Loading...
HomeMy WebLinkAboutPlansTOP OF PLATE 110'-0" WINTER SUN ANGLE SUMMER SUN ANGLE RIDGE VENT TOP OF PLY MAIN FLOOR 100'-0" VALANCE TO CONCEAL UPLIGHTS AND SHADES MASTER BEDROOM 12 12 IN. DIAM. ARCHITECTURAL LOG TOP OF SLAB CRAWL SPACE 92'-9 3/8" CRAWL SPACE TYP. ROOF CONSTRUCTION RUSTY CORRUGATED METAL ROOFING OVER HIGH TEMPERATURE ICE AND WATER SHIELD OVER 5/8" O.S.B. OVER PRE-ENGINEERED ROOF TRUSSES W/ R-49 BLOWN -IN -BLANKET FIBERGLASS INSULATION PROVIDE 2 IN. AIR BAFFLE BETWEEN TRUSSES 2X6 TRUSS RAFTER TAILS TYP. EAVE AND RAKE CONSTRUCTION 1X3 TRIM OVER 2X8 FASCIA OVER 2X6 BLOCKING 1X6 T&G CEDAR SOFFIT WITH CONTINUOUS VENT TYP. WALL CONSTRUCTION 1X8 SELECT CEDAR OVER FELTEX HOUSE WRAP OVER 7/16" O.S.B. OVER 2X6 STUDS AT 16" O.C. WITH HORIZ. BLOCKING AT 24" O.C. AND R-23 BLOWN -IN -BLANKET FIBERGLASS INSULATION. METAL FLASHING RUSTY CORRUGATED METAL WAINSCOT TYP. FLOOR CONSTRUCTION 1 1/2" LIGHTWEIGHT CONCRETE OVER 3/4" T&G PLYWOOD OVER 11 7/8" JOISTS PER STRUCTURAL WITH R-30 BATT INSULATION. FINISHED GRADE R--10 RIGID INSULATION OVER WATERPROOFING CONC. FOUNDATION PER STRUCTURAL CONC. SLAB PER STRUCTURAL BUICI G SECTIO 1/2" = 1,s0" APPROVED SUBJECT TO ED £XCEPTIU S & IINSPECC T ONS GARFIELD COUNTY BU I _ i , DEP Date f / By LD COPY NO INSPECTION WITHOUT TIfESE PLANS ON SITE Page of f S LOT 16, HOMESTEAD ESTATES GARFIELD COUNTY, COLORADO dk• arc l ec S lic. DENNIS POWELL, LEED AP KEVIN C HEATH (970) 333-1043 (970) 379-0922 dennis@dkarchitects.us.com kevingdkarchitects.us.com PERMIT SET 8/30/11 REVISION 9/27/11 BUILDING SECTION ' FRAMED WALLS ABV. (V.I.F.) t- - EXISTING ROOF fLINE (V.I.F.) TYPICAL ROOF CONST.: 54' THICK APA-RATE63HTG, ON P7E. WOOD— TRUSSES PER PLAN. ATTACH SHTG TO FRAMING MEMBERS AS PER DETAIL 4/50.0, TYP. 1 7(2) HDR (til SIMPSON HH6 HEADER HGR. w N ARCH'L LOG RIDGE ce 0 2x8 OUTLOOKERS 24'o.c., TYP. N N 7 S2.0 (E) DBL. LOG HEADER BELOW (V.I.F.) 12 H 0 w w J S2.0 P.E. WOOD SCISSORS TRUSSES @ 1 (2)13 x 14' LVL HDR 1 J -)- EXISTING ROOF LINE (V.I.F.) BEAR 14 LVL HDR ON (2) TRIM STUDS ROOF FRAMING PLAN SCALE: Y" = ROOF FRAMING NOTES: N N.. SIMPSON HH6 HEADER HGR. SIMPSON CS16 x 22' STRAP (VERT.), 14' LVL TO TRIM STUDS (TYP. EA. END OF 14' HEADER) 1) SEE SHEET 50.0 FOR GENERAL NOTES 2) ROOF CONSTRUCTION: PER PLAN AND DETAIL 5/S0.0. 3) ROOF SHTG SHALL BE ATTACHED PER DETAIL 5/50.0. 4) EACH RAFTER SHALL BE ATTACHED TO WALL TOP PLATES WITH (1) SIMPSON H2.5 HURRICANE TIE OR APPROVED EQUAL. U.N.O. ON PLAN. 5) BEARING WALL HEADERS SHALL BE AS NOTED ON PLAN, WITH (1) KING AND (1) TRIM STUD EACH END, U.N.O. ON PLAN 6) ALL DIMENSIONS SHALL BE COORDINATED WITH ARCHITECTURAL DRAWINGS AND FIELD VERIFIED BY CONTRACTOR. 7) , DENOTES POST BELOW (DBL. 2x STUD MIN. U.N.O. ON PLAN LEGEND BRACED WALL PANEL SCHEDULE BRACED WALL <C> SHEATHING EDGE NAILING FIELD NAILING EDGE STUD AND BLKG. SILL BOLTING AT FNDN BW1 7/16' PLYWOOD / OSB 8d @ 6' 8d @ 12' 2x6 1/2' AB @ 4'-0' DBL. STUD © H.D. STUD WALL 1. NAILS FOR GYP BOARD ATTACHMENT SHALL BE DRITITE OR 'COOLER' TYPE NAILS 2. NAILS FOR PLYWOOD SHALL BE COMMON NAILS. USE OF PNEUMATICALLY DRIVEN NAILS IS SUBJECT TO APPROBAL BY THE BUILDING DEPARTMENT AND STRUCTURAL ENGINEER. DO NOT OVERDRIVE NAILS 3. PLYWOOD SHEATHING SHALL BE STANDARD (C -D) GRADE WITH EXTERIOR GLUE. 4. PROVIDE EDGE NAILING TO STUD OR POST WHERE HOLD DOWNS OCCUR. 5. GYP AND PLYWOOD TO CONFORM TO IBC TABLES 2306.4.5 AND 2306.4.1 EXISTING FOUNDATION WALLS & FRAMING TO REMAIN, TYP. AT NEW WALL OPENING BELOW EXISTING FOUNDATION WALLS & FRAMING TO REMAIN, TYP. 18'-0' 2x (FULL 8') P.T. SILL PL AT TOP OF WALL, TYP. SIMPSON ITS 2.061 11.88 HGRS, TYP. 1 Z H N •, r 1 r r 1 1 r 1 r "1 1174 TJI/210 JSTS @ 16 c.c. 7 r 1 1 11 J L J L J L J L J L J L J L J L J L r JL JL 4g O a cn0 w w 0 ih 1 S2.0 18'-0' TYPICAL MAIN FLOOR CONSTRUCTION: 1 Y" LT -WT CONC. FILL OVER: W T&G APA -RATED PLYWD. SHTG. SPAN RATING 24'o.c., ON 11 e' TJI / 210 JOISTS (OR EQUIV.) © 16'o.c. ATTACH SHTG. TO FRAMING MEMBERS PER DETAIL 5/50.0, TYP. FLOOR FRAMING PLAN SCALE: Y' =1'-0' FLOOR FRAMING NOTES: 1) SEE SHEET S0.0 FOR GENERAL NOTES. 2) MAIN FLOOR CONSTRUCTION: PER PLAN AND DETAIL 5/50.0. 3) FLOOR SHEATHING SHALL BE ATTACHED PER DETAIL 5 / S0.0 4) ALL FLOOR JOIST HANGERS SHALL BE SIMPSON TYPE HANGERS OR APPROVED EQUAL. 5) DENOTES HOLDOWN STRAP AT END OF SHEAR WALL - SEE PLAN FOR SIZE 181-0' EXISTING FOUNDATION WALLS TO REMAIN. TYP. 16' WIDE x 8' THICK CONT. FTG, TYP. U.N.O. ON PLAN SEE DETAILS 11A AND 118 152.0 FOR FOUND'N WALL CON'D AT ROCK OUTCROPPING A L3x3 x74 LINTEL EA. SIDE OF WALL. BEAR 40 MIN. ON CONC. EA. SIDE OF OPENING B.O. WALL 92-5W 0 SAW CUT NEW OPENING IN EXISTING CONC. WALL PER ARCH. LEAVE MIN. 12' CONC. OVER OPENING. SEE ARCH FOR EXACT LOCATION. T.O. WALL 99'-9%' B.O. WALL 92'-5%' STEP B.O. WALL TYPICAL SLAB ON GRADE: 4' CONCRETE SLAB ON UNDISTURBED NATIVE SOIL OR COMPACTED STRUCTURAL FILL. REINFORCE SLAB WITH 6x6 - W1.4xW1.4 WWF AT MID -DEPTH. PROVIDE 10 DEEP SAW -CUT CONTROL JOINTS © 12-0' o.c., MAX, EACH WAY, TYP. I— to - § 0 w EXISTING FOUNDATION WALLS TO REMAIN, TYP. 1 T.O. WALL 99'-9Y' S2.0 B.O. WALL 92'-53' SIMPSON HOLDOWN STRAPS PER FLOOR FRAMING PLAN (TYP. OF 2) FOUNDATION PLAN SCALE: Y4' =1'-0' STEP B.O. WALL FOUNDATION NOTES: 1) SEE SHEET S0.0 FOR GENERAL NOTES 2) SEE 50.0 FOR TYPICAL CONCRETE DETAILS 3) PROVIDE CONTROL JOINTS IN SLABS AT 12'-0' 0.C. MAX. 4) ISOLATE ALL SLABS ON GRADE FROM STRUCTURAL ELEMENTS WITH EXPANSION JOINT MATERIAL. 5) SEE FRAMING PLANS FOR WOOD COLUMN AND POST SIZES 6) ALL DIMENSIONS TO BE COORDINATED WITH ARCHITECTURAL DRAWINGS AND FIELD VERIFIED BY CONTRACTOR. 7) UNLESS NOTED OTHERWISE ON PLAN OR DETAILS, ALL SILL PLATES SHALL BE ATTACHED TO FOUNDATION WITH Y2'0 ANCHOR BOLTS WITH MINIMUM 8' EMBEDMENT, AT 4'-0' MAX. SPACING, TYP. 8) DENOTES HOLDOWN STRAP - SEE PLAN FOR SIZE 0 9) DO NOT BACK FILL AGAINST CONCRETE WALLS UNTIL ALL HORIZ. FRAMING (FLOOR JOISTS & SHTG) HAVE BEEN INSTALLED AND FIRMLY ATTACHED TO T.O. WALLS, TYPICAL. TRUCTURAL DESIGN 65N4UST, SUITE 5 CARBODOALE, CO 81623 (870) 618-7708 (970) 9630265 • FAX PO Box 260847 LAKEWOOD, CO 80226.0847 (720)626-9201 wneioWestructsan 0 (n Q r a °C 0 W Z O 0 ov 1 W o 1 -z O W� a0 re W =0 U. W `W W k kJ0< in W REVISIONS: SEPT. 27, 2011 REVISION FOUNDATION PLAN DATE: 8/26/11 PROJECT # : 11.016C DRAWN BY : OWR CHECKED BY : SM/OWR S1 .0 2x8 TRUSS TAILS @ 24'o.c. ir X10 X2.0 SCALE: 3/4' = 1'-0' ROOF SHEATHING 8d @ 6'o.c. (E.N.) 2x SOLID BLKG BETW.TRUSSES SEE ARCH'L DWGS FOR FASCIA, TYP. 8d @ 6"o.c. (E.N.) HEADER - SEE PLAN FOR SIZE & LOC.. TYP. OSB EXT. WALL SHTG.: SEE PLAN FOR LOCATION AND EXTENT OF BRACED WALL PANEL P.E. WOOD SCISSORS TRUSS PER PLAN SIMPSON H2.5A HURRICANE TIE AT EA. TRUSS, TYP. DBL. 2x WALL TOP PL., TYP. 2x6 STUDS @ 16"o.c. SCALE: 3/4' =1'-0" STUDS16"o.c., TYP. AT��— AT EXT.. WALLS. LS. 2x6 SOLE PLATE W/ 16d COMMON @ 6"o.c. TO FLOOR FRAMING 8d @ 6"o.c. (E.N.) C • N (SEE PLAN) T.O.WALL z 2x(WALL WIDTH) TREATED SILL PLATE WI 112' 0 A.B.; EMBED 8' MIN. @ 4'-0' o.c. MAX.; MIN. OF (2) BOLTS PER PLATE. SIMPSON 'ITS' HANGER r FLOOR FRAMING PER PLAN 100'-0' I IIIIIIIIIIII� #4x &I DOWELS 6' @ 24" o.c. MAX. CONC. FTG. PER PLAN REINF W/ (2) #5 HORIZ. CONT. AT BOT. \ (SEE PLAN) B.O. WALL • PROVIDE OCNT. ICE & WATER SHIELD BETW. JOIST HGR & CONC WALL, TYP. 8' THICK CONC. FNDN WALL REINF. W/: #4 VERT @ 24'o.c. • #4 HORIZ. @ 12"o.c. 4" ' 4" (2)45 HORIZ. T & B �.d 0 1/2" EXP. JOINT MAT'L, TYP. — 4° CONC. SLAB ON I GRADE PER PLAN x° x FND. DRAIN AND GRAVEL AS REQ'D 1 El II If Ii Ili li 1=1 I1=1 II 11i 111 all! -1 J ,1111-1111111111 8' / 4' / 1'-4" / FOUNDATION DETAIL S2.0 SCALE: 3/4" = 1'-0" T.O. SHTG. SIMPSON HGA10 FRAMING ANCHOR (1 ANCHOR AT EACH TRUSS, STAGGERED ACROSS RIDGE) 12� 2.o/ SCALE: 314' = 1'-0' 2x OUTLOOKERS PER PLAN SIMPSON A34 AT EA.OUTLOOKER A 8d @ 4'o.c. (5)-16d COMMON ADDED STUD FOR GABLES; -OVER 6' USE 2x4 EA. VERT. -OVER 10' USE 2x6 EA. VERT. GABLE END ROOF TRUSS SEE TRUSS SHOP DWG. FOR ADD'L BRACING SIMPSON A34 16d NAILS @ 6'o.c. 8d @ 6"o.c. (E.N.), TYP. ' OSB EXT. WALL SHTG.; SEE PLAN FOR LOCATION AND EXTENT OF BRACED ALL PANEL 2x6 NAILER DBL. 2x WALL TOP PL., TYP. 2X4 BRACE AT RIDGE. ADD 2x4 FLAT WHEN BRACING LENGTH EXCEEDS 6' NAIL W/10d @ 8' O.C. TO 2x4 BRACE 2x6 STUDS @ 16"o.c. 7 S2.0 SCALE: 3/4" = 1'-0" 2x6 STUDS @ 16"o.c., TYP. AT EXT. WALLS. 2x6 SOLE PLATE WI 16d COMMON @ 6'o.c. TO FLOOR FRAMING • CONT. 2x6 P.T. SILL PL., W/ Y2' 0 A.B. @ 48'o.c.; EMBED A.B. 8' MIN. IN CONC.; PROVIDE 2 BOLTS MIN. PER PLATE. 