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HomeMy WebLinkAboutPlansCoW fo A,11 e2rjyn�P �ND�71aN5 0� FeKMI-Fon eye apPr�veo( FIQ_r") COPY Re •� r rr� pi, i aitachr,ents for Garfield County Building requirements a."d comprehensive list of Plan Review Notations. ITS MI."# VATS.; ICY: /V19 dw, e ri� bmfldih uSe or, 00qfw WA re vemn Mgmf�76W, A W 4JLe V�h{�G�"LVCPX �`fYe VIS{�^�G/ � 1✓Z �AVSVl0.I ��j��� �u �2�CJ� -1v Sill ComPl y W� code, reetrvenv�� I CORNER BARS TO MATCH SIZE & LAP SPACING OF HORIZ, WALL REINF. UNO. SINGLE CORNER BARS MAYBE 2" CLR. -TYP. USED IN WALLS LESS THAN C CORNER BAR 5'-0" IN HEIGHT. a . 4 �. HORIZONTAL WALL REINF. (SEE DETAILS) CORNER (PLAN) INTERSECTION (PLAN) LAP BAR SIZE LAP (CONCRETE) LAP (MASONRY) #3 THRU #6 36x BAR (18" MIN.) 40x BAR 0 #7 THRU #9 40x BAR 0 48x BAR 0 #10 THRU #11 54x BAR 0 TYPICAL CORNER AND INTERSECTION REINFORCEMENT 4d f 2 ;1/2" MIN. HOOKS & BENDS LAP PER SCHEDULE 15' MIN. 6 1 BARS SHALL BE IN CONTACT & WIRED TOGETHER LAP SPLICE BAR LAP SCHEDULE BAR SIZE DIA.-CONC. #3 THRU #6 44 BAR 0 #7 THRU #9 56 BAR 0 #10 THRU #11 56 BAR 0 N d _F---- `sa d TYPE 'A' 135' STIRRUP & TIE HOOK TYPE 'A' HOOK ? 1 TYP. GRADE BEAM STIRRUP BEND DIAMETER SCHEDULE BAR SIZE BEND DIAMETER #3 THRU #5 D = 4d #6 THRU #8 D = 6d #9 THRU #11 D = 8d D = BEND 0, d = BAR o TYPICAL REINFORCEMENT DETAILS re UAL[ (2) # 10', .._ T.O.W. VARIES PER PLAN CONC WALL I I (2) #5 DOWELS PER PLAN I I I I I ! I (2) #5 DOWELS CONT FTG PER PLAN • -. CONT. FTG PER PLAN BEARING ON UNDISTURBED NATURAL SOIL ALTERNATE STEP FOOTING DETIAL FOR SIZE & SPACING OF JOIST SEE PLAN BOUNDARY NAILING (B.N.) @ BOUNDARIES & CONTINUOUS PANEL EDGES INTERMEDIATE NAILING EDGE NAILING STAGGE PLYWOOD JOiNT 1. P YWOOD TO BE INSPECTED PRIOR TO COVERING. 2. STAGGER NAILS WHEN SPACING IS 2" OR 2 1/2" o.c. 3. SEE PLYWOOD SHEATHING NOTES. SHEATHING LAYOUT PLAN SCALE: NTS 1/8" EDGE DISTANCE ALL JOINTS 3/8" MIN. EDGE DISTANCE @ ALL NAILS LONG DIMENSION OF PLYWOOD TO RUN PERPENDICULAR TO JOIST MINIMUM SHEATHING PANEL SIZE TO BE 2'-D" x 4'-0" "ZIP -STRIP" REINFORCING PER PLAN "ZIP -STRIP" CONTROL JOINT 1% F- • • 4 I' REINFORCING PER PLAN SAW CUT CONTROL JOINT NOTES- 1. SLABS SHALL BE CAST #N STRIPS 15'-0" WIDE MAXIMUM WITH CONSTRUCTION JOINTS OR CONTROL JOINTS AT A SPACING EQUAL TO THE STRIP WIDTH. 2. SAWCUT CONTROL JOINTS MAY BE USED IN BOTH DIRECTIONS SPACED AT 15'-0" MAX, (ZIP -STRIP JOINTS MAY BE USED IN ONLY ONE DIRECTION.) 3. SAWCUT JOINTS SHALL BE MADE SAME DAY AS POUR AND AS EARLY AS POSSIBLE PRIOR TO DRYING SHRINKAGE. THE JOINT SHALL BE FLUSHED WITH WATER OR AIR PRESSURE IMMEDIATELY AFTER SAWING. 4. FINISHING OF CONCRETE SLAB SHALL BE DONE AFTER SURFACE BLEED WATER HAS EVAPORATED, S. MOISTEN SUB -GRADE PRIOR TO PLACING CONCRETE. 6. APPLY MEMBRANE CURING COMPOUND TO CONCRETE IMMEDIATELY AFTER CONCRETE FINISHING OPERATION. TYPICAL SLAB CONTROL JOINTS TOP OF WALL / \7s 11 (2) #5 x 4'-0" LONG TOP OF 12„ 12"TOP OF WALL FOOTING � 0-, 1 CN #5 BARS TO MATCH SPACING OF HORIZ. TOP OF FOOTING FOOTING REINF., UNO. NOTE: SEE ALSO TYPICAL_ 12" 12" REINFORCEMENT DETAILS 3/S1.D TYPICAL REINFORCEMENT AT WALL AND FOOTING STEP SEE ARCH'L, 24" LAP. #3 NOSING BAR TYP. 1 /2" NOSE RADIUS TYP, - #4 @ 12" o. c, EACH WAY SLAB PER ARCH'L COMPACTED FILL #4 CONT. PER GEOTECH. TOP AND ENGINEER BOT. �. TYPICAL CONCRETE STAIR /�m�yr�e��Jlar�s �pr CZ� rJermi� tCz�s#u�es v '� �nA7-achrshAlMue, W �la, ps gva11,qloln� tir�IY� ovr� • �v'eq� s�eG%o� s� SLAB ON GRADE 1. SLAB -ON -GRADE SELECTED BY THE OWNER AT THE GROUND LEVEL HAS SOME RISK OF MOVEMENT. THE SLAB OPTION, CHOSEN AS PROVIDING SUITABLE PERFORMANCE AT A REASONABLE COST, REQUIRES SUBGRADE PREPARATION OR OVER EXCAVATION AND PLACEMENT OF STRUCTURAL FILL. REFER TO SOILS REPORT FOR SPECIFIC REQUIREMENTS. 2. MOVEMENT OF THE SLAB -ON -GRADE MAY CAUSE DAMAGE TO ANYTHING CONNECTED] TO BOTH THE SLAB AND OTHER PORTIONS OF THE SUPERSTRUCTURE. ISOLATION DETAILS FOR PARTITION WALLS, PIPING, ETC. MAY BE REQUIRED. CONSULT THE APPROPRIATE DRAWINGS FOR INFORMATION, SIEUCTURAL STEEL 1. WIDE FLANGE SHAPES: PER ASTM SPEC. A992, Fy = 50 ksi 2. OTHER ROLLED SHAPES AND PLATES: PER ASTM SPEC. A36, Fy = 36 ksi 3. PIPES: PER ASTM SPEC. A501, Fy = 36 ksi 4. STRUCTURAL TUBING: PER ASTM SPEC. A500, GRADE B, Fy = 46 ksi 5. ANCHOR BOLTS: PER ASTM SPEC. A307 6. BOLTS WOOD CONNECTIONS: PER ASTM SPEC. A307 7, BOLTS AT STEEL CONNECTIONS: PER ASTM SPEC. A325 8. BOLT HOLES 1/16" GREATER THAN BOLT SIZE EXCEPT FOR ANCHOR BOLT WHICH ARE 3/16" GREATER THAN BOLT SIZE UNLESS NOTED OTHERWISE. 9. DETAILING: PER AISC STRUCTURAL DETAILING 10. SUBMIT SHOP DRAWINGS TO ARCHITECT FOR REVIEW BY ENGINEER PRIOR TO FABRICATION. THE SHOP DRAWINGS DO NOT REPLACE THE ORIGINAL CONTRACT DRAWINGS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO MAKE SURE ITEMS ARE CONSTRUCTED PER ORIGINAL DRAWINGS. 11. FABRICATION AND ERECTION: PER AISC MANUAL OF STEEL CONSTRUCTION 12. WELDING PER STANDARDS OF AMERICAN WELDING SOCIETY. ELECTRODES AWS A 5.1 E--70 SERIES. SHOP AND FIELD WELDING SHALL BE PERFORMED BY WELDERS HAVE EVIDENCE OF PASSING THE AMERICAN WELDING SOCIETY STANDARD QUALIFICATIONS TEST AS DETAILED IN AWS D1.1. 13. COPES, BLOCK AND CUTS: ALL RE-ENTRANT CORNERS SHALL BE SHAPED NOTCH -FREE TO A RADIUS OF AT LEAST 1/2". 14, PAINT ALL STRUCTURAL STEEL WITH ONE SHOP COAT PRIMER OVER CLEAN METAL STRUCTURp,,,L WOOD 1. ALL WOOD MEMBERS SHALL BE DOUGLAS-FIR, 19% MAX MOISTURE CONTENT MARKED BY A RECOGNIZED GRADING AGENCY. 2. WOOD GRADES (UNLESS NOTED OTHERWISE): (A) FOR HORIZONTAL MEMBERS: JOIST AND RAFTERS ..... GRADE #2 BEAMS AND STRINGERS ..... GRADE #1 LEDGERS ..... GRADE #1 (B) FOR VERTICAL MEMBERS: 2x4 STUDS CONSTRUCTION GRADE 26 AND LARGER STUDS GRADE #2 POSTS AND TIMBERS GRADE #1 2x4 AND 2x6 STUDS SHALL BE FINGER JOINTED FOR VERTICAL USE ONLY. 3. CUTTING, NOTCHING OR DRILLING OF BEAMS OR JOISTS TO BE PERMITTED ONLY AS DETAILED OR APPROVED BY THE ENGINEER. 4. UNLESS OTHERWISE SPECIFIED, ALL NAILING SHALL CONFORM TO THE LATEST EDITION OF THE I.B.C. 5. ALL NAILS SHALL BE STANDARD COMMON NAILS. 6. ALL BOLTS FOR WOOD CONNECTIONS SHALL BE A307, GRADE A. 7. ALL SILLS OR PLATES RESTING ON CONCRETE OR MASONRY SHALL BE PRESSURE TREATEF; DOUGLAS--FIR. 8. ANCHOR BOLTS SHALL BE PLACED 9" FROM END OF A BOARD OR FROM A NOTCH AND SPACED AT INTERVALS AS NOTED, 9. ALL BOLT HEADS AND NUTS BEARING ON WOOD SHALL HAVE STANDARD CUT WASHERS. 10. ALL BOLT HOLES IN WOOD SHALL BE DRILLED 1/32" DIAMETER LARGER THAN NORMAL BOLT DIAMETER. 