HomeMy WebLinkAboutB13-0377 REV2 plans APPROVED GE N E RA L NOT E S EXTERIOR SHEATHING
RE: 1/S1.0
1. LIVE LOADS USED IN DESIGN: 9. WOOD: 2X6 TREATED PLATE
WITH 1/2"�1 ANCHOR BOLTS
A. ROOF 80 PSF A. ALL FRAMING AND TRUSS LUMBER SHALL BE DRY DOUGLAS FIR, LARCH, GRADED BY AT 3�-O�� ARCHITECTURE INTERIORS PLANNING
WESTERN WOOD PRODUCTS ASSOCIATION AND CONFORMING TO UNIFORM BUILDING Architects, PC
B. TYPICAL FLOOR 40 PSF L.L. CODE AS FOLLOWS:
25 PSF D.L. (2)-#5CONTINUOUS
C. EXTERIOR DECKS 98 PSF 2" THICK - 4" TO 6" WIDE (WALL STUD ONLY) STUD Fb = 700 PSI PO Box 7630
2" TO 4" THICK - 6" & WIDER N0. 2 Fb = 900 PSI E1VOri� Colorado 81620
D. WIND 5" THICK - 5" & WIDER N0. 1 Fb = 1350 PSI - - -III=I11=111=11 ,
1. BASIC WIND SPEED 80 MPH NOTED ALLOWABLE STRESSES ARE MINIMUMS AND FOR NONREPETITIVE USES PRIOR TO _ -111=111=11I=11I=111=11I=11I=111=1I1= TeI �970� 949-0916
= 1=111=111=111=111=111=111=111=111=111=111=111=111=1 8a
2. EXPOSURE B ALLOWABLE STRESS INCREASES. - - 1=111=111-111=111=111=111=111=111=111=111-111=111=111=111=111=111=111=111 Fax (970) 949-1017
_ _ _ _ _ - - - - - -II-1II-1II-1II-1II-1II-1IL=1II-1II-1II-1II-III-TI-III-III-III-III-III-III-11I-1II-1II-1II-III-TI�II1=1II-1 a a RE: 1/S1A =___=II-1II-1II-1I
I L=1 I I-1 I I-1 I I-1 I I-�I I-1 I I-1 I I-1 I I-1 I I-1 I I-1 I I-1 I 1=1 I I-I I 1=1 I 1=1 I 1=1 I I-I I 1=1 I 1=1 I 1=1 I I-I I I-I I 1=1 I 1=1 I I-I I 1=1 I 1=1 I 1=1 I 1=1 I 1=1 I 1=1 I 1=1 i i=���_ ' ' _
B. PROVIDE CROSS BRIDGING NOT OVER 8' ON CENTER FOR ALL 2X WOOD JOISTS AND _ - - - - - - - - - - - ------------------ - _ _ _ _ _ _=II-1II-1I I-1I I-1I I-1I I-111=11I-111- ��„. WWW.RMTarchitects.00171
-1 I I-1 I L-I I I-1 I I-1 I I-1 I L-I I I-1 I I-1 I I-1 I I-1 I I-1 I I-1 I I-1 I L-I I I-1 I I-1 I I-1 I I-1 I I-1 I I-1 I I-1 I L-I I I-1 I I-1 I I-1 I L-I I I-1 I I-1 I I-1 I 1=�"- - - _ _=I -1 I L-I I I-1 I I-1 I I-1 I I-1 I I-1 I I-1 I I-1 I I-1 I I-1 I I-1 I I-1
E. LIVE LOADS ARE REDUCED PER CODE IF APPLICABLE. 2X SOLID BLOCKING BETWEEN JOISTS AT ALL SUPPORTS AND ENDS OF CANTILEVERS. _ - - - - -
=1 I I-1 I 1-1 I I,-1 I 1=1 I i=i i i=i i i=i i i-i i i-i i i-i i i-i i i-i i i-i i i-i i i-i i i-i i i-i i i-i i i-i i i-i i�-i i i-i i i=i i i=1 I I-1 I L=1 I I-1 I 1=i i i-���- _ _ _ _ _
- 1=111=111=111=111-111=111=111=111=111=111=111=111=111=111=111=111=111=111