8d @ 6-o.c. (E.N.) - (SEE PLAN) T.O.WALL 8' THICK CONC. FNDN WALL REINF. WI: #4 VERT @ 24"o.c. #4 HORIZ. @ 12'o.c. (2)45 HORIZ. T & B M [n z a CCo N cow Z J z- 01-0 tts� cc 0 0 C °aa 4" ETTT IL 111 CONC. FTG. PER PLAN REINF W/ (2) #5 HORIZ. CONT. AT BOT. (SEE PLAN) B.O.WALL FND. DRAIN AND GRAVEL AS REQD 2 a 8 A 4"/ ° LIJOIST BLOCKING @ 4'-0" o.c. IN FIRST JOIST SPACE. FLOOR SHTG PER PLAN (4) 10d NAILS PER BLOCK 2x4 P.T. BLKG (VERT.) W/ (2)-.177"0 PAF TO CONC. 1/2' EXP. JOINT MAT'L, TYP. 4° CONC. SLAB ON r GRADE PER PLAN 100'-0" `T.O. SHTG. rg. e �I I i -III -I I I ° 11-i 11=111E =Ili -I 1L- 1_1117-#4x N[_ DOWELS 11 @ 24" o.c. MAX. 8" 1'-4" S2.0 SCALE: 3/4" = 1'-0" DELETED 13� A 52.9 SCALE: 3/4' = 1'-0" 8 FIELD-VERIF DELETED A SCALE: 3/4" = 1-0" EXSTG. CONST. NEW CONST. z q EXTEND (2) #5 BARS TOP & SOT. AROUND CORNER. EXTEND 24" PAST END OF FOOTING BELOW CONT. L4x4xY4 (GALV.) 2 SIDES, WW2' x 4' GALV. EPDXY ANCHORS @ 24'o.c. MAX. (HILTI HIT HY 150 OR EQUIV.) #4 x ,L DWLS 6' @ 24" o.c. MAX. (SEE PLAN) • ° • B.O. WALL • • 4 =III PAD FTG 2'-0" x 2'-6" x 12" - THICK, REINF. W/ (4) #5 EA. WAY AT BOTTOM. FOOTING VOID - INFILL W/ ROAD BASE OR GRAVEL BEDROCK OUT -CROPPING SECTION TO REMAIN. 0 e 0 PAD FTG 2'-0" x 2'-0" x 12' THICK, REINF. W/ (4) #5 EA. WAY AT BOTTOM. • • e 1L v Y (2) #5 x 24' DOWELS, TOP & BOT.; DRILL & EPDXY 6" MIN. INTO EXTG. FNDN. WALL (TYP. 2 ROWS, 4 DWLS. TOTAL) 11A 2'-0" NEW DETAIL AT N.E. CORNER EXSTG. CONC. FNDN. WALL (V.I.F.) `I EXSTG. CONC. FTG. PER PLAN (V.I.F.) 1'-6" i 11 t EXTEND BOT. DOWELS 24' PAST FTG STEP (1) - #4 x 24' DOWEL AT EA. HORIZ. BAR IN NEW WALL DRILL & EPDXY 6" MIN. INTO EXTG. FNDN. WALL S2.0 SCALE: 3/4" = 1'-0" SLAB ON GRADE BEYOND BEND BOT. WALL REINF. UPAS SHOWN 2'-0" NEW CONC. FOOTING END OF NEW FTG./ BOT. OF WALL STEP EXISTING LOG WALL (V.I.F.) A SEQUENCE OF CONST.: 1. SAW -CUT 3" DEEP GROOVE EA. SIDE OF WALL AT NEW OPENING, EXTEND 4" PAST OPENING EA. SIDE. 2. INSTALL L3x3 ANGLE EA. SIDE. 3. SAW -CUT VERT. EDGES, & REMOVE CONC. AT NEW OPENING. EXISTING WALL & FOOTING - (V.I.F.) =III=11- '-I II-III 1 -HE I—I 111—=H E I I III—I L3x3xX EA. SIDE OF WALL. BEAR 4" EA. END OF WALL OPENING SEE DETAIL 5/S2.0 FOR BALANCE OF NOTES. 1/2' EXP. JOINT MAIL, TYP 4" CONC. SLAB ON GRADE PER PLAN 12" #4 BENT Z -BART r @ 24'o.c. 12' NEW / EXISTING WALL CONN. \ 252) SCALE: 3/4' = 1'-0' Q 4\ 2'-0" • 0 (N 2'-6" 3-0' MAX 2'-0' NORTH WALL a a G• . PAD FTG 2'-0' x 2'-6' x 12' THICK, REINF. W/ (4) #5 EA. WAY AT BOTTOM. 11B S2.0 CONT. #4 NOSE BAR. DOWEL 6" INTO WALL EA. END o <V L4x44' CONT. EXTEND (2) #5 BARS TOP & BOT. AROUND CORNER, EXTEND 24" PAST END OF FOOTING BELOW WALL STEP FOOTING STEP C. • 8" CONC WALL REINF AS PER DETAILS 2/52.0 PAD FTG 2'-0" x 2'-0' x 12' THICK, REINF. W/ (4) #5 EA. L WAY AT BOTTOM. PLAN VIEW NEW DETAIL AT N.E. CORNER 2 1111 I11�11I 111' 6" S2.. 1 SCALE: 3/4' = 1'-0' SCALE: 3/4' = 1'-0" A DELETED A GABLE END WALL DETAIL S2.0 SCALE: 3/4" = 1'-0" EXISTING LOG WALL (V.I.F.) (5 8d @ 6"o.c. (EN.), TYP. FLOOR SHTG PER PLAN 100.-0" T.O. SHTG. 11111 I 'II ir FLOOR EXISTING FRAMING AND FNDN WALL (V.I.F.) :-e FLOOR JST PER PLAN CONT. 2x12 PT NAILER, W/ Y2'0 x 4" EMBED EXPANSION BOLTS (HILTI KWIK BOLT II, OR EQUIV.) @ 24"o.c., STAGGERED, TYP. X2.0 SCALE: 3/4" = 1'-0" TRUCTURAL DESIGN 65N4thST, SUITE 5 CARBONDALE,CO81623 (970) 618-7708 (970) 963-0265 • FM PO Box 280847 LAKEWOOD, CO 80226-0847 (720) 626-9201 wewavdvesuuaoom 0 Vio Hg ,_ 0 ZLLA V 0 N W I 0 TWO rt W Oo LL = J LI. `W a'l� oC c� 0 (/) J V REVISIONS: SEPT. 27, 2011 REVISION n FRAMING & FOUNDATION DETAILS DATE: 8/26/11 PROJECT # : 11.016C DRAWN BY : OWR CHECKED BY : SM/OWR S2.0 S 89°58'03" E 111 L `' Lot 16 39.85 Acres 11 11 II II II // II II I I II I I I I I' 11 /I/ II II II I I II IU/ E 1/ 16 Corner Between Section 23 and 26 1313,19' 'b An Aluminum Cap LS No. 19598 in Place Utility Easement 11 11 I1 II /I II II f I II I I I I I I !1 Il II 1 I I I II SITE PLAN Road Utility Easement / cA \Gravel Drive \\ 60'Road Easement \ \ Existing Gravel Road \\ (Homestead Road) Road Utility Easement N 89°58'03" W \\ N N 1" = 100'-0" \SPlee Enlarged an \ \\ Garage 1 1 ) 418'-4' I 20'-0' Bedroom / Addition / / Existing Log Wood Frame House o Utility Easement 1314.78' I I Power Polepal Power Pole 0 O 0 GT Rebar and Cap LS No. 9018 in Place GENERAL NOTES A. THE AIA DOCUMENT A201 "GENERAL CONDITIONS OF THE CONTRACT FOR CONSTRUCTION", LATEST EDITION, ARE HEREBY MADE A PART OF THESE CONTRACT DOCUMENTS, EXCEPT AS AMENDED HEREIN. COPIES ARE ON FILE AND ARE AVAILABLE FOR INSPECTION AT THE OFFICE OF THE ARCHITECT. B. THE CONTRACT DOCUMENTS CONSIST OF THE AGREEMENT, THE GENERAL NOTES, THE SPECIFICATION, AND THE DRAWINGS, WHICH ARE COOPERATIVE AND CONTINUOUS. WORK INDICATED OR REASONABLY IMPLIED IN ANY ONE OF THE DOCUMENTS SHALL BE SUPPLIED AS THOUGH FULLY COVERED IN ALL. ANY DISCREPANCY BETWEEN THE DIFFERENT PARTS SHOULD BE REPORTED TO THE ARCHITECT IMMEDIATELY. C. ALL WORK SHALL COMPLY WITH ALL STATE AND LOCAL CODES AND ORDINANCES, AND SHALL BE PERFORMED TO THE HIGHEST STANDARDS CF CRAFTS- MANSHIP BYJOJRNEYMAN OF THE APPROPRIATE TRADES. D. THESE DOCUMENTS ARE INTENDED TO INCLUDE ALL LABOR, MATERIALS, EQUIPMENT AND SERVICES REQUIRED TO COMPLETE ALL WORK DESCRIBED HEREIN. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO BRING TO THE ATTENTION OF THE ARCHITECT ANY CONDITIONS WHICH WILL NOT PERMIT CONSTRUCTION ACCORDING TO THE INTENTIONS OF THESE DOCUMENTS. IT IS THE RESPONSIBILITY OF THE ARCHITECT TO PROVIDE DETAILS AND/OR DIRECTIONS REGARDING DESIGN INTENT WHERE IT IS ALTERED BY THE EXISTING CONDITIONS OR WHERE NEGLECTED IN THE DOCUMENTS. E. ANY MATERIALS PROPOSED FOR SUBSTITUTION OF THOSE SPECIFIED OR CALLED OUT BY TRADE NAME IN THESE DOCUMENTS SHALL BE PRESENTED TO THE ARCHITECT FOR REVIEW. THE CONTRACTOR SHALL SUBMIT SAMPLES WHEN REQUIRED BY THE ARCHITECT, AND ALL SUCH SAMPLES SHALL BE REVIEWED BY THE ARCHITECT BEFORE THE WORK IS DERFORMED. WORK MUST CONFORM TO THE REVIEWED SAMPLES. ANY WORK WHICH DOES NOT CONFORM SHALL BE REMOVED AND REPLACED WITH WORK WHICH CONFORMS A- THE CONTRACTOR'S EXPENSE. SUB- CONTRACTOR SHALL SUBMIT REQUESTS AND SAMPLES FOR REVIEW THROUGH THE GENERAL CONTRACTOR WHEN WORK IS LET THROUGH HIM OR HER. REQUIRED VERIFICATIONS AND SUBMITTALS TO BE MADE IN ADEQUATE TIME AS NOT TO DELAY WORK IN PROCESS. F. ALL REQUESTS FOR SUBSITUTIONS OF ITEMS SPECIFIED SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND WLL BE CONSIDERED ONLY IF BETTER SERVICE FACILITATES MORE ADVAN- TAGEOUS DELIVERY DATE, OR A LESSER PRICE WITH CREDIT TO THE CLIENT BE PROVIDED WITHOUT SACRIFICING QUALTY, APPEARANCE, AND/OR FUNCTION, UNDER NO CIRCUMSTANCE WILL THE ARCHITECT BE REQUIRED TO PROVE THAT A PRODUCT PROPOSED FOR SUBSTITUTION IS OR IS NOT OF EQUAL QUALITY TO THE PRODUC' SPECIFIED. PRODUCT SPECIFIED. G. ALL WORK SHALL BE ERECTED PLUMB AND TRUE -TO - LINE IN ACCORDANCE WITH BEST PRACTICES OF THE TRADE AND MANUFACTURER'S RECOMMENDATIONS FOR THE PARTICULAR ITEM. H. SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT FOR HIS RENEW WHERE CALLED FOR ANYWHERE IN THESE DOCUMENTS. REVIEW SHALL BE MADE BY THE ARCHITECT BEFORE THE WORK IS BEGUN. AND WORK SHALL CONFORM TO THE REVIEWED SHOP DRAWINGS, SUBJECT TO REPLACE- MENT AS REQUIRED FOR SAMPLES IN PAR. E.. ABOVE. I. THE BUILDING INSPECTOR SHALL BE NOTIFIED BY THE CONTRACTOR WHEN THERE IS NEED OF INSPECTION AS REQUIRED BY THE UNIFORM BUILDING CODE OR BY ANY LOCAL CODE OR ORDINANCE. J. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE SAFETY AND CARE OF ADJACENT PROPERTIES DURING CONSTRUCTION, FOR COMPLIANCE WITH FEDERAL AND STATE 0.5.H.A. REGULATIONS, AND FOR THE PROTECTION OF ALL WORK UNTIL IT IS DELIVERED COMPLETED TO THE OWNER. K. ALL DIMENSIONS NOTED TAKE PRECEDENCE OVER SCALED DIMENSIONS. DIMENSIONS NOTED "N.T.S," DENOTES NOT TO SCALE. L. CONTRACTOR SHALL VERIFY AND COORDINATE ALL OPENINGS THROUGH FLOORS, CEILINGS, AND WALLS WITH ALL ARCHITECTURAL, STRUCTURAL. MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS. M. CONTRACTOR WILL ASSUME RESPONSIBILITY FOR ITEMS REQUIRING COORDINATION AND RESOLUTION DURING THE BIDDING PROCESS. N. VERIFY ALL SPACE DIMENSIONS AS SHOWN WITH EXISTING JOB CONDITIONS BEFORE STARTING CON TRUCTION. 0. WHERE WORK IS INSTALLED OR EXISTING FINISHES ARE DISTURBED. REFINISH SUCH AREAS TO MATCH EXISTING. P. CHECK AND VERIFY CONTRACT DOCUMENTS, FIELD CONDITIONS FOR ACCURACY, CONFIRMING THAT ALL WORK IS BUILDABLE AS SHOWN BEFORE PROCEDING WITH CONSTRUCTION. IF THERE ARE ANY QUESTIONS REGARDING THESE OR OTHER COORDINATION QUESTIONS, THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING CLARIFICATION WITH THE ARCHITECT BEFORE PROCEDING WITH WORK OR RELATED WORK IN QUESTION. 