11. ALL FRAMING HARDWARE SHALL BE AS MANUFACTURED BY "SIMPSON COMPANY" OR ENG#NEER APPROVED EQUAL. ANY SUBSTITUTIONS WITH CUSTOM FABRfCATED CONNECTORS SHALL CONFORM TO SIMPSON SPECIFICATIONS INCLUDING PLATE THICKNESS, WELDS, BEARING AREAS, SIZE AND NUMBER AND LOCATION OF NAIL/BOLT HOLES. 12, PROVIDE BLOCKING OR BRIDGING PER LATEST EDITION OF THE I.B.C. 13. TOP PLATES OF ALL WOOD STUD WALLS TO BE (2) 2x #2 (SAME WIDTH AS STUDS), UNLESS NOTED OTHERWISE. LAP 48" (MINIMUM) WITH NOT LESS THAN (6) 16d NAILS EACH LAP AND NOT MORE THAN 12" BETWEEN NAILS_ 14, ADHESIVES USED FOR ANY FIELD GLUING SHALL CONFORM TO APA PERFORMANCE SPECIFICATION AFG-01. 15. ALL HEADERS SHALL BE (3) 2x10 AT 2x6 STUD WALL OR (2) 2x10 AT 2x4 STUD WALL UNLESS NOTED OTHERWISE ON PLANS. 16, PROVIDE BUILT-UP WOOD COLUMNS OF (2) 2x6 AT 2x6 STUD WALL OR (2) 2x4 AT 2x4 STUD WALL OR A MINIMUM NUMBER OF STUDS TO EQUAL SUPPORTED BEAM WIDTH UNLESS NOTED OTHERWISE ON PLANS. GLUE LAMINP4TED WOOD 1, MATERIALS, MANUFACTURE, AND QUALITY CONTROL FOR STRUCTURAL GLUED LAMINATED TIMBER SHALL BE IN CONFORMANCE WITH "AMERICAN LAMINATED TIMBER" AND AITC 117, "DESIGN AND MANUFACTURING". MICRO -LAM (LAMINATED VENEER LUMBER) ALLOWABLE UNIT STRESSES FOR DRY CONDITION OF USE SHALL BE Fb = 2600 PSI Fv = 285 PSI Fc = 750 PSI E = 1.9 x 106 PSI ALL EXPOSED BEAMS SHALL CONFORM TO EXTERIOR EXPOSED CONDITION PER UNIFORM BUILDING CODE SECTION 2312.7. SIHEAIHING ROOF SHEATHING: PLYWOOD OR OSB SHEATHING SHALL BE APA GRADE -TRADEMARKED C-D, EXPOSURE 1. ROOF DIAPHRAGMS SHALL BE 5/8" 40/20, APA RATED SHEATHING AT SLOPING ROOFS AND 3/4" 48/24 RATED SHEATHING AT FLAT ROOFS. PLACE PANEL WITH 8'-C" DIMENSION PERPENDICULAR TO THE JOIST, RAFTER OR TRUSS SPAN. END JOINTS SHALL BE STAGGERED. ATTACH PLYWOOD AT EDGES WITH NAILS AT 6" o.c. AND AT INTERMEDIATE SUPPORTS WITH NAILS AT 12" o.c. USE 8d NAILS AT 5/8" SEHATHING AND 10d NAILS AT 3/4" SHEATHING. WALL SHEA111iNL_: PLYWO01) OR OSB SHEATHING SHALL BE APA GRADE -TRADEMARKED C-D, EXPOSURE 1. SHEA Ill ALL EXTERIOR WALLS WITH 1/2", APA RATED PLYWOOD SHEATHING, 20/0 WI rH 8'--0" DIMENSION VERTICAL. BLOCK ALL EDGES. END JOINTS SHALL BE STAGGERED. STUDS SHALL BE 16" o.c. ATTACH PLYWOOD WITH 8d NAILS AT 6" O.C. ANO AT INTERMEDIATE SUPPORTS WITH Bd AT 12" ox. GENERAL NOTES 1, DESIGN DATA: ROOF LOAD L.L. = 40 PSF FLOOR LOAD (LIGHT STORAGE) L.L. = 125 PSF WIND LOAD 115 MPH (8 30 HEIGHT) EXPOSURE B SEISMIC DESIGN CATEGORY B 2. THE FOLLOWING CODES AND EDITIONS WHERE USED: INTERNATIONAL BUILDING CODE (2015 ED#TION) ACI BUILDING CODE (ACI 318-14) AISC MANUAL OF STEEL CONSTRUCTION (13TH EDITION) NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (NDS 2015) AfTC TIMBER CONSTRUCTION MANUAL (5th EDITION) SEAC SNOW LOAD PUBLICATION 3. DO NOT BACKFILL AGAINST FOUNDATION WALLS UNTIL SLAB IS IN PLACE, 4. ANY CHANGES MADE 10 ANY ONE OF THESE DRAWINGS WITH OUT CONSENT OF ODDO ENGINEERING, 1NC. RELIEVES ODDO ENGINEERING, INC. OF ANY LIABILITY OF THE CONSTRUCT#ON DOCUMENTS. 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL MEANS AND METHODS OF CONSTRUCTION INCLUDING, BUT NOT LIMITED TO SHORING, BRACING AND TEMPORARY EXCAVATION. S. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND SITES CONDITIONS BEFORE STARTING WORK AND NOTIFY THE ARCHITECT AND ENGINEER IMMEDIATELY OF ANY DISCREPANCIES, DO NOT SCALE DRAWINGS. 7. ALL OMISSIONS AND CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DRAWINGS AND/OR SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND ENGINEER BEFORE PROCEEDING WITH WORK SO INVOLVED. B. RESOLVE ANY CONFLICTS ON THE DRAWINGS WITH THE ARCHITECT AND ENGINEER BEFORE PROCEEDING WITH CONSTRUCTION. 9. COORDINATE ALL OPENINGS THROUGH FLOORS, WALLS AND ROOF WITH THE APPROPRIATE TRADES. NOTIFY ENGINEER IF ANY OPENINGS ARE TO BE CUT IN STRUCTURAL COMPONENTS, 10. PROVIDE ASPHALTIC MASTIC -COATING ON ALL STEEL AND WOOD EXPOSED TO THE EARTH. 11. PROVIDE A36 ALLTHREAD RODS FOR EPDXY ANCHORS. 12. INJECTION ADHESIVE SHALL BE HIT RE 500 AS FURNISHED BY HILT! INC. OR APPROVED EQUAL. 1. FOUNDATION DESIGN IS BASED ON SOILS REPORT BY: HP-KUMAR PROJECT NO. 17-7-858, DATED JANUARY 17, 2018 ALLOWABLE BEARING PRESSURE: 2,000 PSF LATERAL EARTH PRESSURE: 40 PCF 2. THE CONTRACTOR SHALL REVIEW THE SOILS REPORT AND FOLLOW ALL RECOMMENDATIONS THEREIN. FOUNDATION DESIGN ASSUMES THAT ALL RECOMMENDATIONS IN THE SOILS REPORT WILL BE IMPLEMENTED. 3. CONTRACTOR TO PROVIDE, AT HIS EXPENSE, FIELD DENSITY TEST ON COMPACTED FILL UNDER FOOTINGS AND INTERIOR SLABS -ON -GRADE. A MINIMUM OF 1 REPRESENTATIVE TESTS SHALL BE TAKEN FOR EACH FOOTING AND SLAB -ON -GRADE, 4. NOTIFY SOILS ENGINEER WHEN EXCAVATION IS COMPACTED SO THAT CONDITIONS MAY BE INSPECTED PRIOR TO PLACEMENT OF ANY FILL OR CONCRETE. 5. ALL INTERIOR NON --BEARING, NON --SHEAR WALLS SHALL HAVE RAMSET/REDHEAD POWDER ACTUATED FASTENERS 1500, 1600 OR 1900 SERIES OR APPROVED EQUAL AT 24" o.c., 1" MINIMUM PENETRATION. 6. FINISHED EXCAVATION FOR FOUNDATION SHALL BE NEAT AND TRUE -TO -LINE WITH ALL LOOSE MATERIAL AND STANDING WATER REMOVED FROM EXCAVATIONS. 7. THE GROUND SURFACE SURROUNDING THE EXTERIOR OF THE BUILDING SHOULD BE SLOPED TO DRAIN AWAY FROM THE FOUNDATION IN ALL DIRECTIONS. IT IS RECOMMENDED THAT A MINIMUM SLOPE OF 12 INCHES IN THE FIRST 10 FEET IN UNPAVED AREAS, AND A MINIMUM SLOPE OF 3 INCHES IN THE FIRST 10 FEET IN PAVED AREAS BE PROVIDED. CONCRETE 1. CONCRETE HAS BEEN DESIGNED AND SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE LATEST EDITIONS OF AMERICAN CONCRETE .INSTITUTE BUILDING CODE, ACI 318 AND PE IFICATIONS FOR STRU TURAL CONCRETE FOR BUILDINGS. ACI 301. PROVIDE HOT OR COLD WEATHER PROTECTION PER ACI 305 AND 306. 2, SUBMIT MIX DESIGNS TO ARCHITECT FOR REVIEW BY ENGINEER A MINIMUM OF ONE WEEK PRIOR TO FIRST CONCRETE DELIVERY. NO ADMIXTURES CONTAINING CHLORIDE SALTS ARE PERMITTED, CONCRETE SHALL NOT BE IN CONTACT WfTH ALUMINUM. 3. CEMENT TO BE MIXED PER ASTM C94, 4. CEMENT: 00 REG�s ASTM C150, TYPE II, LOW ALKALI, O P1 5. AGGREGATE: PER ASTM C33, MAXIMUM 1" U cr 28085 O 6. MAXIMUM WATER/CEMENT RATIO, BY WEIGHT: W/c = 0.50 7. AIR ENTRAINMENT: �sSbNAL 4.0-7.0% 12/16/2022 B. FLY ASH MAXIMUM 20% OF MASS OF CEMENTITIOUS MATERIAL 9. MAXIMUM TEMPERATURE IN MIXER: 90 DEGREES F 10. SLUMP: 4" t 1". NO WATER SHALL BE ADDED ON SITE. 11, MINIMUM STRENGTH: F'c = 3000 PSf AT 2B DAYS AT STEM WALLS AND FOOTINGS F'e = 4000 PSI AT 28 DAYS AT FLAT WORKS 12. CURING SHALL IMMEDIATELY FOLLOW THE FINISH OPERATION. KEEP CONCRETE CONTINUOUSLY MOIST FOR AT LEAST 7 DAYS USING A POLYETHYLENE FILM SECURELY HELD IN PLACE OR AN ALTERNATE METHOD APPROVED BY ARCHITECT, 13. TESTING: EMPLOY AN INDEPENDENT TESTING AGENCY ACCEPTABLE TO OWNER TO DESIGN CONCRETE MIXES AND TO PERFORM MATERIAL EVALUATION TESTS. PROVIDE 7 AND 28 DAYS CYLINDER TESTS. COMPLY WITH ASTM C143, C173, C31 AND C39. 