_ _ _ _ _ _ _ _ _ _ _ _ _ _1I I-11I-11I-1II-1I I-11I-1I I-1II-1I I-11I-1I I-1II-1I I-11I-1I I-1IL=1I I-11I-1II-1II-1I I-11I-1I1=111=111=11I-1I I-1 (10)-#5 AT 4"EACH FACE
_ -I I-1 I I-1 I I-1 I I-1 I I-1 I I-1 I I-1 I I-1 I I-1 I I-1 I I-1 I I-1 I I-1 I I-1 I 1=1 I 1=1 I 1=1 I 1=1 I 1=1 I 1=1 I 1=1 I 1=1 I 1=1 I 1=1 I 1=1 I 1=1 I 1=1 I 1=1 I 1=1 I 1=1 I 1=1 I 1=1 I 1=1 I 1=1 I 1=1 I 1.-1 I 1=I i i=���_ "'-'•�
F. POOL LOADING D.L. 100 PSF C. FASTEN ALL WOOD MEMBERS WITH COMMON NAILS ACCORDING TO THE IBC SCHEDULE -"�-111-111-111-111-111-111-111-111-111-111-111-111-111-111-111-111-111-111-111-111-111-111-111-111-111-111-111-111-111-111-111-111-111-111-111=�"- a
L.L. WAT E R 63 PC F -�i i=i i 1=1 I 1=1 I 1=1 I I-1 I 1-1 I 1=1 I I-1 I 1=1 I 1=1 I 1=i i i=i i i=i i i=i i i=i i i=i i i=i i i=i i i=i i i=i i i=i i i=i i i=i i i=i i i=i i i=i i 1=1 I 1=1 I 1=1 I I-1 I I-1 I 1=1 i i=�''- a
� � TABLE 2304-9.1 UNLESS OTHERWISE NOTED. -
2. TESTING: a
D. LAMINATED BEAMS e
A. CONTRACTOR SHALL FURNISH OR PROVIDE COORDINATION FOR TESTING AS REQUIRED 1. ALL LAMINATED MEMBERS SHAL� BE FABRICATED OF DOUGLAS FIR LARCH AT 12 °�
BY THE PROJECT SPECIFICATIONS. THE TESTING PROGRAM SHALL BE COORDINATED WITH PERCENT MOISTURE CONTENT IN ACCORDANCE WITH WCLIB. ALL SIZES SHOWN ,
ARE NET.
THE PROJECT OWNER, ARCHITECT AND STRUCTURAL ENGINEER. o
STRUCTURAL STEEL FIELD WELDING/FIELD BOLTING/SOIL BEARING CAPACITY/MOISTURE DENSITY TEST/ 2. LAMINATED MEMBER SHALL BE DETAILED AND FABRICATED IN ACCORDANCE WITH 11�-11 � 11=11
B. IN THE ABSENCE OF OTHER RE UIREMENTS, THE CONTRACTOR SHALL FURNISH THE STANDARD SPECIFICATIONS FOR THE DESIGN AND FABRICATION OF =111 ° -111 ,°
Q STRUCTURAL GLUE LAMINATED TIMBER, LATEST EDITION AS PUBLISHED BY AITC. 11=11 11=11 #4 TIES AT 5°
SPECIAL INSPECTION OF CONCRETE MIX DESIGN/COMPRESSION TESTS/CAST SPECIMENS/AIR CHECK =111 III
3. PROVIDE UNITS CONFORMING TO AITC 117, 24FV8, D.F. FOR CONTINUOUS MEMBERS 11=11 ° IIIIIII � �
AND CANTILEVERS AND 24FV4, D.F. FOR SIMPLE SUPPORT MEMBERS. MEMBERS -III-
FIELD DENSITY TO THE EXTENT NECESSARY TO ASSURE CONSTRUCTION IS IN COMPLIANCE WITH THE 1=111 ° ° IIIIIIII ° a �
CONSTRUCTION DOCUMENTS. SHALL BE DESIGNED WITH ZERO CAMBER WITH TOP SURFACE CLEARLY STAMPED -111= a �
ON EACH MEMBER. 1=111 1=111 . ■,
3. FOUNDATIONS: �������� �IIIIII �
E. PLYWOOD DECK :III-I -I I1=1 #5 AT 1'-4"HORIZONTAL
=1I_I 1=1II � a
;������� 12 Vail Road, Suite 700
A. MAXIMUM SOIL DESIGN PRESSURE 2500 PSF 'I'Illl
1. PANEL THICKNESS SHALL BE AS SHOWN ON THE DRAWING. APPLICATION SHALL BE °
IN ACCORDANCE WITH RECOMMENDATIONS OF THE AMERICAN PLYWOOD 'll-II 8 111=1 VaII, CO 81657
B. CONTRACTOR TO FOLLOW ALL RECOMMENDATIONS IN SOILS REPORT N0. 112 157A -III -III ,
ASSOCIATION. III-I
BY HP GEOTECH DATED JUNE 25, 2012. 11=11 a. °.a Tel �97�� 479-9990
2. EACH PANEL SHALL BE IDENTIFIED WITH THE GRADE-TRADEMARK OF THE =1I I FLOOR JOIST WITH =1II #6 AT 4��VERTICAL
AMERICAN PLYWOOD ASSOCIATION AND SHALL MEET THE REQUIREMENTS OF U.S. 11=11 � ° ° SOLID BLOCKING �11=11 www.triumphdev.com
C. A L L F O O T I N G B E A R I N G E L E V A T I O N S S H O W N A R E A S S U M E D. E X A C T B E A R I N G E L E V A T I O N S -I I I- -III a
SHALL BE VERIFIED IN TNE FIELD WITN ACTUAL CONDITIONS BY CONTRACTOR WITH PRODUCTS STANDARD PSI, LATEST EDITION FOR PLYWOOD. ALL PANELS WHICH '1=111 11=11 � °
HAVE ANY EDGE OR SURFACE PERMANENTLY EXPOSED TO THE WEATHER SHALL -���- o =111 a
APPROVAL OF SOILS ENGINEER AND ALL BOTTOM OF FOOTINGS SHALL BE A MINIMUM OF 1=111 a ° 11=11 a .,
48" BELOW EXTERIOR FINISH GRADE. BE OF THE EXTERIOR TYPE.
3. FOR FLOORING USE 3/4" T&G STURD-I-fL00R SHEATHING GLUED AND NAILED illlllll IIIIIIII
WITH 10D NAILS AT 6" O.C. ALONG PANEL EDGES AND AT 12" ALONG INTERMEDIATE '�IIIIII ° �IIIIII , � �� �E�
D. ALL FOOTINGS ARE TO BE PLACED ON FIRM, UNDISTURBED, NATURAL SOIL OR PROPERLY �lP .....,,,
SUPPORTS. I I 1=1 -I I 1=
COMPACTED BACKFILL, APPROVED BY THE SOILS ENGINEER. BACKFILL SHALL BE -III ° ° 1=111 � � ��'� 8 L' �' s
COMPACTED TO 95% (MINIMUM) MODIFIED PROCTOR DENSITY PER ASTM D1557 UNLESS 4. FOR ROOF USE 5/8" (40/20 SPAN RATING) EXPOSURE I SHEATHING NAILED WITN I11=11 =111=1 �ti�P\� `�.p''�
OTHERWISE RECOMMENDED IN THE SOILS REPORT. IF SOFT SPOTS ARE ENCOUNTERED 10D NAILS AT 4" O.C. ALONG PANEL EDGES AND AT 12" ALONG INTERMEDIATE -III 1=111 (.J;�. '; ;�,1
SUPPORTS. I 1=1 I a �I I I-I
REMOVE SOIL AND RECOMPACT WITH APPROVED FILL. (RE: SOIL REPORT FOR =111 III ° �V 2 (} r� �}
5. EXTERIOR WALLS SHALL HAVE ONE LAYER OF 1/2" EXPOSURE I SHEATHING II=II � 'Ill=1 a �":
DESCRIPTION OF BEARING SOIL.) � °a e,a
NAILED AT 4" O.C. ALONG PANEL EDGES. =111 =111 d