0. EACH MISCELLANEOUS ITEM OF CUTTING, PATCHING. OR FITTING IS NOT NECESSARILY INDIVIDUALLLY DESCRIBED HEREIN. NO SPECIFIC DESCRIPTION OF CUTTING, PATCHING, OR FITTING REQUIRED TO PROPERLY ACCOMODATE THE SCOPE OF WORK SHALL RELIEVE THE CONTRACTOR FROM THE RESPONSIBILITY TO PERFORM SUCH WORK AS REQUIRED. R. ANY QUESTIONS REGARDING THE INTENT OF THE DRAWINGS OR SPECIFICATIONS ARE TO BE CLARIFIED WITH THE ARCHITECT BEFORE ORDERING MATERIALS OR PROCEDING WITH THE WORK IN QUESTION OR RELATED WORK. S. ALL ITEMS ARE NEw UNLESS CALLED OUT AS "EXISTING" EXIST. DRIVEWAY &t11d1»q EXIST. HOUSE -1 7 ENLARGED SITE PLAN 1" = 20'_0„ EDGE OF TREES EXIST. GARAGE APPROVED SUBJECT TO NOTED EXCEPTIONS a INSPECTIONS GARFIELD COUNTY BUIL DEPART��T Date BY LD COPY NO INSPECTION WITHOUT THESE PLANS ON SITE Page of BEDROOM ADDITION BLRE-9-11-2177 -C C▪ a Cb = H 03 CO Z Ci Cg v 11/41.3Q11441144414 m CO 0 C CO C- CO m m " E = _d M r M w .4, Fc2' [9 ii N SCHAEFFER BEDROOM ADDITION DENNIS POWELL, LEED AP (970) 379-0922 (970) 333-1043 kevin@dkarchitects.us.com dennis@dkarchitects.us.com PERMIT SET 8/30/11 SITE PLAN & GENERAL NOTES FLOOR AREA EXISTING WALL EDGE OF NEW ROOF /11-6s/ W Ca RIDGE W a. 0 (16 • CD J J EXISTING HOUSE NEW ADDITION EXTEND TO MATCH EXISTING EAVE EDGE OF EXISTING ROOF OOF PLA C qo do CIE KITCHEN DINING ROOM U POWDER ROOM CLOSET P FOYER GAS F.P. See pin lgtliftt .zneA I #57 red- 5D/Go gevA rep o en h /N ex !sing, Orbit /tire LIVING ROOM PLO FLA GARAGE LAUNDRY ROOM MECHANICAL M. BATH 3.-6. CLOSET J 7 2868 2668 PK,_ ENLARGE CLOSET AND 3/ ADD TWO POCKET DOOR REPLACE EXISTING ' WINDOW WITH NEW DOOR STUDY ■ aw- CUT NEW DOOR INTO EXIST, LOG WALL PROVIDE SMOKE AND CO DETECTORS PER CODE 1-1 MASTER BEDROOM 3571 CAS 2868 DRYWALL OVER 2X FURRING OVER EXISTING LOG WALL GAS F.P 5'-9' HEAT—N—GLO MODEL SL-550TR 7'6S, 66, 7/, Ifo 18'-0' (4)3571 CAS 11' -Bt EGRESS 4 U M sat EXISTING HOUSE NEW ADDITION 1/4" = 1'-0" 1/4" = 1'-0" FIELD VERIFY—CENTER ADDITION BETWEEN EXISTING WINDOWS sit N EXISTING NEW (288 SF ADDITION) MAIN FLOOR 2258 SF + 720 SF GARAGE 2546 SF + 720 SF GARAGE UPPER FLOOR 1848 SF 1848 SF TOTAL 4106 SF + 720 SF GARAGE 4394 SF + 720 SF GARAGE EXISTING WALL EDGE OF NEW ROOF /11-6s/ W Ca RIDGE W a. 0 (16 • CD J J EXISTING HOUSE NEW ADDITION EXTEND TO MATCH EXISTING EAVE EDGE OF EXISTING ROOF OOF PLA C qo do CIE KITCHEN DINING ROOM U POWDER ROOM CLOSET P FOYER GAS F.P. See pin lgtliftt .zneA I #57 red- 5D/Go gevA rep o en h /N ex !sing, Orbit /tire LIVING ROOM PLO FLA GARAGE LAUNDRY ROOM MECHANICAL M. BATH 3.-6. CLOSET J 7 2868 2668 PK,_ ENLARGE CLOSET AND 3/ ADD TWO POCKET DOOR REPLACE EXISTING ' WINDOW WITH NEW DOOR STUDY ■ aw- CUT NEW DOOR INTO EXIST, LOG WALL PROVIDE SMOKE AND CO DETECTORS PER CODE 1-1 MASTER BEDROOM 3571 CAS 2868 DRYWALL OVER 2X FURRING OVER EXISTING LOG WALL GAS F.P 5'-9' HEAT—N—GLO MODEL SL-550TR 7'6S, 66, 7/, Ifo 18'-0' (4)3571 CAS 11' -Bt EGRESS 4 U M sat EXISTING HOUSE NEW ADDITION 1/4" = 1'-0" 1/4" = 1'-0" FIELD VERIFY—CENTER ADDITION BETWEEN EXISTING WINDOWS sit N Or 0 ES ADO tees �P KE (97 ke\ PERMIT SET 8/30/11 PLANS EXISTING HOUSE NEW ADDITION S3TH ELEVAT G\ 1w24&i TR I l t,& -t J i4w - /Mel cccesj to eY 1,111 cr l5 pAv& CRAWL SPACE PER CODE EXISTING AND GRADE L — — — — 1/4" = 1'--0" RUSTY CORRUGATED METAL ROOFING VERTICAL WOOD SIDING TOP OF PLATE 110'-O" RUSTY CORRUGATED METAL SIDING TOP OF PLY MAIN FLOOR 1001-0"" NEW ADDITION EXISTING HOUSE VENTILATION FINISHED RUSTY CORRUGATED METAL ROOFING TOP OF PLATE 11C-0" VERTICAL WOOD SIDING TOP OF PLY MAIN FLOOR 1001-0"" RUSTY CORRUGATED METAL SIDING -7T I I FL TOP OF SLAB CRAWL SPACE 92'-9 3/8" TOP OF SLAB CRAWL SPACE 92'-9 3/8" \OT CRAWL SPACE VENTILATION PER CODE EXISTING AND FINISHED GRADE tr I I ELEVATIC Floors over vented crawlspaces must be insulated; R-30 or enough to fill the cavity. Vents shall be located below the bottom of the floor joist per IRC, R-408.1. As an alternative to insulating floors, crawlspace walls shall be permitted to be insulated when the space is not vented to the outdoors and meets the requirements of IRC, R-408.3. Take precautions to protect plumbing in these areas. 1/4" = 1'-0" DROOM ADD] kTrs IRADn dk architects, llc. DENNIS POWELL, LEED AP KEVIN C HEATH (970) 333-1043 (970) 379-0922 dennis@dkarchitects.us.com kevin@dkarchitects.us.com PERMIT SET 8/30/11 BUILDING ELEVATIONS TOP OF PLATE 110'-0" TOP OF PLY MAIN FLOOR 100'-0" EXISTING GRADE TOP OF SLAB FINISHED GRADE CRAWL SPACE 92'-9 3/8" EAST ELEVAT o\ RUSTY CORRUGATED METAL SIDING BOULDER RETAINING WALL EACH SIDE OF ACCESS DOOR 3'-0"X5-0" HALF LIGHT METAL DOOR FOR CRAWL SPACE ACCESS #4d 7 1/4" = 1'-0" U IL SCHAEFFER BEDROOM ADDITION 0 <0 F- J w Q Q J E— H ~ HZ Wo 0 c4 0< • rad r� w • V Ct DENNIS POWELL, LEED AP (970) 379-0922 (970) 333-1043 kevin@dkarchitects.us.com dennis@dkarchitects.us.com PERMIT SET 8/30/11 BUILDING ELEVATIONS A3.2 TOP OF PLATE 110,-o" 0 0 TOP OF PLY MAIN FLOOR 100'-0" EXTEND TO MATCH EXISTING SAVE IU »t vended iz oP sys/fin per Zoo 4 .Peri g. 8o6,4 TYP. ROOF CONSTRUCTION 12 \ \ 0 VALANCE TO CONCEAL UPLIGHTS AND SHADES MASTER BEDROOM LOG RIDGE BEAM SEE STRUCTURAL TOP OF SLAB CRAWL SPACE 92'-9 3/8" i- .: -.._. r,: .,:_,: - �. - _ ..._'_, \i v r r ---V CRAWL SPACE 1 RL3\C SECTO\ 1/2" = 1'-0" RUSTY CORRUGATED METAL ROOFING OVER GAF VERSASHIELD UNDERLAYMENT OVER HIGH TEMPERATURE ICE AND WATER SHIELD OVER 5/8" O.S.B. OVER 2X12's INSULATION COMPRISED OF4 IN. SPRAY FOAM AND 7 1/4 IN. BATT INSULATION. CUT 2X12 RAFTERS TO 7 1/4" AT TAILS Tr. EAVE AND RAKE CONSTRUCTION 1X3 TRIM OVER 2X10 FASCIA OVER 2X8 BLOCKING 1X6 T&G CEDAR SOFFIT WITH CONTINUOUS VENT /tip ovPvkim TYP. WALL CONSTRUCTION 1X8 SELECT CEDAR OVER FELTEX HOUSE WRAP OVER 7/16" O.S.B. OVER 2X6 STUDS AT 16" O.C. WITH HORIZ. BLOCKING AT 24" O.C. AND 125 INSULATION COMPRISED OF 2 IN. SPRAY FOAM AND 3 1/2 IN. BATT INSULATION. METAL FLASHING RUSTY CORRUGATED METAL WAINSCOT TYP. FLOOR CONSTRUCTION 1 1/2" LIGHTWEIGHT CONCRETE OVER 3/4" T&G PLYWOOD OVER 11 7/8" JOISTS PER STRUCTURAL WITH R-30 BATT INSULATION. FINISHED GRADE R-10-IGID INSULATION OVER WATERPROOFING CONC. FOUNDATION PER STRUCTURAL CONC. SLAB PER STRUCTURAL MOTJJUUV JkOONUJH TJJJVH3S Q g Q O W OO Q ^ WLLJ O o • Q � W DENNIS POWELL, LEED AP (970) 379-0922 (970) 333-1043 kevin@dkarchitects.us.com dennis@dkarchitects.us.com PERMIT SET 8/30/11 BUILDING SECTION A4.1 1. FLOOR SHEATHING SHALL BE AS FOLLOWS: WOOD STRUCTURAL PANELS CERTIFIED BY THE APA FOR USE AS FLOOR SHEATHING, RATED STURD-I-FLOOR, 24" o.c, 2Y3 " THICK, T & G. FLOOR SHEATHING SHALL BE GLUED AND FASTENED TO FLOOR JOISTS & BEAMS USING ADHESIVES CONFORMING TO APA SPECIFICATION AFG-01 AND APPLIED IN ACCORDANCE WITH MANUFACTURER RECOMMENDATIONS. REMOVE WATER. DUST AND DEBRIS FROM JOISTS. APPLY GLUE TO JOISTS & BEAMS AND COMPLETE ALL FASTENING BEFORE GLUE SETS. BLOCK ALL PANEL EDGES, TYP. 2. ROOF SHEATHING SHALL BE AS FOLLOWS: WOOD STRUCTURAL PANELS CERTIFIED BY THE APA FOR USE AS ROOF SHEATHING, LABELED "EXTERIOR" OR "EXPOSURE 1", RATED SHEATHING, 40/20, 5/8" THICK. 3. FLOOR AND ROOF SHEATHING LAYOUT: 4. FASTENERS I 1111111111 `1111111 ■ FRAMING MEMBERS SHEATHING APPLICATION FASTENERS NAIL SPACING COMMENTS @ INTERMED SUPPORTS SHEET EDGES WOOD FLOOR 8d COMMON ( 0.131 0) 12" 6" GLUED (SEE NOTE 1) REQUIRED \- (3) 2x8 HDR MIN U.N.O PER PLAN S ..--------- TRIM STUDS PER PLAN (1 MIN U.N.O. ON PLAN). ABOVE EL ELEVATION WOOD ROOF 8d COMMON ( 0.1310) 12" 6" ADD'L FLOOR & ROOF SHEATHING SCALE: n.t.s. i 2'-0" MIN LAP (8)16d COMMON MIN BTWN SPLICES. (2)16d COMMON, END NAIL, TOP PL TO EACH STUD, TYP DBL 2x TOP Ft, TYP (2)16d ADD'L 10d COMMON @ 24"o.c, (2)10d @ CORNERS A35 OR LS50 CLIP AT KING STUD TO TOP & BOT PL's AT WALL OPNG GREATER THAN 5'-0" OR STUD HT GREATER THAN 11'-0" -TYP KING STUDS PER PLAN (1 MIN U.N.O. ON PLAN 2x SOLID BLKG REQ'D @ CEILING LINES & @ EDGI OF EXT WALL SHTG @ BRACED WALL PANELS 2x STUDS PER PLAN & DETAILS BOT/SILL R - SEE PLAN NOTES OR SPECIFIC DE FOR ANCHOR BOLT SIZ (2)16d COMMON, END N OR TOE NAIL, EA STUD, 3 TYP FRAMED WALL DETAIL SCALE: N.T.S. 90° HOOK OFFSET TIED BARS R 40 (2 1/2" MIN.) 48 D FOR CONC. 54D FOR MASONRY 180° HOOK R = 4D FOR #3 THRU #8 BARS R = 5D FOR #9 THRU #11 BARS R = 6D FOR # 14 AND #18 BARS MIN. 1.5D OR 1" MAX. 1/5 LAP LENGTH OR 6" LAP SPLICE REINFORCING STEEL DETAILS PL's w/ ALL TYP fl r I (4)16d COMMON A.F.F. ABOVE FINISH FLOOR EA EACH -� - REQ'D REQUIRED \- (3) 2x8 HDR MIN U.N.O PER PLAN S ..