14. GROUT UNDER COLUMN BASE PLATES ETC, WITH HIGH STRENGTH, NON -SHRINK, NON-METALLIC GROUT EQUIVALENT TO MASTERFLOW NO. 713 APPLIED PER MANUFACTURER'S RECOMMENDATIONS REINFORCINQ. STEEL 1, REBARS: DEFORMED STEEL, ASTM SPEC. A615 GRADE 60, ALL REBAR BENDS TO BE MADE COLD. 2. CONCRETE PROTECTION: SLABS AND WALLS NOT EXPOSED TO EARTH OR WEATHER 1" CONCRETE DEPOSITED AGAINST EARTH WITHOUT FORMS ....... 3" 3. CONCRETE EXPOSED TO WEATHER AFTER FORMING: #6 REBAR AND LARGER ....... 2" CLEAR #5 REBAR AND SMALLER ....- 1 1/2" CLEAR 4. BAR LAP: CONCRETE: 40x BAR DIAMETER, 24" MINIMUM. UNLESS NOTED OTHERWISE. MASONRY: 45x BAR DIAMETER, 24" MINIMUM. UNLESS NOTED OTHERWISE. STAGGER SPLICES 5. REINFORCING IN CONCRF FE PLACLD AGAINST EARTH WITHOUT FORMS IS TO BE SUPPORTED WITH APPROVED NON-METALLIC CHAIRS OR ANOTHER METHOD APPROVED BY THE ENCINEER, 6. PLACE (2) #5 2" FROM ALL SIDES OF OPENING (8 BARS TOTAL) WITH 2'-0" PROJECTION ON EACH [ND OF ALL WALL OPENINGS. _ 1�lg reuaslorl,, must vet mrpa?1 the ' PreviOu Sly a %ij Sct of plans #t It.b gib ��f BuildingEras pcy ra r* to .. �p ,.t� ti Pv$ir 01 a 3 engineering 713 COOPER AVE SUITE 200 GLENWOOD SPRINGS, CO 81601 970-945-1006 ENGINEER R.A.O. DRAWN BY $.A.N PROJFCr NO: 1800-0 DATE: CONSTRUCTION 06-07-19 REVISION 11-28-22 REVISION 12-16-22 STRUCTURAL GENERAL NOTES + DETAILS SCALE,. 3/4r = P-Q" L1800-_63 Rudd V&Q S.ALL.dwg NO HEADER REQ'D ABOVE WINDOW, TYP THIS WALL. PROVIDE ONF CONT TOP PLATE OVER INTERSECTION OFT P PLATES. IF NO , STRAIN W/ LSTA 4 3 � 11 7/8" TJI 210 11 7/8" TJI 210 S4.p TYP. 11 7/8" TJI 210 11 7/8" TJI 210 @ 16 o. c. © 16 o. c. J � � CO Cc o 00 SLOPE ROOF r h l 1 /4" PER FOOT MIN. FOR DRAINAGE, u TYPICAL 3 202 OR 3 9 1 2" ML I� k 3 202 OR 3 9 1 2" ML C 3 2x12 OR 3 9 1 2" ML 3 2x12 OR 3 9 1 2" ML WINDOW ABOVE DOOR, TYP. LTTiTi7 �'T E LW7AM T 0 E1 _10 moil, .- --————— — — — — — — a l $ I I I I I i t I I I I I I I I I I I I I I I I I I I 4" SLAB —ON —GRADE W/ 1 I #4 @ 18" o. c. E.W. DIDDLE OF SLAB ON 4" i I I GRANULAR MATERIAL. SEE SOILS REPORT. I I I I I I I I I I I I I I i t I I I I I I l i I( I I I I I I 1 1 1 1 I I 1 I I I I I I I I I I I I I IL------ — — — — — L--------------------------...,.----------------_.—... --.._.......---^-- co co FOUNDATION PLAN SCALE: 3/16" = 1'-0" r- TYPICAL HEADER PER 2/S4.0 TYPICAL HEADER PER 2/S4.0 NOTES: 1. FOR HEADER SIZES NOT SHOWN SEE GENERAL NOTES AND DETAIL 2/S4.1. 2. PROVIDE BUILT—UP WOOD COLUMNS A MINIMUM NUMBER OF STUDS TO EQUAL SUPPORTED BEAM 12/16/2022 NOTES: 1. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS, AND SITE CONDITIONS BEFORE STARTING WORK AND NOTIFY THE ARCHITECT AND ENGINEER IMMEDIATELY OF ANY DISCREPANCIES. DO NOT SCALE DRAWINGS. 2. IF FOOTINGS ARE NOT BEARING ON UNDISTURBED NATURAL SOIL, BEARING CAPACITY SHALL BE VERIFIED BY SOILS ENGINEER WITH A COMPACTION TEST. LEGEND: STEP FOOTING �i STEP WALL — 31 HANGING CONDITION -- BEARING CONDITION ---� FULL PENETRATION WELD WOOD COLUMN ® (SOLID PACK —OUT EQUAL TO WIDTH OF BEAM ABOVE, UNO.) ❑ STEEL COLUMN oddo d iLl o IK engineering 713 COOPER AVE SUITE 200 GLENWOOD SPRINGS, CO 81601 970-945-1006 ENGINEER R.A_O. DRAWN BY B.A,H DATE: CONSTRUCTION 06-07-19 REVISION 11-28-22 REVISION 12-1b-22 STRUCTURAL PLANS SCALE: M6" = r-W 1800---63 Rudd V&Q S.ALL.dwg NOTES: 1. SEE DETAIL 4/54.0 FOR PARAPET HEIGHTS GREATER THAN 30". 2. SEE DETAIL 5/54.0 FOR BALLOON FRAME FRONT WALL/PARAPET OPTION. 8d @ 6" o.c. 1/2" PLYW. OR OSB 2x6 STUDS @ 16" o.c. 16d @ 8" o.c. 2x6 STUDS @ 16" o.c. 1 /2" PLYW. OR OSB BEAM PER PLAN 8d @ 6" o.c. 2x6 PARAPET STUDS @ 16" o.c. G /Q" ❑i v SLOPE ROOF 1 /4" PER FT MIN. 10d @ 6" o,c. TJI RIM W/ 16d T.N. @ 6" 0.c. T. 0., 8d @ 6" c. c. DOUBLE 2x6 TOP fL' 1 /2" PLYW. OR OSB 2x6 STUDS @ 16" o.c. 8d @ 6" o.c. q 12/16/2022 POSITIVE DRAINAGE AWAY FROM BUILDING nuuLu RETAINING W BY OTHERS S CON T #& n PERFORATED DRAIN PIPE W/ REQ'D REQ D TOP BOT,5 14 3 a M, \�i\�i\�i\�i, PERFORATED GRAIN PIPE FREE DRAINING PER PLAN 20„ FW% FREE DRAINING GRANULAR T. 0, F. GRANULAR MATERIAL MATERIAL SLOPED PER PLAN @ 12" o c W/ SLOPED TO OUTLET SEE TO OUTLET. SEE 50fLS REPORT Q. "' _�; #5 CONT BOTT 12M SOILS REPORT \ ------ 6,`0„ — BEARING ON UNDISTURBED NATURAL SOIL (2,000 PSF (2) #5 CONT. 18" BEARING ON UNDISTURBED BEARING CAPACITY), NATURAL SOIL TYPICAL BUILDING SECTION oddo ML engineering 713 COOPER AVE SUITE 200 GLENWOOD SPRINGS, CO 81601 970-945-1006 ENGINEER R.A.O. DRAWN BY B,A,H PROJECT' NO: 1800-G3 DATE- CONSTRUCTION 06-07-19 REVISION 11-28-22 REVISION 12--16-22 STRUCTURAL TYPICAL BUILDING SECTION SCAT E: 3/4" = r-T �S3.� 1800-63 Rudd V&Q S.ALL.dwg 0 n 0 a PM o o O V O v O � � FYI ' J o V� o >r a� 171 M y 00 Z C) C 0� y C) H a 00 Q U3 U3 N os V� 44 N ~` r� � CD � ID cm 0 ■ A a. cm a !mmm>>> >c ��M ;lD M r-G� d o o z z_ T m m n� a c3 j l n v v o o o z z rD- m rr+z m M m a o .. .. r >Z � v � 0 T r m �, z o m * m r 1 5 z cn � ._ z o �' o ` o o -ng cn m m v-gorr000pm o a m m > M Z M rn r c g -_ c cn cn r� m z rn F 0 0 S n� m��� a > { > nr � r m 0 z z z 1 C70 r- r r p rror^og � r� r r C C r r 1 .. M z.. z :T] xl '9 D ® r M r r r. Dr r a `O a Z g G� T o C -� z 0 D � r� cn r� \ p c i a n o 0 �� z n r r=1 © I of � r m r Z lr a a ��- �X r u3 z r cn z a:F; b z g �o o� C S � n � f W 2 �c= n V)+ _ Q _ r D m r r awa- MM r _ r� t � r r o .- W -,Zl10 1 MON- lo A�DZ� r°r0n o Viz? n �� ° r- . ill�� U} N N -` oo Q -h o o� fi °-cn o 0 m om, 5> III C �. ��+ 4FJ �w.•��C m00 � m Cl)N O Q A Z N Ada �:❑ z CD O O p J o n cD � E n2O 3 cCp \ 4'�.ov 0 AP CU7c CCE O C O r, 2010 .rr r Z 00 x Q O V O o►.to J�CDWO O = — O .i17 � l (/f p i „ / a• rri m 0 D V) CD n Z ° can co 0 5 CD fTl M OCO o� m Cl)m n (11 CD >0CDcr f -I C TT1 (p M Frl -A 0 LEGEND FUTURE CHIP/SEAL PAVEMENT 4�u j13 (GRAVEL SURFACE THIS PHASE) covgTy. PROPOSED DRAINAGE DIRECTION (ROOF PITCH DIRECTION IF INSIDE BLDG.) NOTES FUTURE CONCRETE DRAINAGE PAN 1. ROOF DRAINAGE FOR BUILDING V TO BE DIRECTED TO CATCH BASIN. ROOF >� \ DRAINAGE FOR BUILDING 0 TO BE DAYLIGHTED TO ROADSIDE DITCH. BUILDING DESIGNATION 2. THE CENTRAL DRAINAGE PAN SHALL BE 4' WIDE WITH A 2" DROP FROM EDGE TO CENTER. MINIMUM THICKNESS AT CENTER: 4". MINIMUM 28 DAY _ _ — — _ _ _ _ _ _ 50 FOOT OFFSET FROM PROPERTY LINE CONCRETE COMPRESSIVE STRENGTH: 4000 PSI. (FUTURE) PROPERTY LINE 3. SEE (ADDED) SHEET 4 FOR ADDITIONAL GRADING AND DRAINAGE INFORMATION. ALSO SEE DRAINAGE REPORT, PRINTED SEPARATELY. \ X = XX. XX PROPOSED ELEVATION LOCATION MAP 1"=500' ZONE BOUNDARY . LOCATION OF EXISTING CUT \A'NNUSED TL TY PATHvmx UTILIZE FOR ,/ I4t DIVERSIONS AROUND BLDGS. SEE DTL.SHT 4 RECONSTRUCT EXISTINGRAVEL ACCESS ROAD CATCH BASIN -DETENTION ETEN TI ON � ---�� ZONING LINE _ ^_: �-. , ,�`_"�. w -- � � ill! % DRAINAGE DITCH ON UPHILL SIDE W�DRA N TO DAYLIGHT �; --� - RIPRAP STEEP SECTIONS OF DITCH �.10. 