PLAN SIMPSON HI CLIP 0 24" O.C. (EVERY TRUSS END) CONT. DOUBLE TOP PLATES 2x6 STUDS ® 16" O.C. STAGGERED X BEAM /HEADER ® SOME LOCATIONS ROOF FRAMING SEE PLAN SHEARWALL SHEATHING — SEE PLAN THE VILLAGE APARTMENTS REXBURG, IDAHO SIMPSON A35 @ 24 NAIL SHEATHING 17HED TRUSS w/ HOLES AS REQ'D ODE. OR GABLE TRUSS DBL TOP PLATE �R WALL — SEE PLAN TRUSS AT ROOF TO SHEARWALL CONNECTION " '' - 0 6" O.C.