--------- TRIM STUDS PER PLAN (1 MIN U.N.O. ON PLAN). ABOVE EL ELEVATION LLH LONG LEG HORIZONTAL R.D. ROOF DRAIN ADD'L ADDITIONAL 2x SILL PL - USE A35 EA END AT OPN'G 6' & GREATER (2)2x EXT 4 II TAILS E & SP 11L TYP l LONG LEG VERTICAL R.S. ROUGH SAWN ADJ ADJUSTABLE KING STUDS PER PLAN (1 MIN U.N.O. ON PLAN 2x SOLID BLKG REQ'D @ CEILING LINES & @ EDGI OF EXT WALL SHTG @ BRACED WALL PANELS 2x STUDS PER PLAN & DETAILS BOT/SILL R - SEE PLAN NOTES OR SPECIFIC DE FOR ANCHOR BOLT SIZ (2)16d COMMON, END N OR TOE NAIL, EA STUD, 3 TYP FRAMED WALL DETAIL SCALE: N.T.S. 90° HOOK OFFSET TIED BARS R 40 (2 1/2" MIN.) 48 D FOR CONC. 54D FOR MASONRY 180° HOOK R = 4D FOR #3 THRU #8 BARS R = 5D FOR #9 THRU #11 BARS R = 6D FOR # 14 AND #18 BARS MIN. 1.5D OR 1" MAX. 1/5 LAP LENGTH OR 6" LAP SPLICE REINFORCING STEEL DETAILS PL's w/ ALL TYP 48 BAR DIA. SAWN LUMBER (2" NOM. THICKNESS) CONNECTION SCHEDULE PLY TO PLY CONNECTION 2 -PLY 3 -PLY 2 ROWS 10d NAILS @ 12' o.c. ONE FACE EA FACE FOR COLUMNS OVER 3 -PLY. ATTACH EACH ADDITIONAL PLY w/ (2) ROWS OF 10d NAILS @ 12" o.c. LVL 1 3/4" THICK, MEMBER WIDTH < 14" CONNECTION SCHEDULE PLY TO PLY CONNECTION 2 ROWS 12d NAILS @ 12" o.c. 2 ROWS 1/4"x6" SDS SCREWS @ 24• o.c. 2 -PLY ONE FACE 3 -PLY EA FACE 4 -PLY EA FACE LVL 1 3/4" THICK, MEMBER WIDTH > = 14" CONNECTION SCHEDULE PLY TO PLY CONNECTION 3 ROWS 16d NAILS @ 12" o.c. 3 ROWS 1/4"x6" SDS SCREWS @ 24" o.c. 2 -PLY 3 -PLY ONE FACE EA FACE 2 -PLY MEMBER 3 -PLY MEMBER 4 -PLY MEMBER 4 4 -PLY EA FACE FASTENER @ FAR FACE (3 -PLY & 4 -PLY ONLY) 12.124" o.c. FASTENER @ NEAR FACE ELEVATION MULTIPLE PLY BEAMS & COLUMNS SO.O SCALE: N.T.S. 48 BAR DIA. (2'-0" MIN.) CORNER BAR AT EA. LAP HORIZ. BARS HORIZ. BAR, TYPICAL.EA. SIDE OF CORNER TYPICAL. CORNER TYPICAL CONCRETE DETAILS ALTERNATE CORNER SO "0 SCALE: 3/4" = 1'-0" 1/8' x (1/4 x DEPTH) SAW CUT W.W.F. -III III III III III TYPICAL SLAB CONTROL JOINT DETAIL WOOD AND TIMBER FRAMING 1. All wood and heavy timber construction shall conform to the American Institute of Timber Construction (AITC) and National Design Specification (NDS) Standards, latest edition. 2. Structural framing lumber shall be as noted below, unless noted otherwise, and shall have a maximum moisture content of 19% at time of delivery. a. b. c. d. TYPE 2x Joists/Rafters/Headers/Plates 2x Studs/Posts Beams and Stringers Posts (4x & greater) SPECIES GRADE Hem Fir Hem Fir Douglas Fir -Larch Douglas Fir -Larch No. 2 Stud grade or Better No. 1 No. 2 3. Provide solid blocking at supports between joists and rafters. Within floor joist spaces beneath solid or built-up posts, provide solid blocking with area same as post above. 4. All plywood shown on these drawings shall be minimum C -D grade with exterior glue in accordance with DOC PS 1, per IRC Section R604.1 5. Sill plates shall be of naturally durable wood, or Zinc Borate treated LSL or Douglas Fir -Larch per IRC Section R319 with Fc perp = 625 psi, min and shall be protected for dry use. 6. Except as noted otherwise, provide minimum nailing as specified in IRC Table R602.3(1) or R602.3(2). Nails exposed to weather shall be galvanized. Nails used to connect preservative treated wood shall be hot dipped galvanized (HDG) or stainless steel. Structural nailing shall be with common nails, unless otherwise noted on the Drawings. 7. Metal limber connectors shall be Simpson Strong -Tie or equivalent. Connector conditions not otherwise noted on the Drawings shall utilize Type U or HU hangers specifically designed for the member supported. Simpson connectors for preservative treated wood shall be ZMAX or HDG, or as otherwise recommended by specific connector supplier. Install all connectors in accordance with manufacturer's instructions for maximum rated loads. 8. Bolts used as timber connectors shall be ASTM A307 unless noted otherwise on the Drawings. Bolts shall be installed in accordance with the requirements of the latest edition of the National Design Specification for Wood Construction (NDS) by the National Forest Products Assoc. Bolts used to connect pressure -treated wood shall be HDG galvanized or stainless steel. 9. Lag screws shall be ASTM A307. Holes for lag screws shall be bored the same depth and diameter as the bolt shank. The remaining depth of penetration shall be bored per NDS requirements. Lag screws used to connect pressure -treated wood shall be HDG galvanized or stainless steel. 10. Provide malleable iron washers or equivalent cut plate washers under all nuts, bolts or lag screw heads which bear on wood. 11. Wood screws shall be steel, as per the requirements of the NDS. Pre -drill holes to prevent splitting as recommended in the NDS. 12. Wood members shall be cut or notched only as shown on the Structural Drawings. 13. Provide cross bridging, solid bridging or other lateral support for all framing members in accordance with the requirements of IRC Section R502.7 or R802.8. 14. Except where more stringent construction is shown on the Drawings, wood construction shall comply with the requirements of the IRC, latest edition, as a minimum. MANUFACTURED WOOD PRODUCTS 1. Manufactured wood I -joists shall be installed in accordance with the manufacturer's recommended details for blocking, bracing, bearing and connections. See plan for size, depth and product designations. Any alternate products shall be submitted to the engineer for written approval prior to construction. 2. Laminated Veneer Lumber (LVL) beam & column plies shall be 1 34" in width with number of and depths as noted on plan. LVL shall have the following minimum working stresses: Fc p11=2,510 psi, Fb=2,600 psi, Fv=285 psi, E=1,900,000 psi. 3. Laminated Strand Lumber (LSL) studs, beams and rimboard shall be as noted on plan, with the following minimum working stresses: Fc p11=1,400 psi, Fb=1,700 psi, Fv=400 psi, E=1,300,000 psi. 4. Parallel Strand Lumber (PSL) beams shall be as noted on plan with the following minimum working stresses: Fb=2,900 psi, Fv=290 psi, E=2,000,000 psi. 5. Parallel Strand Lumber (PSL) columns shall be as noted on plan with the following minimum working stresses: Fc p11=2,500 psi, Fb=2,400 psi, Fv=230 psi, E=1,800,000 psi. 6. Glulam beams shall be as noted on plan with the following minimum working stresses' Fb(tension zone)=2,400 psi, Fv=240 psi, E=1,800,000 psi. 7. Engineered lumber products as noted above shall be installed per manufacturer's specifications. B. Wood manufactured products other than those noted, which have I.C.B.O. approval, may be used with approval by the engineer of record. Substitutions made by the Owner or Contractor shall include all connection hardware as required for sizes used, and shall have equivalent load ratings as those called for on the Drawings. STRUCTURAL ERECTION AND BRACING REQUIREMENTS 1. The Structural Drawings illustrate the completed structure with all elements in their final positions, properly supported and braced. 2. The Contractor, in the proper sequence, shall provide shoring and bracing as required during construction to achieve the final completed structure. Design, sequencing, location, placement, etc. of bracing and shoring is the responsibility of the Contractor. 3. The Contractor shall be responsible for the safety of the building and workers during construction. The Contractor shall comply with all applicable safety regulations. (2)- #5 EACH SIDE OF OPENING T.O. CONC. WALL 2'-O• (TYPICAL) EDGE OF CONCRETE - PROVIDE 12' HOOK AT TOP OF VERT. BARS. TYPICAL CONCRETE WALL OPENING S0.0 SCALE: 3/4" = 1'-0" STRUCTURAL GENERAL NOTES GENERAL 1. All construction shall conform to the 2009 edition of the International Residential Code (IRC) and the International Building Code (IBC), and the Garfield County amendments. 2. Details not specifically shown on these drawings shall be similar to details for like construction as shown on these drawings. 3. The Contractor shall verify all dimensions and conditions at the job site, and shall report any discrepancies to the Architect before proceeding with work. 4. Dimensions shown are approximate and are provided as an aid in interpreting the drawings. They must be verified with the Architectural drawings. In the event of conflict, dimensions shown on the Architectural drawings shall govern. Scaled dimensions shall not be used. 5. No structural members shall be cut, notched or otherwise penetrated unless specifically approved by the Architect in advance or as shown on these drawings. 6. Provide openings, curbs, framing and/or supports for items indicated on Architectural, Mechanical, Electrical or other drawings included in the Construction Documents. 7. Refer to Architectural drawings for dimensions and other information not specifically shown on Structural Drawings. 