5 8/10/20 ADD GRADING/REVISE ISDS TPB 4 2/11/19 CHG. EX. TOPO/REVISE GRADING TPB 50 0 50 100 150 3 11/26/19 ADD GRADING/DRAINAGE INFO TPB 2 9/10/19 ADD GRADING/DRAINAGE INFO TPB Scale In Feet 1 8/6/19 ADD SETBACK LINE—ADJ. BLDGS. TPB REV DATE REVISION MADE CHKD APPD NO. BY BY BY Zoo M. )U4.+jk7 is SITE &DRAINAGE PLAN SW AREA SCALE: DATE: SHEET NOTED 19 JULY 2019 1 OF 3 DRAWN BY: CHKD E3Y: APPD BY: PLAN NO. TPB TAZ I TAZ W TOPO MVW 5.30.1 1 Cattle Creek Commercial Center SHEE N❑, Wayne Rudd ZANCANEL L A AND ASSOC/A TES, INC ENGINEERING CONSUL TANTS POST OFFICE BOX 1908 - 1005 COOPER AVENUE GLENWOOD SPRINGS, COLORADO 81602 (970) 945-5700 PROJECT: 97404.01 SE !GRAD CA CR E E K COVV E R CA� C E ICJ T A R 3,_, i I _D I \l G a 006 CO,�\ y OAD 3 :D 'ADO G WOO- S GS) CO O��\ APPROVED SUBJECT TO NOTED EXCEPTIONS & INSPECTIONS GARFIELD COUNITY BUILDI"L.-P RT, E DAT_ i FIELD COPY NO INSP_�=_CT!0N �`-, y TI-IOUT Page_____.. Uf_ v � FY �-CLxji A-w!D Aloes OMY 4�� 0 rb fm I ?toju u i ?pt 7�,N *7#T **-D }}C? tNUL&y �"I-fiow4k. CONDITIONS OF PERMIT BLCO-07-19��87�and SEPT-07-19-5875 udd, LLC Factory Warehouse — Building V Q 62 County Road 113 (Cattle Creek Road), Carbondale 1) ALL WORK SHALL COMPLY WITH THE FOLLOWING: 2015 I.B.C., I.M.C., I.P.C., I.F.G.C., I.F_C., AND 2009 I.E.C_C. AS WELL AS MANUFACTURER'S INSTALLATION REQUIREMENTS. 2) REFER TO PLAN ATTACHMENTS FOR GARFIELD COUNTY'S BUILDING REQUIREMENTS AND INSPECTIONS POLICIES. 3) ALL WORK TO COMPLY WITH "COMNAERCIAL LIMITED" ZONE DISTRICT REGULATIONS AS PER GARFIELD COUNTY'S LAND USE & DEVELOPMENT CODE. WORK SHALL ALSO COMPLY WITH ON - SITE WASTEWATER TREATMENT SYSTEM REQUIREMENTS. 4) BUILDING APPROVED AS OCCUPANCY GROUP F-1: "MODERATE -HAZARD FACTORY INDUSTRIAL" AND CONSTRUCTION TYPE V-B. THE MAXIMUM ALLOWABLE QUANTITY OF FLAMMABLE & COMBUSTIBLE MATERIALS SHALL BE PER I.B.C., SECTIONS 413 & 414, AND THE MAXIMUM ALLOWABLE QUANTITIES OF HAZARDOUS MATERIALS PER I.B.C., TABLE 307.1(1), 5) THIS BUILDING IS APPROVED FOR CORE & SHELL CONSTRUCTION ONLY, AND ANY SUBSEQUENT TENANT IMPROVEMENTS WILL REQUIRE ADDITIONAL BUILDING PERMITS. INTERIOR PARTITION WALLS SEPARATING INDIVIDUAL TENANTS TO COMPLY WITH "FIRE PARTITION" REQUIREMENTS AS PER SECTION 708. 6) CONTACT LOCAL FIRE DISTRICT TO REVIEW I.F.C. REQUIREMENTS. FINAL APPROVAL REPORT FROM FIRE DISTRICT IS REQUIRED PRIOR TO FINAL BUILDING INSPECTION & CERTIFICATE OF OCCUPANCY. 7) OPEN -HOLE SOILS REPORT IS REQUIRED AT FOOTING INSPECTION, 2000 P.S.F. 8) WALK DOOR REQUIRED FOR EGRESS FROM EACH TENANT SPACE. PROVIDE 36" X 80" MIN. SI/F PER I.B.C., SECTION 1010.1. LOCKS, LATCHES AND LANDINGS PER I.B.C., SECTION 1008. VERIFY EXIT DIRECTIONAL SIGNAGE PRIOR TO ELECTRICAL ROUGH -IN INSPECTION. 9) ALL EGRESS DOORS SHALL MEET ICC/ANSI A117.1-2009 FOR ACCESSIBILITY. LOCKS, LATCHES & LANDINGS PER I.B.C., SECTION 1008. VERIFY EXIT DIRECTIONAL SIGNAGE PRIOR TO ELECTRICAL ROUGH -IN INSPECTION. 10) BUILDING SHALL COMPLY WITH ACCESSIBILITY REQUIREMENTS AS PER I.B.C., CHAPTER 11 & ]CC/ANSI A117.1 — 2009, INCLUDING PARKING, SITE ACCESS, ENTRANCES AND BATHROOMS. BATHROOM FACILITIES SHALL MEET MINIMUM REQUIREMENTS FOR SIZE, FIXTURE LAYOUT, CLEARANCES, ETC. 11) BATHROOM INTERIOR FINISHES (INCLUDING FLOOR, WALLS AND BASE) SHALL HAVE A SM001 H, HARD, NON -ABSORBENT SURFACE AND TO OTHERWISE COMPLY WITH I.B.C., SECTION 1203 "TOILET AND BATHROOM REQUIREMENTS". 12) LIGHT & VENTILATION PER I.B.C., CHAPTER 12. 13) ELECTRICAL PERMITTING & INSPECTIONS BY COLORADO STATE ELECTRICAL BOARD. ELECTRICAL ROUGH -IN APPROVAL IS REQUIRED AT FRAME INSPECTION, AND FINAL APPROVAL IS REQUIRI. I) PRIOR TO FINAL INSPECTION & CERTIFICATE OF OCCUPANCY. NDEX TO DRAWINc;S T TITLE SHEET A1.1 FLOOR PLAN, ROOF PLAN A2.1 FRONT AND REAR EXTERIOR ELEVATIONS A2.2 RIGHT AND LEFT EXTERIOR ELEVATIONS A3.1 BUILDING SECTIONS A4.1 WALL SECTIONS A4.2 ENTRY CANOPY, FUTURE HANDICAP TOILE PROJECT DESCRIPTION - OCCUPANCY GROUP: F-1 (MODERATE —HAZARD FACTORY INDUSTRIAL) TYPE OF CONSTRUCTION: TYPE V—B PROPOSED BUILDING AREA: - - - - UNIT V-1 800 S.F. UNIT V-2 800 S.F. UNIT V-3 800 S.F. UNIT V-4 800 S.F. TOTAL 3200 S.F. GENERAL NOTES 1, ALL WORK SHALL CONFORM WITH ALL GARFIELD COUNTY CODES AND ORDINANCES, AND THE LATEST ADOPTED EDITIONS OF THE INTERNATIONAL BUILDING CODE AND INTERNATIONAL ENERGY CONSERVATION CODE. 2. PROVIDE ENERGY STAR RATED BOILERS, FURNACES, AIR CONDITIONERS, REFRIGERATORS, STAND ALONE FREEZERS, CLOTHES WASHERS, CLOTHES DRYERS, AND DISHWASHERS. 3. ALL JOINTS, SEAMS AND PENETRATIONS THROUGH THE EXTERIOR ASSEMBLIES SHALL BE SEALED WITH AN EXTERIOR GRADE CAULK, 4, HOT WATER PIPING SHALL BE INSULATED TO R-3 MINIMUM. 5. THE MECHANICAL AND ELECTRICAL SUBCONTRACTORS SHALL VERIFY THAT THEIR DESIGNS MEET THE REQUIREMENTS OF THE ADOPTED EDITIONS OF THE IBC AND IECC. 6. EXHAUST FANS SHALL BE VENTED DIRECTLY TO THE EXTERIOR FROM ALL BATHROOMS AND WATER CLOSET ROOMS. PROVIDE GRAVITY DAMPERS MEETING THE REQUIREMENTS OF THE 2009 INTERNATIONAL ENERGY CONSERVATION CODE AND INTERNATIONAL BUILDING CODES. 7. PROVIDE SAFETY GLAZING MEETING THE REQUIREMENTS OF IBC SECTION 2406 AT ALL EXTERIOR AND INTERIOR LOCATIONS SPECIFIED IN IBC SECTION 2406.4 INCLUDING. & A COMBUSTION SAFETY TEST SHALL BE PROVIDED FOR ALL VENTED APPLIANCES IN COMPLIANCE WITH GARFIELD COUNTY ORDINANCES AND THE IECC. PRIOR TO FINAL INSPECTION, THE CONTRACTOR SHALL SUBMIT A LETTER FROM THE PROJECT'S APPROVED ENERGY CONSULTANT/INSPECTOR CERTIFYING A PASSING TEST. 9. A ROUGH --IN INSPECTION OF AIR BARRIERS BY A THIRD PARTY INSPECTOR SHALL BE PERFORMED PRIOR TO PLACEMENT OF INSULATION. SUBMIT A REPORT TO THE BUILDING OFFICIAL CERTIFYING COMPLIANCE WITH THE 2009 IECC. REPORT SHALL BE DUE AT TIME OF FINAL INSPECTION. THE NAME OF THE THIRD PARTY INSPECTOR SHALL BE SUBMITTED BEFORE ANY INSPECTIONS TO VERIFY THAT THE THIRD PARTY INSPECTOR MEETS GARFIELD COUNTY BUILDING QUALIFICATIONS. 10. INSTALL A PERMANENT CERTIFICATION OF INSULATION VALUES IN COMPLIANCE WITH THE 2009 IECC ON THE INSIDE OF THE ELECTRICAL PANEL DOOR. 11. BUILDING CAVITIES SHALL NOT BE USED AS SUPPLY DUCTS. 12. AT TIME OF PERMIT APPLICATION, THE CONTRACTOR SHALL SUBMIT THE NAME OF THE THIRD PARTY ENERGY CONSULTANT/INSPECTOR FOR THE GARFIELD COUNTY BUILDING DEPARTMENT'S APPROVAL OF INSPECTOR QUALIFICATIONS. 13. PRIOR TO FINAL INSPECTION , THE CONTRACTOR SHALL SUBMIT A LETTER FROM THE PROJECT'S APPROVED ENERGY CONSULTANT/INSPECTOR CERTIFING THAT THE STRUCTURE WAS BUILT IN COMPLIANCE WITH THE IECC AND GARFIELD COUNTY ORDINANCES . 14. AT ALL STUD CAVITY SPACES THAT WILL BE INACCESSIBLE AT TIME OF INSULATION INSTALLATION SHALL BE FULLY INSULATED AND PROVIDED WITH A SOLID AIR BARRIER WITH ALL JOINTS SEALED PRIOR TO FRAMING FOR THE ITEMS CREATING THE INACCESSIBLE FEATURE. ACCEPTABLE INSULATION/AIR BARRIER SYSTEMS INCLUDE R-21 BATT INSULATION WITH OSB SHEATHING AIR BARRIER, OR SPRAYED FOAM INSULATION COMPLETELY FILLING THE CAVITY, OR A SYSTEM APPROVED BY THE PROJECT'S APPROVED ENERGY CONSULTANT/INSPECTOR. IN WET LOCATIONS, SUCH AS BEHIND BATH TUBS OR SHOWERS, PROVIDE A WATER RESISTANT SOLID AIR BARRIER SUCH AS "GREEN BOARD" OR CEMENT BOARD. THE INACCESSIBLE SPACE SHALL NOT BE COVERED UNTIL INSPECTED AND APPROVED BY THE PROJECT'S ENERGY CONSULTANT/INSPECTOR. CEMENT BOARD SHALL BE USED AT LOCATIONS WHERE TILE WILL BE INSTALLED OVER SUBSTRATE. "GREEN BOARD" SHALL NOT BE USED AT SUCH LOCATIONS. HARRY A. 305" COPYRIGHT 2019 - GARNER ASSOCIATES, INC. G-A91 GARNER ASSOCIATES, INCORPORATED ARCHITECTURE AND PLANNING Harry Garner Registered Architect ■ 4181 County Road 311 New Catle, CO 81647 970-876-0673 CELL 970-379-8345 E-mail: &ameri-harry@msn.com Web site: gaiassociates.com d 0 b I 0 U? fl H � N 0 vJ U 0 U V >� Q t� Y M V REVISIONS JOB NUMBER 1903 DATE 07-03-19 DRAWN BY CHECKED BY 20'-0" I 80,_ 0„ 10' — 0" 10'-0" 10'-0" 10'-0" 20'-0" Conditions of Permit at Restrooms: (A) BATHROOM INTERIOR FINISHES INCLUDING FLOORS, WALLS AND WALL BASES SHALL HAVE A SMOOTH, HARD, NON -ABSORBENT SURFACE AND TO OTHERWISE COMPLY WITH SECTION 1203, TOILET AND BATHROOM REQUIREMENTS. (B) BATHROOM FACILITIES TO MEET ICC/ANSI A117.1-2009 STANDARDS FOR ACCESSIBILITY INCLUDING MINIMUM SIZE, LAYOUT, CLEARANCLS, FEATURES, ETC. (C) PROVIDE MECHANICAL VENTILATION & EXHAUST FAN AT BATHROOMS WITH INSTALLATION AND VENTING PER MANUFACTURER'S REQUIREMENTS. 5020 FIXED ALUM 5020 FIXED ALUM WINDOW WINDOW A4 1 I 0 I I 0 I 1 ' � 6'-6" NCRETE BLOCK -OUT 6'-6" 6'-6„ 6'-6„ ❑ FOR FUTURE TOILET. Q o SEE TOILET PLAN AND O ❑ w❑ DETAILS SHEET A4.2 W z — xz C)L U_ � CD o 0 b 2 — - - - 2 UNIT V-1 UNIT V-2 UNIT V-3 4 UNIT V-4 0 800 SF N 800 SF 800 SF 800 SF 2 i 3 SEALED 4" CONCRETE 3 SIM A4.1 A4.1,' 11 SLAB SEE STRUCTURAL 00 1 1 LU ❑ , LL Z O CD d' I i 0 I `, STEEL OVERHEAD/ 2 ! I STE6 OVERHEAD STEEL OVERHEAD 3 3070r�.DOO:' ED 307r�D ED SECTIONAL DOOR HSECTIONAL DOOR HSECTIONAL DOOR WIE �i WV/E W 0 LDED STEEL TUBE CANOPY FRA SEE CANOPY DETAIL 2/A4.2 I 4'-0" 1 I STEEi VEF�HEAD SECTIONAL DOOR ---- - - - --- N 30701NS TED H.M. OOR WI H. FRAME _ _j_ _ -__ (:� 4 ALL EGRESS DOORS SHALL MEET 1CC/ANSI A117.1-2009 FOR ACCESSIBILITY. LOCKS, LATCHES & LANDINGS PER I.B.C., SECTION 1008. VERIFY EXIT DIRECTIONAL SIGNAGE PRIOR TO ELECTRICAL ROUGH -IN INSPECTION. UC 1- A3 1 U 12' WIDE OVERFLOWl SCUPPER THRU PARAPET�� 1 ).501 W112"X24" CONCRETE SPLASH BLOCK BELOW. BOTTOM •per EDGE OF SCUPPER TO BE F DRAIN EQUAL TO j 1-1/2"ABOVE LOW POINT OF ROOF. (TYP 4) *eZdURN 2107 -4". PLUMBING DESIGNER TO VERIFY DRAIN SIZI' (TYP 4) SLOPE ROOF SL/FT+/- SL PE ROOF SLOPE ROOF 318"1FT +1- 3 31 FT +I- 318"/FT +l- I � i 1 I II LU" + II o�, II s u p701 IULA­E1 H.MWVI E Md�in,iu,A uncvo�bwro►�' o-f' ��pY v�c�' O Into 50--fo0i' -fkoht yAurd 0-9.+15� a ftf �i4WN9pbwt9 14 Ax�ag 1a di9chcws'4 o►�I tom- Iirnifs of Ia�i��p1'll' �9 puF Soi Ig I�rf� SLOPE I SLOPE I itOOF II ROOF I! ROOF I 14'!FT t( I II M'� i� 14'IFT *[- B C D ROOF PLAN 1 /8" — 1 ' — n„ ELECTRICAL PERMITTING & INSPECTIONS ARE BY THE COLORADO STATE ELECTRICAL BOARD ELECTRICAL ROUGH IN APPROVAL IS REQUIRED AT FRAMING INSPECTION ELECTRICAL FINAL APPROVAL IS REQUIRED AT COIFINAL INSPECTION FLOOR PLAN 114 A LOT IMPROVEMENT CERTIFICATE, SEALED BY A COLORADO LICENSED SURVEYOR, IS REQUIRED AT FOUNDATION INSPECTION TO VERIFY STRUCTURE - INCLUDING ROOF OVERHANGS, DECKS AND OTHER PROJECTIONS - IS IN COMPLIANCE WITH MINIMUM SETBACKS AND/OR BUILDING ENVELOPE REQUIREMENTS. HARRY A, WNER .. COPYRIGHT 2019 - GARNER ASSOCIATES, INC. GA31 GARNER ASSOCIATES. INCORPORATED ARCHITECTURE AND PLANNING Harry Garner Registered Architect 4181 County Road 311 New Catle, CO 81647 970-876-0673 CELL 970-379-8345 E-mail: garner-harry@msn.com Web site: gaiassociates.com n V w I � � n � V � U H yl U ON U d n V U M U `4 U REVISIONS JOB NUMBER 1903 DATE. 07-03-19 DRAWN BY CHECKED BY SHEET N U MB ER CORNER BARS TO MATCH SIZE & LAP SPACING OF HORIZ. - - - WALL REINF. UNO. -\ A 11 0 SINGLE CORNER BARS MAYBE • 2" CLR. - TYP. USED IN WALLS @CORNER BAR I f Wit^ T1 1 A K i - 5-0" IN HEIGHT. - + 4 LAP - -- HORIZONTAL WALL REINF. (SEE DETAILS) CORNER (PLAN) INTERSECTION (PLAN) BAR SIZE LAP (CONCRETE) LAP (MASONRY) #3 THRU #6 36x BAR 0 (18" MIN.) 40x BAR 0 #7 THRU #9 40x BAR 0 48x BAR 0 #10 THRU #11 54x BAR TYPICAL CORNER AND INTERSECTION REINFORCEMENT 4d 1I2-MIN.i N D /2 D� HOOKS & BENDS LAP PER SCHEDULE 15" MIN. �1 6 BARS SHALL BE IN CONTACT & WIRED TOGETHER c1ls a f _ TYPE 'A' 135' STIRRUP & TIE HOOK TYPE 'A' HOOK LAP SPLICE GRADE BEAM STIRRUP BAR LAP SCHEDULE BAR SIZE DIA.-CONC. #3 THRU #6 44 BAR 0 #7 THRU #9 56 BAR 0 #10 THRU #11 56 BAR 0 D L2 TYP. BEND DIAMETER SCHEDULE BAR SIZE BEND DIAMETER #3 TH R U #5 D = 4d #6 THRU #8 D = 6d #9 THRU #11 D = 8d D = BEND 0, d = BAR 0 TYPICAL REINFORCEMENT DETAILS _ Is . -T- - - PLAN (2) #5 _ /1'10„ T.O.W. VARIES PER PLAN I CONIC WALL I I (2) #5 DOWELS I PER PLAN 1 I rlx\ 10" - - __CONT FTG PER PLAN x I I h< I I (2) #5 DOWELS CONT. FTG PER PLAN BEARING ON UNDISTURBED NATURAL SOIL cJ ALTERNATE STEP FOOTING DETIAL FOR SIZE & SPACING OF JOIST SEE PLAN BOUNDARY NAILING (B.N.) Q BOUNDARIES 8c CONTINUOUS PANEL EDGES INTERMEDIATE NAILING EDGE NAILING STAGGE PLYWOOD JOINT NOTES: 1. PLYWOOD TO BE INSPECTED PRIOR TO COVERING. 2. STAGGER NAILS WHEN SPACING IS 2" OR 2 1/2" o.c. 3. SEE PLYWOOD SHEATHING NOTES. SHEATHING LAYOUT PLAN SCALE: NTS 1/8" EDGE DISTANCE ALL JOINTS 3/8" MIN. EDGE DISTANCE Q ALL NAILS LONG DIMENSION OF PLYWOOD TO RUN PERPENDICULAR TO JOIST MINIMUM SHEATHING PANEL SIZE TO BE 2'-C" x 4'-0" "ZIP -STRIP" NOTESL 't 1, SLABS SHALL BE CAST IN STRIPS 15'-0" WIDE MAXIMUM WITH CONSTRUCTION JOINTS OR CONTROL - JOINTS AT A SPACING EQUAL TO THE I- STRIP WIDTH. 2 SAWCUT CONTROL JOINTS MAY BE REINFORCING PER PLAN "ZIP --STRIP" CONTROL JOINT USED IN BOTH DIRECTIONS SPACED AT 15-0" MAX. (ZIP -STRIP JOINTS MAY BE USED IN ONLY ONE DIRECTION.) 