8. Where these General Notes and typical details are in conflict with the Specifications, these Notes and Details shall govern. DESIGN LOADS 1. ROOF LOADS Dead Load 20 psf Live Load (Snow) 75 psf 2. LATERAL LOADS Seismic Design Category B Wind Speed 90 mph, Exposure Importance Factor 1 • No Duration of Load increase was used in design Crk ko/e S°I/ g,e f- (pequired Mt Feo#tv)1 (usptr.{-(on . 2veo psP. FOUNDATIONS 1. Concrete foundations are designed based on the following assumed soil values:. Allowable Bearing Pressure = 2,000 psf Minimum Dead Load = 0 psf Frost Depth = 42" i 2. Soils conditions and types shall be verified by a representative of a qualified Soils Engineer'''. (employed by Owner) during excavation. 3. It is the responsibility of the Contractor to review the Soils Engineer's recommendations and notify the Architect and/or Engineer of Record if any changes to the design are required, prior to start of construction. REINFORCED CONCRETE 1. All concrete design is based on the "Building Code Requirements for Reinforced Concrete", ACI 318, latest edition, and associated Commentary (ACI 318R). 2. All structural concrete shall have a minimum ultimate compressive strength at 28 days of 3000 psi, in accordance with ASTM C39. 3. All concrete shall be consolidated using mechanical vibrators. 4. All concrete work shall conform to the requirements of the BC and ACI Standard 318, latest edition, of the American Concrete Institute (ACI), unless shown or noted otherwise on these drawings. 5. Aggregate shall conform to ASTM C33. 6. Cement shall be ASTM C150, Type I or Type II modified. 7. Concrete shall be placed in accordance with ASTM C94 and ACI Standard 304. 8. All embedded items shall be placed accurately and secured prior to beginning concrete placement. 9. Construction joints shall be located so as not to impair the strength of the structure. Construction joints shall comply with IBC Section 1906.4. 10. Concrete mix designs shall be submitted to the Architect for approval prior to placement of any concrete. 11. Reinforcement and embedded items shall be free of excessive scale, rust, dirt, grease, & all or any other substance that will impair bond with concrete. REINFORCING STEEL 1. All detailing, fabrication, and placement of reinforcing steel shall be in accordance with the ACI Manual of Concrete Practice. 2. Except where otherwise noted on the Drawings, reinforcing bars shall conform to ASTM Specification A615 and shall be Grade 60. Ties and field -bent bars as noted on plan shall be Grade 40. All reinforcing bars to be welded shall conform to ASTM A706. 3. Welded wire fabric reinforcement shall conform to ASTM A-185. 4. Coverage for reinforcing bars shall be in accordance with the requirements of the IBC and ACI Standard 318 unless shown otherwise on the Drawings. 5. Lap splices for reinforcing bars shall be 48 bar diameters (12" minimum) unless shown otherwise on the Drawings. Wire bars together at laps or splices. Stagger laps in adjacent horizontal bars a minimum of the required splice length. Hooks shall be ACI standard hooks unless shown otherwise. Welded wire fabric shall be spliced by lapping a minimum of 12 inches, or (2) cross wires, whichever is greater. STRUCTURAL SYMBOLS LEGEND STEEL OR WOOD COLUMN WHICH SUPPORTS FRAMING OR LOADS FROM ABOVE SEE WALL FRAMING NOTES FOR MIN SIZE, NUMBER, AND TYPE 0 STEEL OR WOOD COLUMN FROM ABOVE WHICH IS CONTINUOUS TO FOUNDATION ,t4) CD A INDICATES LOCATION OF EXTERIOR AND INTERIOR BRACED WALL PANELS (BWP's). WHERE BWP's ARE NOT DIMENSIONED, EXTEND BETWEEN WALL OPENINGS OR CORNERS AS SHOWN ON PLAN. SEE BRACED WALL PANEL NOTES S1.0 HOLDDOWN STRAP, FRAMING TO FOUNDATION PER PLAN REVISION CLOUD INDICATING A REVISED ITEM REVISION NUMBER CORRESPONDS WITH REVISIONS IN TITLE BLOCK - FLOOR JOIST OR ROOF RAFTER, U.N.O. HEADER SUPPORTING FRAMING FLUSH BEAM SUPPORTING FRAMING DROPPED BEAM SUPPORTING FRAMING LEDGER SUPPORTING FRAMING WALL STEP, POINTS IN DIRECTION OF DOWN CONCRETE FOUNDATION WALL & FOOTING 2x WOOD STUD BEARING WALL BELOW FRAMING NOTE: ALL EXTERIOR WALLS ARE BEARING WALLS SEE SCHED & TYP FRAMED WALL 3/S0.0 TRUCTURAL DESI N 65 N 41A ST, SUITE 5 CARBONDALE, CO 81623 (970) 618-7708 (970) 963-0265- FAX PO Box 260847 LAKEWOOD, CO80226-0847 (720) 626.9201 wlw.evolveNhuUoom S CHAEFFER ADDITION REVISIONS: GEN'L NOTES TYP DETAILS DATE: 8126/11 PROJECT # : 11.016C DRAWN BY : OWR CHECKED BY : SM/OWR S0.0 STANDARD ABBREVIATIONS A.F.F. ABOVE FINISH FLOOR EA EACH LL LIVE LOAD REQ'D REQUIRED ABV ABOVE EL ELEVATION LLH LONG LEG HORIZONTAL R.D. ROOF DRAIN ADD'L ADDITIONAL ELEV ELEVATOR LLV LONG LEG VERTICAL R.S. ROUGH SAWN ADJ ADJUSTABLE E.N. EDGE NAILING LVL LAMINATED VENEER LUMBER SCHED SCHEDULE ALT ALTERNATE E.O.R. ENGINEER OF RECORD MFR MANUFACTURER SHTG SHEATHING A.C.I. AMERICAN CONCRETE INSTITUTE EQUIV EQUIVALENT M.O. MASONRY OPENING SHT SHEET APA AMERICAN PLYWOOD ASSOC. EXSTG(E) _ EXP EXISTING EXPANSION MAIL MATERIAL SIM SIMILAR A.B. ANCHOR BOLT MAX MAXIMUM S.O.G. SLAB ON GRADE ARCH ARCHITECT EXT EXTERIOR MECH MECHANICAL SP SPACE (ING) ARCH'L ARCHITECTURAL F.D. FLOOR DRAIN MTL METAL SPECS SPECIFICATIONS BM BEAM FLG FLANGE MISC MISCELLANEOUS STD STANDARD BLW BELOW FTG FOOTING MIN MINIMUM SR STEEL BRG BEARING FNDIFNDTN_ FOUNDATION GA GAUGE/GAGE NTS NOT TO SCALE STRUCT STRUCTURAL BTWN OR B/W_ BETWEEN BLKG BLOCKING OPNG OPENING SYM SYMMETRICAL GALV GALVANIZED o.c. ON -CENTER T TRIMMER B or BOT BOTTOM G.C. GENERAL CONTRACTOR O.H. OPPPOSITE HAND T.O. TOP OF B.O.W. BOTTOM OF WALL GL GLUE -LAMINATED MEMBER HANGER OSB ORIENTED STRAND BOARD T.O.M. TOP OF MASONRY BLDG BUILDING HGR PLL PARALLEL T.O.S. TOP OF STEEL C.I.P. CAST -IN-PLACE HAS. HEADED ANCHOR STUD PEN PENETRATION T.O.W. TOP OF WALL CLR CLEAR HDR HEADER PERP PERPENDICULAR T.P. TOP PLATE C.J.P. COMPLETE JOINT PENETRATION HT HEIGHT PLCS PLACES T&B TOP AND BOTTOM CANTO CANTILEVERED HK HOOK PLWD PLYWOOD T&G TONGUE AND GROOVE COL COLUMN HORIZ HORIZONTAL PLY PLY TS TUBE STEEL COLUMN CONN CONNECTION HSS HOLLOW STRUCTURAL STEEL PLF POUNDS PER LINEAR FOOT TYP TYPICAL CONC CONCRETE IBC INTN'L BUILDING CODE PSF POUNDS PER SQUARE FOOT U.B.C. UNIFORM BUILDING CODE C.M.U. CONCRETE MASONRY UNIT IRC INTN'L RESIDENTIAL CODE P.A.F. POWDER -ACTUATED FASTENER U.N.O. UNLESS NOTED OTHERWISE CONST CONSTRUCTION INT INTERIOR P.E. PRE-ENGINEERED VERT VERTICAL CONT CONTINUOUS ISO ISOLATION P.C. PRE CAST V.I.F. VERIFY IN FIELD CONTR CONTRACTOR JT JOINT P.T. PRESSURE TREATED WT WEIGHT C.J. CONTROL JOINT JST JOIST R RADIUS WWF WELDED WIRE FABRIC DL DEAD LOAD KSI KIPS PER SQUARE INCH RE: REFER TO w/ WITH D.BA. DEFORMED BAR ANCHOR K KING REINF REINFORCING WD WOOD D.W.F. DEFORMED WIRE FABRIC LT LIGHT W.P. WORK POINT 48 BAR DIA. SAWN LUMBER (2" NOM. THICKNESS) CONNECTION SCHEDULE PLY TO PLY CONNECTION 2 -PLY 3 -PLY 2 ROWS 10d NAILS @ 12' o.c. ONE FACE EA FACE FOR COLUMNS OVER 3 -PLY. ATTACH EACH ADDITIONAL PLY w/ (2) ROWS OF 10d NAILS @ 12" o.c. LVL 1 3/4" THICK, MEMBER WIDTH < 14" CONNECTION SCHEDULE PLY TO PLY CONNECTION 2 ROWS 12d NAILS @ 12" o.c. 2 ROWS 1/4"x6" SDS SCREWS @ 24• o.c. 2 -PLY ONE FACE 3 -PLY EA FACE 4 -PLY EA FACE LVL 1 3/4" THICK, MEMBER WIDTH > = 14" CONNECTION SCHEDULE PLY TO PLY CONNECTION 3 ROWS 16d NAILS @ 12" o.c. 3 ROWS 1/4"x6" SDS SCREWS @ 24" o.c. 2 -PLY 3 -PLY ONE FACE EA FACE 2 -PLY MEMBER 3 -PLY MEMBER 4 -PLY MEMBER 4 4 -PLY EA FACE FASTENER @ FAR FACE (3 -PLY & 4 -PLY ONLY) 12.124" o.c. FASTENER @ NEAR FACE ELEVATION MULTIPLE PLY BEAMS & COLUMNS SO.O SCALE: N.T.S. 48 BAR DIA. (2'-0" MIN.) CORNER BAR AT EA. LAP HORIZ. BARS HORIZ. BAR, TYPICAL.EA. SIDE OF CORNER TYPICAL. CORNER TYPICAL CONCRETE DETAILS ALTERNATE CORNER SO "0 SCALE: 3/4" = 1'-0" 1/8' x (1/4 x DEPTH) SAW CUT W.W.F. -III III III III III TYPICAL SLAB CONTROL JOINT DETAIL WOOD AND TIMBER FRAMING 1. All wood and heavy timber construction shall conform to the American Institute of Timber Construction (AITC) and National Design Specification (NDS) Standards, latest edition. 2. Structural framing lumber shall be as noted below, unless noted otherwise, and shall have a maximum moisture content of 19% at time of delivery. a. b. c. d. TYPE 2x Joists/Rafters/Headers/Plates 2x Studs/Posts Beams and Stringers Posts (4x & greater) SPECIES GRADE Hem Fir Hem Fir Douglas Fir -Larch Douglas Fir -Larch No. 2 Stud grade or Better No. 1 No. 2 3. Provide solid blocking at supports between joists and rafters. Within floor joist spaces beneath solid or built-up posts, provide solid blocking with area same as post above. 