3. SAWCUT JOINTS SHALL BE MADE SAME DAY AS POUR AND AS EARLY AS POSSIBLE PRIOR TO DRYING SHRINKAGE. THE JOINT SHALL BE FLUSHED WITH WATER OR AIR PRESSURE IMMEDIATELY AFTER SAWING. 4. FINISHING OF CONCRETE SLAB SHALL BE DONE AFTER SURFACE BLEED H WATER HAS EVAPORATED. 5. MOISTEN SUB -GRADE PRIOR TO PLACING CONCRETE. REINFORCING PER PLAN 6. APPLY MEMBRANE CURING COMPOUND TO CONCRETE IMMEDIATELY AFTER SAW CUT CONTROL JOINT CONCRETE FINISHING OPERATION. TYPICAL SLAB CONTROL JOINTS TOP OF WALL (2)#5x4'-0" LONG \ 12" - �� 12„ TOP OF�N' FOOTING \"�/TT WALL 1 #5 BARS TO MATCH SPACING OF HORIZ. TOP OF FOOTING FOOTING REINF., UNO. NOTE: SEE ALSO TYPICAL 12" 712" REINFORCEMENT - DETAILS 3/S1.0 TYPICAL REINFORCEMENT AT WALL AND FOOTING STEP SEE ARCH'L. #3 NOSING - BAR TYP. 1 /2" NOSE RADIUS TYP. J / 24" LAP. SLAB PER ARCH'L #4 @ 12" o.c. EACH WAY COMPACTED FILL CONT. PER GEOTECH. P AND ENGINEER I T. TYPICAL CONCRETE STAIR (2) 2x TOP PLATES. SPLICE AS REQ'D. NAIL PER NAILING SCHEDULE SHT. S1.0 10d @ 12" o.c. STAGGER (3) 16d TO HEADER FIRE BLK'G PER BUILDING CODE �� II II - 2x CRIPPLES Q 16" o.c. 'HEADER PER PLAN OR (3) 2x10 TYP. (3) 2x6 VERTICAL AT INTERIOR NON BEARING. (1) STUD AT INTERIOR WALLS, (2) 2x TRIMMER EXT., (2) STUDS AT EXTERIOR (1) 2x TRIMMER INT. WALLS - UNLESS NOTED OTHERWISE TYPICAL HEADER FRAMING SLAB ON GRADE GENERAL NOTES 1. SLAII ON -GRADE SELECTED BY THE OWNER AT THE GROUND LEVEL HAS SOME RISK 1. DESIGN DATA: OF MOVEMENT. THE SLAB OPTION, CHOSEN AS PROVIDING SUITABLE PERFORMANCE ROOF LOAD L.L. = 40 PSF AT A REASONABLE COST, REQUIRES SUBGRADE PREPARATION OR OVER EXCAVATION FLOOR LOAD (LIGHT STORAGE) L.L. = 125 PSF AND I'LACEMENT OF STRUCTURAL FILL. REFER TO SOILS REPORT FOR SPECIFIC WIND LOAD 115 MPH (® 30 HEIGHT) EXPOSURE S REQUIREMENTS. SEISMIC DESIGN CATEGORY B 2. MOVI VENT OF THE SLAB -ON ---GRADE MAY CAUSE DAMAGE TO ANYTHING CONNECTED 2. THE FOLLOWING CODES AND EDITIONS WHERE USED: TO ji(,TH THE SLAB AND OTHER PORTIONS OF THE SUPERSTRUCTURE. ISOLATION INTERNATIONAL BUILDING CODE (2015 EDITION) DETAILS FOR PARTITION WALLS, PIPING, ETC. MAY BE REQUIRED. CONSULT THE ACI BUILDING CODE (ACI 318-14) APPROPRIATE DRAWINGS FOR INFORMATION. AISC MANUAL OF STEEL CONSTRUCTION (13TH EDITION) NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (NDS 2015) AITC TIMBER CONSTRUCTION MANUAL (5th EDITION) STRUCTURALSTEEE - SEAC SNOW LOAD PUBLICATION 1. WIDE. : LANGE SHAPES: 3. DO NOT BACKFILL AGAINST FOUNDATION WALLS UNTIL SLAB IS IN PLACE. PER ASTM SPEC. A992, Fy = 50 ksi 4. ANY CHANGES MA01 TO ANY ONE OF THESE DRAWINGS WITH OUT CONSENT OF 2. OTHI If ROLLED SHAPES AND PLATES: ODDO ENGINEERING, INC. RELIEVES ODDO ENGINEERING, INC. OF ANY LIABILITY OF PER ASTM SPEC, A36, Fy = 36 ksi THE CONSTRUCTION DOCUMENTS. 3. PIPES: 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL MEANS AND METHODS OF PER ASTM SPEC. A501, Fy = 36 ksi CONSTRUCTION INCLUDING, BUT NOT LIMITED TO SHORING, BRACING AND TEMPORARY EXCAVATION_ 4. STRUCTURAL TUBING: PER ASTM SPEC. A500, GRADE 8, Fy = 46 ksi 6. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND SITES CONDITIONS BEFORE STARTING WORK AND NOTIFY THE ARCHITECT AND ENGINEER 5. ANCHOR BOLTS: IMMEDIATELY OF ANY DISCREPANCIES. DO NOT SCALE DRAWINGS, PER ASTM SPEC. A307 7. ALL OMISSIONS AND CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING 6. BOLf l WOOD CONNECTIONS: DRAWINGS AND/OR SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE PER ASTM SPEC. A307 ARCHITECT AND ENGINEER BEFORE PROCEEDING WITH WORK SO INVOLVED. 7. BOLI`: AT STEEL CONNECTIONS: 8, RESOLVE ANY CONFLICTS ON THE DRAWINGS WITH THE ARCHITECT AND ENGINEER PER ASTM SPEC. A325 BEFORE PROCEEDING WITH CONSTRUCTION. 8, BOLi HOLES 1/16" GREATER THAN BOLT SIZE EXCEPT FOR ANCHOR BOLT WHICH 9- COORDINATE ALL OPENINGS THROUGH FLOORS, WALLS AND ROOF WITH THE ARE 3/16" GREATER THAN BOLT SIZE UNLESS NOTED OTHERWISE. APPROPRIATE TRADES. NOTIFY ENGINEER IF ANY OPENINGS ARE TO BE CUT IN STRUCTURAL COMPONENTS, 9. DETAILING: PER AISC STRUCTURAL DETAILING 10. PROVIDE ASPHALTIC MASTIC -COATING ON ALL STEEL AND WOOD EXPOSED TO THE EARTH, 10, SUBMIT SHOP DRAWINGS TO ARCHITECT FOR REVIEW BY ENGINEER PRIOR TO FABRICATION. THE SHOP DRAWINGS DO NOT REPLACE THE ORIGINAL CONTRACT 11. PROVIDE A36 ALLTHREAD RODS FOR EPDXY ANCHORS. DRAWINGS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO MAKE SURE ITEMS ARE CONSTRUCTED PER ORIGINAL DRAWINGS. 12, INJECTION ADHESIVE SHALL BE HIT RE 500 AS FURNISHED BY HILT I INC. OR APPROVED EQUAL. 11. FABRICATION AND ERECTION: PER AISC MANUAL OF STEEL CONSTRUCTION f(,6, lcj, �df FOUNDATION AND EARTHWORK 12. WELDING PER STANDARDS OF AMERICAN WELDING SOCIETY. ELECTRODES AWS A 5.1 E--70 SERIES. SHOP AND FIELD WELDING SHALL BE PERFORMED BY WELDERS HAVE 1. FOUNDATION DESIGN IS BASED ON SOILS REPORT BY: EVIDENCE OF PASSING THE AMERICAN WELDING SOCIETY STANDARD QUALIFICATIONS HP-KUMAR PROJECT NO. 17-7-858, DATED TEST AS DETAILED IN AWS D1.1. ALLOWABLE BEARING PRESSURE: 2,000 PSF LATERAL EARTH PRESSURE: 40 PCF 13. COPES, BLOCK AND CUTS: ALL RE-ENTRANT CORNERS SHALL BE SHAPED NOTCH -FREE TO A RADIUS 2. THE CONTRACTOR SHALL REVIEW THE SOILS REPORT AND FOLLOW ALL OF AT LEAST 1/2". RECOMMENDATIONS THEREIN, FOUNDATION DESIGN ASSUMES THAT ALL RECOMMENDATIONS IN THE SOILS REPORT WILL BE IMPLEMENTED. 14. PAIN! ALL STRUCTURAL STEEL WITH ONE SHOP COAT PRIMER OVER CLEAN METAL 3, CONTRACTOR TO PROVIDE, AT HIS EXPENSE, FIELD DENSITY TEST ON COMPACTED FILL UNDER FOOTINGS AND INTERIOR SLABS -ON -GRADE, A MINIMUM OF 1 REPRESENTATIVE TESTS SHALL BE TAKEN FOR EACH FOOTING AND SLAB -ON -GRADE. STRUCTURAL WOOD 4. NOTIFY SOILS ENGINEER WHEN EXCAVATION IS COMPACTED SO THAT CONDITIONS MAY 1. ALL 'HOOD MEMBERS SHALL BE DOUGLAS-FIR, 19% MAX MOISTURE CONTENT MARKED BE INSPECTED PRIOR TO PLACEMENT OF ANY FILL OR CONCRETE. BY A RECOGNIZED GRADING AGENCY. 5. ALL INTERIOR NON -BEARING, NON -SHEAR WALLS SHALL HAVE RAMSET/REDHEAD 2. WOOD GRADES (UNLESS NOTED OTHERWISE): POWDER ACTUATED FASTENERS 1500, 1600 OR 1900 SERIES OR APPROVED EQUAL OPEN -HOLE SOILS REPORT AT 24" o.c., 1" MINIMUM PENETRATION. (A) FOR HORIZONTAL MEMBERS: JOIST AND RAFTERS GRADE #2 IS REQUIRED AT FOOTING 6. FINISHED EXCAVATION FOR FOUNDATION SHALL BE NEAT AND TRUE -TO -LINE WITH BEAMS AND STRINGERS GRADE #1 INSPECTION Odd PSF LEDGERS GRADE # ALL LOOSE MATERIAL AND STANDING WATER REMOVED FROM EXCAVATIONS. ..... 7. THE GROUND SURFACE SURROUNDING THE EXTERIOR OF THE BUILDING SHOULD BE (B) FOR VERTICAL MEMBERS: SLOPED TO DRAIN AWAY FROM THE FOUNDATION IN ALL DIRECTIONS. IT IS 2x4 STUDS ... CONSTRUCTION E RECOMMENDED THAT A MINIMUM SLOPE OF 12 INCHES IN THE FIRST 10 FEET IN 2x6 AND LARGER STUDS ... GRADE #2 UNPAVED AREAS, AND A MINIMUM SLOPE OF 3 INCHES IN THE FIRST 10 FEET IN POSTS AND TIMBERS .... GRADE #1 PAVED AREAS BE PROVIDED. 