4. All plywood shown on these drawings shall be minimum C -D grade with exterior glue in accordance with DOC PS 1, per IRC Section R604.1 5. Sill plates shall be of naturally durable wood, or Zinc Borate treated LSL or Douglas Fir -Larch per IRC Section R319 with Fc perp = 625 psi, min and shall be protected for dry use. 6. Except as noted otherwise, provide minimum nailing as specified in IRC Table R602.3(1) or R602.3(2). Nails exposed to weather shall be galvanized. Nails used to connect preservative treated wood shall be hot dipped galvanized (HDG) or stainless steel. Structural nailing shall be with common nails, unless otherwise noted on the Drawings. 7. Metal limber connectors shall be Simpson Strong -Tie or equivalent. Connector conditions not otherwise noted on the Drawings shall utilize Type U or HU hangers specifically designed for the member supported. Simpson connectors for preservative treated wood shall be ZMAX or HDG, or as otherwise recommended by specific connector supplier. Install all connectors in accordance with manufacturer's instructions for maximum rated loads. 8. Bolts used as timber connectors shall be ASTM A307 unless noted otherwise on the Drawings. Bolts shall be installed in accordance with the requirements of the latest edition of the National Design Specification for Wood Construction (NDS) by the National Forest Products Assoc. Bolts used to connect pressure -treated wood shall be HDG galvanized or stainless steel. 9. Lag screws shall be ASTM A307. Holes for lag screws shall be bored the same depth and diameter as the bolt shank. The remaining depth of penetration shall be bored per NDS requirements. Lag screws used to connect pressure -treated wood shall be HDG galvanized or stainless steel. 10. Provide malleable iron washers or equivalent cut plate washers under all nuts, bolts or lag screw heads which bear on wood. 11. Wood screws shall be steel, as per the requirements of the NDS. Pre -drill holes to prevent splitting as recommended in the NDS. 12. Wood members shall be cut or notched only as shown on the Structural Drawings. 13. Provide cross bridging, solid bridging or other lateral support for all framing members in accordance with the requirements of IRC Section R502.7 or R802.8. 14. Except where more stringent construction is shown on the Drawings, wood construction shall comply with the requirements of the IRC, latest edition, as a minimum. MANUFACTURED WOOD PRODUCTS 1. Manufactured wood I -joists shall be installed in accordance with the manufacturer's recommended details for blocking, bracing, bearing and connections. See plan for size, depth and product designations. Any alternate products shall be submitted to the engineer for written approval prior to construction. 2. Laminated Veneer Lumber (LVL) beam & column plies shall be 1 34" in width with number of and depths as noted on plan. LVL shall have the following minimum working stresses: Fc p11=2,510 psi, Fb=2,600 psi, Fv=285 psi, E=1,900,000 psi. 3. Laminated Strand Lumber (LSL) studs, beams and rimboard shall be as noted on plan, with the following minimum working stresses: Fc p11=1,400 psi, Fb=1,700 psi, Fv=400 psi, E=1,300,000 psi. 4. Parallel Strand Lumber (PSL) beams shall be as noted on plan with the following minimum working stresses: Fb=2,900 psi, Fv=290 psi, E=2,000,000 psi. 5. Parallel Strand Lumber (PSL) columns shall be as noted on plan with the following minimum working stresses: Fc p11=2,500 psi, Fb=2,400 psi, Fv=230 psi, E=1,800,000 psi. 6. Glulam beams shall be as noted on plan with the following minimum working stresses' Fb(tension zone)=2,400 psi, Fv=240 psi, E=1,800,000 psi. 7. Engineered lumber products as noted above shall be installed per manufacturer's specifications. B. Wood manufactured products other than those noted, which have I.C.B.O. approval, may be used with approval by the engineer of record. Substitutions made by the Owner or Contractor shall include all connection hardware as required for sizes used, and shall have equivalent load ratings as those called for on the Drawings. STRUCTURAL ERECTION AND BRACING REQUIREMENTS 1. The Structural Drawings illustrate the completed structure with all elements in their final positions, properly supported and braced. 2. The Contractor, in the proper sequence, shall provide shoring and bracing as required during construction to achieve the final completed structure. Design, sequencing, location, placement, etc. of bracing and shoring is the responsibility of the Contractor. 3. The Contractor shall be responsible for the safety of the building and workers during construction. The Contractor shall comply with all applicable safety regulations. (2)- #5 EACH SIDE OF OPENING T.O. CONC. WALL 2'-O• (TYPICAL) EDGE OF CONCRETE - PROVIDE 12' HOOK AT TOP OF VERT. BARS. TYPICAL CONCRETE WALL OPENING S0.0 SCALE: 3/4" = 1'-0" STRUCTURAL GENERAL NOTES GENERAL 1. All construction shall conform to the 2009 edition of the International Residential Code (IRC) and the International Building Code (IBC), and the Garfield County amendments. 2. Details not specifically shown on these drawings shall be similar to details for like construction as shown on these drawings. 3. The Contractor shall verify all dimensions and conditions at the job site, and shall report any discrepancies to the Architect before proceeding with work. 4. Dimensions shown are approximate and are provided as an aid in interpreting the drawings. They must be verified with the Architectural drawings. In the event of conflict, dimensions shown on the Architectural drawings shall govern. Scaled dimensions shall not be used. 5. No structural members shall be cut, notched or otherwise penetrated unless specifically approved by the Architect in advance or as shown on these drawings. 6. Provide openings, curbs, framing and/or supports for items indicated on Architectural, Mechanical, Electrical or other drawings included in the Construction Documents. 7. Refer to Architectural drawings for dimensions and other information not specifically shown on Structural Drawings. 8. Where these General Notes and typical details are in conflict with the Specifications, these Notes and Details shall govern. DESIGN LOADS 1. ROOF LOADS Dead Load 20 psf Live Load (Snow) 75 psf 2. LATERAL LOADS Seismic Design Category B Wind Speed 90 mph, Exposure Importance Factor 1 • No Duration of Load increase was used in design Crk ko/e S°I/ g,e f- (pequired Mt Feo#tv)1 (usptr.{-(on . 2veo psP. FOUNDATIONS 1. Concrete foundations are designed based on the following assumed soil values:. Allowable Bearing Pressure = 2,000 psf Minimum Dead Load = 0 psf Frost Depth = 42" i 2. Soils conditions and types shall be verified by a representative of a qualified Soils Engineer'''. (employed by Owner) during excavation. 3. It is the responsibility of the Contractor to review the Soils Engineer's recommendations and notify the Architect and/or Engineer of Record if any changes to the design are required, prior to start of construction. REINFORCED CONCRETE 1. All concrete design is based on the "Building Code Requirements for Reinforced Concrete", ACI 318, latest edition, and associated Commentary (ACI 318R). 2. All structural concrete shall have a minimum ultimate compressive strength at 28 days of 3000 psi, in accordance with ASTM C39. 3. All concrete shall be consolidated using mechanical vibrators. 4. All concrete work shall conform to the requirements of the BC and ACI Standard 318, latest edition, of the American Concrete Institute (ACI), unless shown or noted otherwise on these drawings. 5. Aggregate shall conform to ASTM C33. 6. Cement shall be ASTM C150, Type I or Type II modified. 7. Concrete shall be placed in accordance with ASTM C94 and ACI Standard 304. 8. All embedded items shall be placed accurately and secured prior to beginning concrete placement. 9. Construction joints shall be located so as not to impair the strength of the structure. Construction joints shall comply with IBC Section 1906.4. 10. Concrete mix designs shall be submitted to the Architect for approval prior to placement of any concrete. 11. Reinforcement and embedded items shall be free of excessive scale, rust, dirt, grease, & all or any other substance that will impair bond with concrete. REINFORCING STEEL 1. All detailing, fabrication, and placement of reinforcing steel shall be in accordance with the ACI Manual of Concrete Practice. 2. Except where otherwise noted on the Drawings, reinforcing bars shall conform to ASTM Specification A615 and shall be Grade 60. Ties and field -bent bars as noted on plan shall be Grade 40. All reinforcing bars to be welded shall conform to ASTM A706. 3. Welded wire fabric reinforcement shall conform to ASTM A-185. 4. Coverage for reinforcing bars shall be in accordance with the requirements of the IBC and ACI Standard 318 unless shown otherwise on the Drawings. 