2x4 AND 2x6 STUDS SHALL BE FINGER JOINTED FOR VERTICAL USE ONLY. 3. CUTTING, NOTCHING OR DRILLING OF BEAMS OR JOISTS TO BE PERMITTED ONLY AS DETAILED OR APPROVED BY THE ENGINEER. CQRETE 4. UNLCSS OTHERWISE SPECIFIED, ALL NAILING SHALL CONFORM TO THE LATEST EDITION 1. CONCRETE HAS BEEN DESIGNED AND SHALL BE CONSTRUCTED IN ACCORDANCE WITH OF THE I.B.C. THE LATEST EDITIONS OF AMERICAN CONCRETE INSTITUTE BUILDING CODE ACI 318 AND SPECIFICATIONS FOR STRU TURAL CONCRETE FOR BUILDINGS ACI 301. PROVIDE 5. ALL NAILS SHALL BE STANDARD COMMON NAILS. HOT OR COLD WEATHER PROTECTION PER ACI 305 AND 306. 6. ALL BOLTS FOR WOOD CONNECTIONS SHALL BE A307, GRADE A. 2. SUBMIT MIX DESIGNS TO ARCHITECT FOR REVIEW BY ENGINEER A MINIMUM OF ONE WEEK PRIOR TO FIRST CONCRETE DELIVERY. NO ADMIXTURES CONTAINING CHLORIDE 7. ALL SILLS OR PLATES RESTING ON CONCRETE OR MASONRY SHALL BE PRESSURE SALTS .ARE PERMITTED. CONCRETE SHALL NOT BE IN CONTACT WITH ALUMINUM. TREATED DOUGLAS-FIR. 3. CEMENT TO BE MIXED PER ASTM C94. 8. ANCHOR BOLTS SHALL BE PLACED 9" FROM END OF A BOARD OR FROM A NOTCH CEMENT:►p� RED/s. AND SPACED AT INTERVALS AS NOTED. 4, �Ob ASTM C150, TYPE II, LOW ALKALI. ORi A F OO$' 9. ALL BOLT HEADS AND NUTS BEARING ON WOOD SHALL HAVE STANDARD CUT O a° t%' - WASHERS. 5. AGGREGATE: 000c a $ ;, 10, ALL BOLT HOLES IN WOOD SHALL BE DRILLED 1/32" DIAMETER LARGER THAN PER ASTM C33, MAXIMUM 1" ° 28085 BOLT DIAMETER. 6. MAXIMUM WATER/CEMENT RATIO, BY WEIGHT: y NORMAL W/c -- 0.50�o��o. 11. ALI FRAMING HARDWARE SHALL BE AS MANUFACTURED BY "SIMPSON COMPANY" ORS►bNAI. EN0NEER APPROVED EQUAL. ANY SUBSTITUTIONS WITH CUSTOM FABRICATED 7. AIR ENTRAINMENT: COr1rJECTORS SHALL. CONFORM TO SIMPSON SPECIFICATIONS INCLUDING PLATE 4.0-7.0% 06-07--2019 THICKNESS, WELDS, BEARING AREAS, SIZE AND NUMBER AND LOCATION OF NAIL/BOLT HOLES. 8. FLY ASH MAXIMUM 20% OF MASS OF CEVENTITIOUS MATERIAL 12. PROVIDE BLOCKING OR BRIDGING PER LATEST EDITION OF THE I.B.C. 9. MAXIMUM TEMPERATURE IN MIXER: 13. TOP PLATES OF ALL WOOD STUD WALLS TO BE (2) 2x #2 (SAME WIDTH AS STUDS), 90 DEGREES F UNLESS NOTED OTHERWISE, LAP 48" (MINIMUM) WITH NOT LESS THAN (6) 16d NAILS EACH LAP AND NOT MORE THAN 12" BETWEEN NAILS. 10. SLUMP: 4" t I", NO WATER SHALL BE ADDED ON SITE. 14. ADHESIVES USED FOR ANY FIELD GLUING SHALL CONFORM TO APA PERFORMANCE SPECIFICATION AFG-01. 11. MINIMUM STRENGTH: F'� = 3000 PSI AT 28 DAYS AT STEM WALLS AND FOOTINGS 15. ALI. HEADERS SHALL BE (3) 2x10 AT 2x6 STUD WALL OR (2) 2x10 AT 2x4 STUD F'r = 4000 PSI AT 28 DAYS AT FLAT WORKS WALL UNLESS NOTED OTHERWISE ON PLANS. 12. CURING SHALL IMMEDIATELY FOLLOW THE FINISH OPERATION. KEEP CONCRETE 16. PROVIDE BUILT-UP WOOD COLUMNS OF (2) 2x6 AT 2x6 STUD WALL OR (2) 2x4 AT CONTINUOUSLY MOIST FOR AT LEAST 7 DAYS USING A POLYETHYLENE FILM 2x4 STUD WALL OR A MINIMUM NUMBER OF STUDS TO EQUAL SUPPORTED BEAM SECURELY HELD IN PLACE OR AN ALTERNATE METHOD APPROVED BY ARCHITECT. WIDTH UNLESS NOTED OTHERWISE ON PLANS. 13, TESTING: EMPLOY AN INDEPENDENT TESTING AGENCY ACCEPTABLE TO OWNER TO DESIGN CONCRETE MIXES AND TO PERFORM MATERIAL EVALUATION TESTS. PROVIDE 7 AND GLUE LAMINATED WOOD 28 DAYS CYLINDER TESTS. COMPLY WITH ASTM C143, C173, C31 AND C39. 1. MATERIALS, MANUFACTURE, AND QUALITY CONTROL FOR STRUCTURAL GLUED 14. GROUT UNDER COLUMN BASE PLATES ETC, WITH HIGH STRENGTH, NON -SHRINK, LAMINATED TIMBER SHALL BE IN CONFORMANCE WITH "AMERICAN LAMINATED NON-METALLIC GROUT EQUIVALENT TO MASTERFLOW NO. 713 APPLIED PER TIMBER" AND AITC 117, "DESIGN AND MANUFACTURING". MANUFACTURER'S RECOMMENDATIONS 2. MICRO -LAM (LAMINATED VENEER LUMBER) ALLOWABLE UNIT STRESSES FOR DRY CONDITION OF USE SHALL BE: REINFORCING STEEL Fh = 2600 PSI Fv = 285 PSI Fc = 750 PSI E = 1.9 x 106 PSI 3, ALI EXPOSED BEAMS SHALL CONFORM TO EXTERIOR EXPOSED CONDITION PER 1. REBARS: UNIFORM BUILDING CODE SECTION 2312.7. DEFORMED STEEL, ASTM SPEC. A615 GRADE 60, ALL REBAR BENDS TO BE MADE COLD, SHEATHING 2. CONCRETE PROTECTION: SLABS AND WALLS NOT EXPOSED TO EARTH OR WEATHER ....... 1" ROOF SHEATHING: CONCRETE DEPOSITED AGAINST EARTH WITHOUT FORMS ....... 3" PLYWOOD OR OSB SHEATHING SHALL BE APA GRADE -TRADEMARKED C-D, EXPOSURE 1, ROOF DIAPHRAGMS SHALL BE 5/8" 40/20, APA RATED SHEATHING AT SLOPING 3. CONCRETE EXPOSED TO WEATHER AFTER FORMING: ROOFS AND 3/4" 48/24 RATED SHEATHING AT FLAT ROOFS. PLACE PANEL WITH #6 REBAR AND LARGER ....... 2" CLEAR 8'--0" DIMENSION PERPENDICULAR TO THE JOIST, RAFTER OR TRUSS SPAN. END #5 REBAR AND SMALLER ....... 1 1/2" CLEAR JOINTS SHALL BE STAGGERED. ATTACH PLYWOOD AT EDGES WITH NAILS AT 6" o.c. 4. BAR LAP: AND AT INTERMEDIATE SUPPORTS WITH NAILS AT 12" o.c. USE 8d NAILS AT 5/8" CONCRETE: 40x BAR DIAMETER, 24" MINIMUM. UNLESS NOTED OTHERWISE. SEIIATHING AND 10d NAILS AT 3/4" SHEATHING. MASONRY: 45x BAR DIAMETER, 24" MINIMUM. UNLESS NOTED OTHERWISE. STAGGER SPLICES WALL `(_.Ii_EATHING: pL'rWOOD OR OSB SHEATHING SHALL BE APA GRADE -TRADEMARKED C-D, EXPOSURE 5, REINFORCING IN CONCRETE PLACED AGAINST EARTH WITHOUT FORMS IS TO BE SUPPORTED WITH APPROVED NON-METALLIC CHAIRS OR ANOTHER METHOD 1, ';HEATH ALL EXTERIOR WALLS WITH 1/2", APA RATED PLYWOOD SHEATHING, APPROVED BY THE ENGINEER. 20/0 WITH 8'-0" DIMENSION VERTICAL. BLOCK ALL EDGES. END JOINTS SHALL BE STAGGERED. STUDS SHALL BE 16" o.c. ATTACH PLYWOOD WITH 8d NAILS AT 6" 6. PLACE (2) #5 2" FROM ALL SIDES OF OPENING (8 BARS TOTAL) WITH 2'-0" o,c. AND AT INTERMEDIATE SUPPORTS WITH 8d AT 12" o.c. PROJECTION ON EACH END OF ALL WALL OPENINGS. Pi OM= NOr WO-" DATE= - CONSTRUCTION 06-01-19 STRUCTURAL GENERAL NOTES + DETAILS SCALE. Ye = r-C 1800-63Q Rudd Q 5.ALL.dwg ROOF FRAMING PLAN SCALE; 3/16" = 1'-0" 80,--0" FOUNDATION PLAN SCALE; 3/16" = 1'-D" F F " C",.'t� � 0 w TYPICAL HEADER PER 2/S4.0 0 i 0 OPEN -HOLE SOILS REPORT 15 REQUIRED AT FOOTING INSPECTION 11000 PSFN NOTES: 1. FOR HEADER SIZES NOT SHOWN SEE GENERAL NOTES AND DETAIL 2/S4.1. 2. PROVIDE BUILT-UP WOOD COLUMNS A MINIMUM NUMBER OF STUDS TO EQUAL SUPPORTED BEAM WIDTH (UNLESS NOTED OTHERWISE ON PLANS). �p0 REGI %� ao a $ v g 28085 0,C�O�b400 �O S,bNA� 06-07-2019 NOTES: 1. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS, AND SITE CONDITIONS BEFORE STARTING WORK AND NOTIFY THE ARCHITECT AND ENGINEER IMMEDIATELY OF ANY DISCREPANCIES. DO NOT SCALE DRAWINGS. 2. IF FOOTINGS ARE NOT BEARING ON UNDISTURBED NATURAL SOIL, BEARING CAPACITY SHALL BE VERIFIED BY SOILS ENGINEER WITH A COMPACTION TEST. 1 rf\r-h1r1. STEP FOOTING STEP WALL ------ 3 HANGING CONDITION - BEARING CONDITION FULL PENETRATION WELD WOOD COLUMN p (SOLID PACK -OUT EQUAL TO WIDTH OF BEAM ABOVE, UNO.) a STEEL COLUMN z 0 Q z o c� 0 Q a W w � z ]PROJECT NO: 1"-63-Q DATE CONSTRUCTION 06-07-19 1�-FI • ■PLANS SCALE. 3116' = Nr 1800-63Q Rudd Q S.ALL.dwg NOTES: 1. SEE DETAIL 4/S4.0 FOR PARAPET HEIGHTS GREATER THAN 30". 2. SEE DETAIL 5/S4.0 FOR BALLOON FRAME FRONT WALL/PARAPET OPTION. 8d t 1 /2" PLYW. 2x6 STUDS 9 16d 10d E 8d ML RIM W/ 8d DOUBLE 2x 2x6 STUDS @ 1 /2" PLYW, BEAM F 8d 8" CONC. Vs z #5 @ 16" o. c x PERFORATED DRAIN PIPE W/ FREE DRAINING GRANULAR MATERIAL SLOPED TO OUTLET. SEE SOILS REPORT (2) #5 CONT. i I DO--63� i i 06-07-19 01.0 5. ALL. dwg LL_ 1 5020 FIXED AL 5020 FLIED AIX WINDDVV 'NINDgW 4 N A4.1 � I 4 iv ot 'a 2 _ _ CONCRETE BL T ' 6A 1. 1` :3 FOR FUTURE 4 SEE TOILET PLAN AND ¢ '> DETAILS SHEET A4.2 w z X Z O 'A3.1.. OSF 1 0 t:go o �v 2 A4J.3 SEALED 4' CONCRETE - 3 Sim SLAB SEE STRUCTURAL _- ZPPPZ xZ e� 031 I 4 � � I fJ 30701NS TED STEEL OVERHEAD 7_ STEEL OVFRHEAb STEEL OVERHEAD STEEL OVERHEAD H.K 1 SECTIONAL DOOR �.A2r_ I D ED SECTIONAL DOOR SECTIONAL ODOR 3@ H I f a0 ED SECTIONAL DOOR 'JUI H. E VJI _M, F 1E LA v, ¢'i to �PAAF - I ELDED STEEL TUBE CANOPY N R C._ V E '.I N -RAMS. SEE CANOPY DETAIL c D 1. '-. E le RCil 11L 1 ER!: 1111 Illf IT A O R LIF B FLOOR PLAN RRONTSCUPPERS TO PREVENT REAR WATER DISCHARGE BEHIND 1 -- - EBUILDING 1/4' = 1'-G^ 1r YmE gCIyPER T.NpLI 072=4' CO%CRETE SPLAj& BLOGKBELOW 90T Ml EGGS OF TAPER TO BE F? F URMK M_Ar TO 1-1 T ABE`�E _VW PO'%7 OF FuTtN a107 -4'. ROUF.f•ryYP-1 PLUMBING ❑ESIGNER TC VEIOF` MAIN SIZE nr' SLOPE ROOF SI OPE RWF SLOPE ROOF SLOPE APOs :t9'fFr a� � xN'1F"r +1- 3iB'FT+/. yTp%FTµ 142 �{{ p5 �� S �a o C+ :�J yLSRR1' A. C.ARNEt 36�3 ROOF PLAN 2 ph. C X2F'VRlGFl T .'V N - (IAftV FR AS%k X IATFS. INC GA91 rI.LRr16N ti.5bfi('d ATGs. IfT_ ❑IUs]RAIFy I'I•In� Gamer RMetrd ATehaw 4N1LCw•n kurc 31l New Cre.CO Alti7 9 ga'&W6 cmu.TW-mAi Lain yFmc _ ay m z. Weft „n 30B'"T%Flk 1902 DATE DRAWN 113" L}iFCKi_ By SHEET A UNIM Ai.1 Al sy-tr PREFINISHED METAL OVERFLOW SCUPPER TO MATCH METAL '. MING {TYP 4) '. �P�R&IFINNtSHEDIDING�_ - L . ED STEEL TUBE-aANOPY _ E. SEE CME)PY DETAIL 21A4. 77 N R r il l s"'IVIRIF I L N A' g C D , FRONT ELEVATION 2t3•-0" zB'�• IL I S E P RS L NA DC IF E O E IRIIANT SCUPPERS TO PREVENT REAR DATER DISCHARGE BEHIND T E BUILDiNG _. PRE -FINISHED METAL SIDING �, PREFINISHED METAL OVERFLOW SCUP°PFR TO MATCH METAL SIDING, (TYP 4) GAI' nARNU.359S7F:IATE1. 4vi'{)FTM TED rn.. c r,rtr �nunawwiv Herr) Gm Regimered Archileci a�.Hi CbinH^ 8wd'S11 14— UAW. CO.R W47 97,W,,L•{I6.! C'F4_I-Y.e',�37914 'Wch Ilk =aiuex,a',m a L S`-0• I. T - —. lttV1SIU.•�'ti i . � JpdS'Nklht&Eli - --- DATE - -... (14-74-0 rBi 'A. DkAWN BY REAR ELE1lATipi�l cHwc�Fv.73r 2 RAEoR kid 3 2 . I C1C47'S'1NG1iP 21474- GEAR V FR AS9rM:1A1'F5.4Nt:- ?' PREFINIS HED METAL CAP MATCHING METAL SIDING FINISH ROOF PARAPET: 2X6 FRAMING @ 46"OG WIT'H 112- OSB EA SIDE. 'FJRFRIOR FACE: PRE -FINISHED METAL SIDING OVER WATER RESISTIVE BARRIER RECOMMENDED BY.MANLIF. INTERIOR FACE: MULE -HIDE TPO MEMBRANE INSTALLED PER MANUF RECOMMENDATIONS PARAPET 9RACING (@, PARAPETS MORE THAN 30- HIGH{ (SEE NOTE ABOVE AND DETAIL VA4.1 FOR PARAPETS LESS THAN Yr HIGH) (SEE STRUCTURAL DETAIL 101S4.Oj: 2X6 BRACE Q 16- OG. FKTFRIOR FACE: MULE -HIDE TPO -, - MEMBRANE INSTALLED PFR MANLIF RECOMMENDATIONS OVER 112' PLYWOOD PREFINISHED METAL END CLOSURE AND DRIP FLASHING MATCHING METAL SIDING FINISH FILL CAVITY SOLID Wi RIGID INSULATION PREFINISHED METAL GOVEH OVER DOOR FRAME MATCHING GARAGE DOOR FINISH PREFINISHED METAL GARAGE DOOR WALL SECTION 7 3/4- = 1'—V T T.O. FT 4040' RETAINING bJALL--�.^ 0 Q,-T w,R.m A. cnaa*a 30 ?3 LEFT ELEVATION 2 3tIGHT ELI=VATION /4" GA51 GARNER 35501[7.TE5. TNC P&ORArM Hwy G�+mar Re��FR;trd Arckirecl 4 A ]VC t+R=l 311 N- L'*k_ COl76,T V+1J�a MI6,-5 V A h- V L � n V ♦r w r� GG n hM �R v � � Z y y J � � J u A v ti xtrlsn]ns 01-04-23 F4tB'M1FLI�IB� 1902 DATE. 04-14-19 DRAWN TiY CFIEf KM R1 �SHFET T-a-MBER 1 2.2 (l(jP'1']ir[�77T.if11 G..GPiRY5R.A93tif.1Ai7F4. tNC PARAPET'BRAGE BEYOND VYHFRF TOP OF PARAPET 1S.30"'OR GREA7ERA9OVE ROOF (SEE STRUCTURAL) 13 GA, 15,1RNER �SSOFIATR.S, {P coRpol?" ED �ryi'h"m-0-ANJ:P-* Harry Gamer Rgmjeird A�hiw m 4AI C,—ibwl M N— L'A, CO 6:I647 C' is _I Wrh x�k' S seaucirc5.nmr BUILDING SECTION A -A 01-04-23 TOR h1�t&E3t MA2 DATE 04-14-19 BUILDING SLCTION B-B tNELVED$Y 1 /4" 3HEET.N3.1 VLMEX /k� l 3 • 1 MPVRMHT2f114-CARVF.R 4SIflC I'ATF5,1N(:. 9'X5-112')0 4' STEEL PLATE THRU BOLTED TO TRIPLE STUDS Wl (4) 112" DIA LAG BOLTS. 2X2X1l4 ANGLE X LONG WELDED TO PLATE FOR ROD ATTACHMENT. STANDARD PRE :METAL SIDING TRIM AND DRIP el-0" TO FIN FLR I�I 0 N O i w O 2-1P7X2Xl14X2" LONG STEEL ANGLE WEEDED TO STEEL TUBE WJ STEEL ROD WFL DED TO ANGLE OVERHEAD GARAGE DOOR FUTURE SJGN TO BE . :MOUNTED TO FRAME B'-0' TO FIN FLR 2"X2X114 WELDED STEEL TUBE FRAME 112" VIA STEEL ROD WELDED TO.ANGLE - SEE DETAIL'f ROOF SYSTEM: ALItF HIDE TPO MEMBRANE OVER Vr PLYWOOD DECK 2X2XI14 WELDED STEEL. TUBE VERTICAL LEG SX2X174 WELDED PLAN STEEL TUFF FRAME I�} 112n _ 1 -0" PREFP I HED METAL OVER W nowNSPOIdr PREFINISHED METAL SIDING OVERHEAD GARAGE DOOR 1l7'D" TEFL 'RODWELDED TO AN E �i LOWER END & BOLTE' END TO ANGI. EG UPPER SLOPE ROOF -! .2X2X1" WELDED STEEL 104 jFT TUBE 5X2X1, I WELDED STEEL UBE FRAME tLM- DOOR '&.FRAME SECTION 1 1-112" = 1'—D" ENTRY CANOPY AS NOTED U A STEEL ROD WELDED 'U ANGL.F Q LOWER END & IOLTED TO ANGL E @ UPPER 'ND 100F SYSTEM: MULE 141DE TPO MEMBRANEOVER IQ- PLYWOOD 2XZX114 WELDED STEEL TUBE 2-ll2if2X114X2" LONG STEEL ANGLE WELDED TO STEEL TUBE W)STEEL ROD WELDED TO ANGLE 5X2XIA WELDED STEEL TUBE FRAME ?X2X'l 4 WELDED STEEL TUBE FRAMF AG BOLT STEEL TUBE FRAME NTO DOOR HEADER W; (4).5)S' DIA X 10" LAG SCREWS Grab hays per ADA 664.5 - see Interior Flevations- Skem 3 ADA-:6D6.2 ADA. B0&? ADA FIG. 4C PLAN 6UC3, I )5 >- 4D4.2.4.1(a) I GYP BOARD - PAINTED 36' LONG 1 V2" Dfk GRAB BAR 18- LONG 1 1(2- DIA, 24'X4:6' MIRROR VERTICAL GRAB BAR PAPER TOWEL 4.2' LONG 1 'I12" DIA. DISPENSER �� /IGRABBAR f a. o •I ri I -Q T iV TOILET TISSUE DISPENSER RFP WAINSCOT W7RIM 4' RUBBER BASE INTERIOR ELEVATION 1 1 B" L ONG 1 l,2" DIA, GRAB BAR 42' LONG 1117 Dik GRAB BAR 36' LONG 1 L'Z" Dlk GRAB BAR TOILET TISSUE DISPENSER TEJ ffA"- RX:NT 2019- CARM1ER A1,19XIATF3, 11W.. Vie,! FIARNEN AM(X'1AT'Bb, 'TNWREURATED Nan'y Garner Repcreed Am-hf1w1 N81 {b �Rrnf! 3}k X—. C.a L 00 6tW. `V111.i Ei1E'i w-r au:gso."�a�a n� REVISIONS tit-04-23 lf)BT7- laER 1902 DATE CN-14-19 DRAII N M CliECKED BY STIEFTN{L\mm A4.2