5. Lap splices for reinforcing bars shall be 48 bar diameters (12" minimum) unless shown otherwise on the Drawings. Wire bars together at laps or splices. Stagger laps in adjacent horizontal bars a minimum of the required splice length. Hooks shall be ACI standard hooks unless shown otherwise. Welded wire fabric shall be spliced by lapping a minimum of 12 inches, or (2) cross wires, whichever is greater. STRUCTURAL SYMBOLS LEGEND STEEL OR WOOD COLUMN WHICH SUPPORTS FRAMING OR LOADS FROM ABOVE SEE WALL FRAMING NOTES FOR MIN SIZE, NUMBER, AND TYPE 0 STEEL OR WOOD COLUMN FROM ABOVE WHICH IS CONTINUOUS TO FOUNDATION ,t4) CD A INDICATES LOCATION OF EXTERIOR AND INTERIOR BRACED WALL PANELS (BWP's). WHERE BWP's ARE NOT DIMENSIONED, EXTEND BETWEEN WALL OPENINGS OR CORNERS AS SHOWN ON PLAN. SEE BRACED WALL PANEL NOTES S1.0 HOLDDOWN STRAP, FRAMING TO FOUNDATION PER PLAN REVISION CLOUD INDICATING A REVISED ITEM REVISION NUMBER CORRESPONDS WITH REVISIONS IN TITLE BLOCK - FLOOR JOIST OR ROOF RAFTER, U.N.O. HEADER SUPPORTING FRAMING FLUSH BEAM SUPPORTING FRAMING DROPPED BEAM SUPPORTING FRAMING LEDGER SUPPORTING FRAMING WALL STEP, POINTS IN DIRECTION OF DOWN CONCRETE FOUNDATION WALL & FOOTING 2x WOOD STUD BEARING WALL BELOW FRAMING NOTE: ALL EXTERIOR WALLS ARE BEARING WALLS SEE SCHED & TYP FRAMED WALL 3/S0.0 TRUCTURAL DESI N 65 N 41A ST, SUITE 5 CARBONDALE, CO 81623 (970) 618-7708 (970) 963-0265- FAX PO Box 260847 LAKEWOOD, CO80226-0847 (720) 626.9201 wlw.evolveNhuUoom S CHAEFFER ADDITION REVISIONS: GEN'L NOTES TYP DETAILS DATE: 8126/11 PROJECT # : 11.016C DRAWN BY : OWR CHECKED BY : SM/OWR S0.0 FRAMED WALLS ABV. (V.I.F.) CLOSET LO LO N n- 11 2868 1 (4) 2x6 KING POST, RIDGE TO LOG HDR BELOW (2 EA. SIDE OF RIDGE.) (E) DBL. LOG HEADER BELOW (V.I.F.) Ct EXISTING ROOF LINE (V.I.F.) TYPICAL ROOF CONST.: 8" THICK APA -RATED SHTG, ON P.E. WOOD TRUSSES PER PLAN. ATTACH SHTG TO FRAMING MEMBERS AS PER DETAIL 4/S0.0, TYP. 4' A- (2) 2x8 HDR cc J z U- coJ 0 2,368 2x12 #2 H.F. RAFTERS @ 2 ) 18'0 LOG RIDGE (#1 ES -LP) MASTER BEPOOti 2x12 #2 H.F. RAFTERS @ 24'o. . (3 134 x 9y' LVL HDR EXISTING ROOF UNE (V.I.F.) 44+ BEAR (3) LVL HDR ON (2) TRIM STUDS SIMPSON HH6 HEADER HGR. 2x8 OUTLOOKERS @ 24'o.c., TYP. T SIMPSON HH6 HEADER HGR. ROOF FRAMING PLAN'„,/0//i44 76 SCALE: Y” =1'-0" ROOF FRAMING NOTES: 4"4^e04 rot bilxed tot II pi,* I [2W15/84 . 1) SEE SHEET S0.0 FOR GENERAL NOTES 2) ROOF CONSTRUCTION: PER PLAN AND DETAIL 5/S0.0. 3) ROOF SHTG SHALL BE ATTACHED PER DETAIL 5/50.0. 4) EACH RAFTER SHALL BE ATTACHED TO WALL TOP PLATES WITH (1) SIMPSON H2.5 HURRICANE TIE OR APPROVED EQUAL, U.N.O. ON PLAN. 5) BEARING WALL HEADERS SHALL BE AS NOTED ON PLAN, WITH (1) KING AND (1) TRIM STUD EACH END, U.N.O. ON PLAN 6) ALL DIMENSIONS SHALL BE COORDINATED WITH ARCHITECTURAL DRAWINGS AND FIELD VERIFIED BY CONTRACTOR. txM DENOTES POST BELOW (DBL. 2x STUD MIN. U.N.O. ON PLAN LEGEND BRACED WALL PANEL SCHEDULE BRACED WALL BW SHEATHING EDGE NAILING FIELD NAILING EDGE STUD AND BLKG. SILL BOLTING AT FNDN BW1 7/16' PLYWOOD / OSB 80:1@ 6' 8d @ 12' 2x6 112' AB @ 4'-0' 1 in 11- in 1I it 11- \k --- DBL. STUD @ H.D. STUD WALL T.O. WALL 99'-93/4' qI II i w a Z 1-: B.O. WALL 92'-58' T.O. WALL 99'-9Y4' 1. NAILS FOR GYP BOARD ATTACHMENT SHALL BE DRITITE OR 'COOLER' TYPE NAILS 2. NAILS FOR PLYWOOD SHALL BE COMMON NAILS. USE OF PNEUMATICALLY DRIVEN NAILS IS SUBJECT TO APPROBAL BY THE BUILDING DEPARTMENT AND STRUCTURAL ENGINEER. DO NOT OVERDRIVE NAILS 3. PLYWOOD SHEATHING SHALL BE STANDARD (C -D) GRADE WITH EXTERIOR GLUE. 4. PROVIDE EDGE NAILING TO STUD OR POST WHERE HOLD DOWNS OCCUR. 5. GYP AND PLYWOOD TO CONFORM TO IBC TABLES 2306.4.5 AND 2306.4.1 See eMncked ,e&)/ 5/ c r) . EXISTING FOUNDATION\ ------------"A" WALLS & FRAMING TO REMAIN, TYP. OPENING BELOW EXISTING FOUNDATION WALLS 8 FRAMING TO REMAIN, TYP. Floors over vented crawlspaces must be insulated; R-30 or enough to fill the cavity. Vents shall be located below the bottom of the floor joist per IRC, R-408.1. As an alternative to insulating floors, crawlspace walls shall be permitted to be insulated when the space is not vented to the outdoors and meets the requirements of IRC, R-408.3. Take precautions to protect plumbing in these areas. 181-0' EXISTING FOUNDATION WALLS TO REMAIN, TYP. L3x3 x X LINTEL EA. SIDE OF WALL. BEAR 4' MIN. ON CONC. EA. SIDE OF OPENING 0 m SAW CUT NEW OPENING IN - EXISTING CONC. WALL PER ARCH. LEAVE MIN. 12' CONC. OVER OPENING. SEE ARCH FOR EXACT LOCATION. EXISTING FOUNDATION WALLS TO REMAIN, TYP. V � o I°P at orw �, o/e s FIs � p1oqu,re d A/- /� 1Nspechor . 2000 f75�', 16 SCALE: Y4" =1'4" FLOOR FRAMING NOTES: 0 TYPICAL MAIN FLOOR CONSTRUCTION: 1 Y2' LT -WT CONC. FILL OVER: 3a' T&G APA -RATED PLYWD. SHTG. SPAN RATING 24'o.c., ON 11 %' TJI /210 JOISTS (OR EQUIV.) @ 16'o.c. ATTACH SHTG. TO FRAMING MEMBERS PER DETAIL 5/50.0. TYP. FLOOR FRAMING PLAN 1) SEE SHEET S0.0 FOR GENERAL NOTES. 2) MAIN FLOOR CONSTRUCTION: PER PLAN AND DETAIL 5/S0.0. 3) FLOOR SHEATHING SHALL BE ATTACHED PER DETAIL 5 / S0.0 4) ALL FLOOR JOIST HANGERS SHALL BE SIMPSON TYPE HANGERS OR APPROVED EQUAL. 5) T DENOTES HOLDOWN STRAP AT END OF SHEAR WALL - SEE PLAN FOR SIZE 18,-0' 16' WIDE x 8' THICK CONT. 1 FTG, TYP. U.N.O.ON PLAN 2x (FULL 8') P.T. SILL PL 1 AT TOP OF WALL, TYP. !// S2.0 SIMPSON ITS 2.061 11.88 HGRS, TYP. " r IISr 1F Il it 1 in 11- in 1I it 11- it T.O. WALL 99'-93/4' qI II i w a Z 1-: B.O. WALL 92'-58' T.O. WALL 99'-9Y4' )� 11 % TJ11210 JSTS @ 16 o.c. 4' CONCRETE SLAB ON UNDISTURBED NATIVE SOIL OR COMPACTED STRUCTURAL FILL. 1,I kms. T.O. SLAB EL. Cie, 7 1 T.O. WALL 99'-933%' 1\ r S2.0 B.O. WALL 92'-53/8' fl 18-0' JLI JL JL JL JL JL JL J L JL JL JL JL S2.0 18'-0' EXISTING FOUNDATION WALLS TO REMAIN, TYP. L3x3 x X LINTEL EA. SIDE OF WALL. BEAR 4' MIN. ON CONC. EA. SIDE OF OPENING 0 m SAW CUT NEW OPENING IN - EXISTING CONC. WALL PER ARCH. LEAVE MIN. 12' CONC. OVER OPENING. SEE ARCH FOR EXACT LOCATION. EXISTING FOUNDATION WALLS TO REMAIN, TYP. V � o I°P at orw �, o/e s FIs � p1oqu,re d A/- /� 1Nspechor . 2000 f75�', 16 SCALE: Y4" =1'4" FLOOR FRAMING NOTES: 0 TYPICAL MAIN FLOOR CONSTRUCTION: 1 Y2' LT -WT CONC. FILL OVER: 3a' T&G APA -RATED PLYWD. SHTG. SPAN RATING 24'o.c., ON 11 %' TJI /210 JOISTS (OR EQUIV.) @ 16'o.c. ATTACH SHTG. TO FRAMING MEMBERS PER DETAIL 5/50.0. TYP. FLOOR FRAMING PLAN 1) SEE SHEET S0.0 FOR GENERAL NOTES. 2) MAIN FLOOR CONSTRUCTION: PER PLAN AND DETAIL 5/S0.0. 3) FLOOR SHEATHING SHALL BE ATTACHED PER DETAIL 5 / S0.0 4) ALL FLOOR JOIST HANGERS SHALL BE SIMPSON TYPE HANGERS OR APPROVED EQUAL. 5) T DENOTES HOLDOWN STRAP AT END OF SHEAR WALL - SEE PLAN FOR SIZE 18,-0' 16' WIDE x 8' THICK CONT. 1 FTG, TYP. U.N.O.ON PLAN S2.0 !// 7 Il T.O. WALL 99'-93/4' B.O. WALL 92'-58' T.O. WALL 99'-9Y4' B.O. WALL 89'-734' TYPICAL SLAB ON GRADE: II II 4' CONCRETE SLAB ON UNDISTURBED NATIVE SOIL OR COMPACTED STRUCTURAL FILL. REINFORCE SLAB WITH 6x6 - WI.4xW1.4 WWF AT MID -DEPTH. PROVIDE 1' DEEP SAW -CUT CONTROL JOINTS @ 12'-0' o.c., MAX, EACH WAY, TYP. kms. T.O. SLAB EL. Cie, 7 1 T.O. WALL 99'-933%' 1\ r S2.0 B.O. WALL 92'-53/8' 18-0' FOUNDATION PLAN AySCALE: 34 =1-0" STEP B.O. WALL SIMPSON HOLDCWN STRAPS PER FLOOR FRAMING PLAN (TYP. OF 4) 0 to STEP B.O. WALL FOUNDATION NOTES: \ / 1) SEE SHEET SO.0 FOR GENERAL NOTES 2) SEE SO.0 FOR TYPICAL CONCRETE DETAILS 3) PROVIDE CONTROL JOINTS IN SLABS AT 17-0' O.C. MAX. 4) ISOLATE ALL SLABS ON GRADE FROM STRUCTURAL ELEMENTS WITH EXPANSION JOINT MATERIAL. 5) SEE FRAMING PLANS FOR WOOD COLUMN AND POST SIZES 6) ALL DIMENSIONS TO BE COORDINATED WITH ARCHITECTURAL DRAWINGS AND FIELD VERIFIED BY CONTRACTOR. 7) UNLESS NOTED OTHERWISE ON PLAN OR DETAILS, ALL SILL PLATES SHALL BE ATTACHED TO FOUNDATION WITH Y2'0 ANCHOR BOLTS WITH MINIMUM 8' EMBEDMENT, AT 4'-0' MAX. SPACING, TYP. 8) T DENOTES HOLDOWN STRAP - SEE PLAN FOR SIZE 9) DO NOT BACK FILL AGAINST CONCRETE WALLS UNTIL ALL HORIZ. FRAMING (FLOOR JOISTS & SHTG) HAVE BEEN INSTALLED AND FIRMLY ATTACHED TO T.O. WALLS, TYPICAL. TRUCTURAL DESIGN 65N4thST, SUM 5 CARBONDALE, CO 81623 (970)618-7708 (970) 963-0265 - FAX PO Box 260847 LAIEW000, CO 807264847 (720) 62&9201 remw.ewhesbuawm 0 IA LU �- c/ O Z WO 0o� N W I 0 o = Q zV W tt =o LL J V. ` W "I LCL =�.C4 IoW REVISIONS: FOUNDATION PLAN DATE: 8126111 PROJECT # : 11.016C DRAWN BY : OWR CHECKED BY : SM/OWR S1 .0 NOT USED 1° SCALE: 3/4" = 1'-0" ROOF SHEATHING 8d @ 6"o.c., (E.N.), TYP. 2x SOLID BLKG BETW. RAFTERS, TYP. NOTCH V -GROOVE AT CTR, OR PROVIDE 2"0 HOLES FOR VENTS, TYP. 2x8 RAFTER TAILS C 24"o.c. SEE ARCH'L DWG FOR FASCIA, TYP. F- HEADER - SEE PLAN FOR SIZE & LOC., TYP. SEE PLAN FOR LOCATION AND EXTENT OF BRACED WALL PANEL / p � SIMPSON H2.5 EA. RAFTER CONT. BEVELED BRG PL., Wl SIMPSON SDS Y4 x 4" SCREWS @ 12"o.c. TO DBL. WALL PL 2x6 STUDS @ 16"o.c., TYP. U.N.O.ON PLAN SCALE: 3/4' = 1'-0' 2x6 STUDS L 16"o.c., TYP. AT EXT. WALLS. 2x6 SOLE PLATE W/ 16d COMMON @ 6b.c. TO FLOOR FRAMING z • T.O. SHTG. • 8d @ 6"o.c. (E.N.) (SEE PLAN) T.O.WALL 2x(WALL WIDTH) TREATED SILL PLATE WI 1/2" 0 A.B.; EMBED 8" MIN. @ 4.4r ac. MAX.; MIN. OF (2) BOLTS PER PLATE. SIMPSON 'ITS' HANGER FLOOR FRAMING PER PLAN 100'-0' #4 x &.,I DOWELS 6" @ 24" o.c. MAX. CONC. FTG. PER PLAN REINF WI (2) #5 HORIZ. CONT. AT BOT. (SEE PLAN) B.O.WALL FMD. DRAIN AND GRAVEL AS REQ•D a PROVIDE OCNT. ICE & WATER SHIELD BETW. JOIST HGR & CONC WALL. TYP A O 8' THICK CONC. FNDN WALL REINF. WI: #4 VERT @ 24"o.c. #4 HORIZ. @ 12'o.c. (2)45 HORIZ. T & B 1/2'EXP. JOINT MAIL, TVP. 4" CONC. SLAB ON r GRADE PER PLAN x, x < I f 1-1 11-111—I 1I— ' F1,1.1=11.1=1 I 1=1 I !--•° I IIIA 1-411-111-111 I -1 1;1111=1111-11=1-14 ' 4/ 8' /4•/ 1'-4" U f -FOUNDATION DETAIL KS29! SCALE: 3/4" = 1'-0" RIDGE VENT PER ARCH. ROOF SHEATHIN ROOF RAFTER PER PLAN SIMPSON LSTA24 STRAP EA. PAIR OF RAFTERS WI 10d x 1 112' COMMON. 2x10 SOLID BLKG, TYP. SIMPSON HGA10 FRAMING ANCHOR EA. RAFTER, TYP. 12 16" 0 LOG RIDGE (#1 ES -LP) S2.0 STRUCT'L FASCIA PER PLAN W/ (2)-16d AT EA. OUTLOOKER, TYP. N 0 SCALE: 314' = 1'-0" 8d @ &o.c. (E.N.) ROOF SHTG. PER PLAN OUTLOOKERS PER PLAN SIMPSON A35, TYP. CONT. 2x8 SOLID BLKG. 7116' EXT. WALL SHTG. WI 8d @ 6"o.c. (E.N.) @ TOP PL's. 2x6 STUDS (BALLOON FRAMED) @ 16'o.c. RAFTER PER PLAN (3) 12d TOE NAIL, EA. OUTLOOKER DBL. 2x TOP PLATE SCALE: 314"=1'-0" 2x6 STUDS @ 16'o.c., TYP. AT EXT. WALLS. 2x6 SOLE PLATE W/ 16d COMMON @ 6"o.c. TO FLOOR FRAMING 8d @ 6"o.c. (EN.) CONT. 2x6 P.T. SILL PL., WI Y2' 0 A.B. @ 48"o.c.; EMBED AB. B" MIN. IN CONC.; PROVIDE 2 BOLTS MIN. PER PLATE. FLOOR SHTG PER PLAN (4) 10d NAILS PER BLOCK 100,-0' (SEE PLAN) T.O.WALL 8" THICK CONC. FNDN WALL REINF. W/: #4 VERT @ 24"o.c. #4 HORIZ. @ 12"o.c. (2)45 HORIZ. T & B • 0 H f.0. SHTG. 0 °us 5 sem, -11Th �IIII�IIIII� IiI-1II_. CONC. FTG. PER PLAN REINF W/ (2) #5 HORIZ. CONT. AT BOT. (SEE PLAN) B.O.WALL FND. DRAIN AND GRAVEL AS REQ'D 2� 4' a 4 I -JOIST BLOCKING @ 4'-0" o.c. IN FIRST JOIST SPACE. 2x4 P.T. BLKG (VERT.) WI (2)-.177'0 PAF TO CONC. 1/2' EXP. JOINT MATL, TYP. 4' CONC. SLAB ON GRADE PER PLAN �-111==III III -III=111- I I=1 1 #4 x N DOWELS 11 @ 24' o.c "MAX. ...III-. a• - a• 1'-4" J SCALE 3/4' = l'-0" '4 ROOF SHEATHING CONT. 2x12 NAILER W/ (2)16d COMMON @ EA STUD, TYP. 16' 0 LOG RIDGE (#1 ES -LP). POCKET INTO WALL. TRIM SIDES AS REQ'D TO FIT BETW. STUDS; TRIM BOT. TO BEAR ON 2x6 BLKG 01 01 EXISTING 2x6 STUDS - -� FIELD -VERIFY SIZE & SPACING 13 6' MIN (1) 2x6 TRIM STUD WI (2) 34' x 6" LAG BOLTS EA. SIDE OF RIDGE BEAM (2) 2x6 SOLID FLAT BLKG BETW. TRIM STUDS, FOR RIDGE BEARING PL. 2 2x6 TRIM STUDS BELOW RIDGE, EA. SIDE (4 STUDS TOTAL) S2.0 STRUCTL FASCIA PER PLAN WI (2)-16d AT EA. OUTLOOKER, TYP. SCALE: 3/4" = 1'-0" 8d @ 6'o.c. (EN.) ROOF SHTG. PER PLAN OUTLOOKERS PER PLAN SIMPSON A35, TYP. 1� 7/16' EXT. WALL SHTG. W/ 8d @ 6"o.c. (EN.) @ TOP PL's. SIMPSON HGA10 FRAMING CLIP EA. SIDE OF RIDGE BEAM HEADER PER PLAN O of RAFTER PER PLAN WINDOW PER ARCH. 1 1 --A-L r8 16" 0 LOG RIDGE (#1 ES -LP) S2.0 SCALE: 3/4" =11-0' EXSTG. CONST. NEW CONST. (2) #5 x 24" DOWELS, TOP & BOT.; DRILL & EPDXY 6" MIN. INTO EXTG. FNDN. WALL (TYP. 2 ROWS, 4 DWLS. TOTAL) EXSTG. CONC. FNDN. WALL (V.I.F.) EXSTG. CONC. FTG. PER PLAN (V.I.F.) 6 1'-6" i /7,— (1) - #4 x 24' DOWEL AT EA. HORIZ. BAR IN NEW WALL DRILL & EPDXY 6" MIN. INTO EXTG. FNDN. WALL •am 1— NEW CONC. FOOTING 3� NEW I EXISTING WALL CONN. 2.1_;), SCALE: 3/4' = 1'-0" SIMPSON LS50 FRAMING ANCHORS (TYP. OF 3 EA END OF HEADER) SIMPSON HGA10 FRAMING CLIP EA. SIDE OF RIDGE BEAM W/ SDS Y4 x 4'2' SCREWS, TYP. RIDGE VENT PER ARCH. ROOF SHEATHIN OUTLOOKERS PER PLAN SIMPSON LSTA24 STRAP OVER RIDGE. 2x8 SOLID BLKG, TYP. 16' 0 LOG RIDGE (#1 ES -LP) SIMPSON LTP5 PLATE, EA. 2xB HDR TO KING STUDS (2) 2x8 HDR. —d (2) 2x6 KING STUD 2x6 TRIM STUD BRACED WALL PANEL (BW1) PER SCHED. (1) LVL HEADER PER PLAN FRAME T.O. WINDOW OPENING AS REQ'D W/ 2x FRAMING WI SIMPSON LTP5 PLATES EA. END, EA. SIDE OF WALL (2) 2x6 KING STUDS, (2) 2x6 TRIM STUDS EA. END OF WINDOW (2)Y'0 A.B. EA. PANEL T.O. CONC. WALL .See ,441,Sed %4tt q5/0-4 5. EXISTING LOG WALL (V.I.F.) SIMPSON LSDTHD8 HOLDOWN STRAP, EA. END OF EA. PANEL (4 STRAPS TOTAL) GABLE END WALL DETAIL SCALE: 3/4" = 1'-0' SEQUENCE OF CONST.: 1. SAW -CUT 3" DEEP GROOVE EA. SIDE OF WALL AT NEW OPENING, EXTEND 4' PAST OPENING EA. SIDE. 2. INSTALL L3x3 ANGLE EA. SIDE. 3. SAW -CUT VERT. EDGES, & REMOVE CONC. AT NEW OPENING. EXISTING WALL & FOOTING - (V.I.F.) III_, III 11 1I111� II 1'111111= 111=111-111-111-111- 111E_ -111E11 -1_7111.-_=_I 1=11 .1I 11 1:,111111 L3x3xY4 EA. SIDE OF WALL. BEAR 4' EA. END OF WALL OPENING SEE DETAIL 5/82.0 FOR BALANCE OF NOTES. - 1/2' EXP. JOINT MAIL, TYP. 4' CONC. SLAB ON GRADE PER PLAN 4 S2.0 , SCALE: 3/4" = EXISTING LOG WALL (V.I.F.) (2) 21tl6 TRIM STUDS W/ (2) Y4'x9'LAG BOLTS EASIDE OF RIDGE BEAM 2x6 SOLID BLKG AS REQ'D BETW. TRIM STUDS, FOR RIDGE BEARING PL. 8d @ 6"o.c. (E.N.), TYP. FLOOR SHTG PER PLAN EXISTING FLOOR FRAMING AND FNDN WALL (V.I.F.) (5� 100'-0" T.O. SHTG. \ FLOOR JST PER PLAN CONT. 2x12 P.T NAILER, W/ Y"0 x 4" EMBED EXPANSION BOLTS (HILTI KWIK BOLT II, OR EQUIV.) @ 24"o.c., STAGGERED, TYP. S2,o/ SCALE: 3/4" = 1'-0" TRUCTURAL DESIGN 65 N 4th ST, SUITE 5 CARBONDA.LE, CO 61623 (970)618.7708 (9701%3-0265 - FAX PO Box 260847 LAKEWOOD, CO 802260847 (720)626-9201 www ewNesfrucloom 0 cnW Ct ZWO H ILJ o �z O W s 0 rt W=o LL J LL ` W W ▪ ri LCL I H OC (i)O W REVISIONS: FRAMING & FOUNDATION DETAILS DATE: 8/26/11 PROJECT # : 11.016C DRAWN BY : OWR CHECKED BY : SM/OWR S2.0 STRUCTURAL DESIGN 65 N 4th ST, SUITE 5 CARBONDALE, CO 31623 (070) 618.7708 (970) 963.0265 - FAX PO Box 260847 LAKEWOOD, CO 80226-0847 (303) 815-8601 www.evolvestruct.com August 31, 2011 Dennis Powell dk architects, lie PO Box 4121 Basalt, CO 81621 RE: Schaeffer Residence Lot 16, Homestead Estates, Garfield County, CO ESD pn 11.016C Dear Dennis: Per your request, we have reviewed the above -noted project for owner -requested revisions to the East wall. It is our understanding that the center window will be removed, and the two end windows will remain on the East wall. As a result of this revision, the following changes will be made to the structural drawings: 1. Detail 9/S2.0 is no longer required for support of the log ridge beam, and the window header at this location should be deleted. The ridge should now be supported similar to detail 13/S2.0, with the king studs each side of the ridge beam extending full wall -height. 2. The braced wall panel on the East wall will now extend from end window to end window. Each end of the braced wall panel should have a foundation holdown strap, Simpson LSDTHD8, as in detail 9/S2.0. Other framing will remain unchanged due to this revision. Please feel free to call if you should have any questions regarding this report or if we can provide you with any additional assistance. Sincerely, Oliver W. Rice, PE., Princ y EVOLVE Structural Design'- (720) 626-92010. STRUCTURAL DESIGN 65 N 4th ST, SUITE 5 CARBONDALE, CO 81623 (970) 618-7708 (970) 963-0265 - FAX PO Box 260847 LAKEWOOD, CO 80226.0847 (303) 815-8601 vA w.evolvesiruct.com August 31, 2011 Dennis Powell dk architects, lie PO Box 4121 Basalt, CO 81621 RE: Schaeffer Residence Lot 16, Homestead Estates, Garfield County, CO ESD pig 11.0160 Dear Dennis: Per your request, we have reviewed the above -noted project for owner -requested revisions to the East wall. It is our understanding that the center window will be removed, and the two end windows will remain on the East wall, As a result of this revision, the following changes will be made to the structural drawings: 1. Detail 9/S2.0 is no longer required for support of the log ridge beam, and the window header at this location should be deleted. The ridge should now be supported similar to detail 13/S2.0, with the king studs each side of the ridge beam extending full wall -height. 2, The braced wall panel on the East wall will now extend from end window to end window. Each end of the braced wall panel should have a foundation holdown strap, Simpson LSDTHD8, as in detail 9/S2A. Other framing will remain unchanged due to this revision. Please feel free to call if you should have any questions regarding this report or if we can provide you with any additional assistance. Sincerely, Oliver W. Rice, PE., EVOLVE Structural De (720) 626-92010. vo .1 t oNAL