6. FLOOR AND ROOF SHEATHING SHALL BE INSTALLED WITH THE FACE GRAIN �1=111 ° 111=1 '[x-
E. CONTRACTOR SHALL BACKFILL EQUALLY ON EACH SIDE OF FOUNDATION WALLS IN 12 INCH PERPENDICULAR TO SUPPORTS WITH END JOINTS STAGGERED. IIIIIII ° RE: 1/S1.0 'Illll�� E �
MAXIMUM VERTICAL LIFTS OR AS RECOMMENDED IN THE SOILS REPORT. REFER TO SOILS _III-1 a -111 a , /. " �,,�^�,�
REPORT FOR BACKFILL MATERIAL. 7. INSTALL SUITABLE EDGE SUPPORT BY USE OF PLYCLIPS, TONGUE AND 1=111 11=11 � a 2"CLEAR .•L,��"" l
GROOVE PANELS OR SOLID WOOD BLOCKING BETWEEN SUPPORTS. -111=1 -III � \�
F. NO BACKFILLING SHALL BE PLACED AGAINST LOWER LEVEL WALLS UNTIL THE LOWER I�IIIIIII IIIII'I �
LEVEL FLOOR AND MAIN LEVEL FLOOR ARE IN PLACE AND PROPERLY ANCHORED. CONCRETE -III RE: 1/S1.0 11=111
F. WOOD DECKING SHALL BE 4" T&G WESTERN CEDAR OR REDWOOD. 111=11 m ° . III- ea.
SLABS SHALL BE PROPERLY CURED. PLANKS SHALL BE SPLICED AT CENTER OF SUPPORT MEMBERS WITH ADJACENT PLANKS -III a ° 0 1=111
11=11 =111- STAMP
G. CENTER ALL FOOTINGS UNDER WALLS, COLUMNS OR GRID LINES UNLESS SPLICED AT ALTERNATE SUPPORT MEMBERS. EACH DECK PLANK SHALL BE SLANT-NAILED -III � 1=11) °
TO THE TONGUE OF THE AD70INING COURSE WIDTH 8d NAILS AT 24" o.c. WITH ALTERNATE 11=11 ° -III-I
OTHERWISE NOTED ON PLANS. =1II RE: 1/S1.O 1=111
PLANK NAILING OFFSET 12". NAIL EACH PLANK TO EACH SUPPORT WITH (2)-16d NAILS- 1 IIIIIIII °.°a illlll'I �o '
STRAIGHT, 1 SLANTED. WOOD DECKING SHALL BE GLUED IN THE GROOVE JOINT WITH 40%
H. CONTRACTOR TO PROVIDE, AT HIS EXPENSE, FIELD DENSITY TESTS ON COMPACTED FILL IIIIIII Q a , a 'IIII�'I , �
UNDER FOOTINGS AND INTERIOR SLABS-ON-GRADE. A MINIMUM OF 2 REPRESENTATIVE GLUE COVERAGE. _ �
1=1 I I I I I-I a
TESTS SHALL BE TAKEN FOR EACH FOOTING AND SLAB ON GRADE. III-I a , ill �
G. PREFABRICATED WOOD MEMBERS SHALL BE THE TYPE NOTED ON THE DRAWINGS AND TEMPORARY SHORING a .a
1=1 I I 'I_I-I I ,
I. NOTIFY SOILS ENGINEER WHEN EXCAVATION IS COMPLETED SO THAT CONDITIONS MAY BE SHALL BE "T7I-JOIST" AS MANUFACTURED BY TRUSS JOIST CORP. :111=1 BY OTH ERS 2X6 TREATE D PLATE -�j� �
ALTERNATES SHALL BE REVIEWED BY THE ENGINEER. TO BE CONSIDERED, ALTERNATES =111 WITH 1/2��Q1 II-II
INSPECTED PRIOR TO PLACEMENT OF ANY FILL OR CONCRETE. 111=1 ° =111 -�-�-�,-
SHALL HAVE A LOAD CAPACITY IN BENDING, SHEAR, AND DEFLECTION EQUAL TO OR -III ANCHOR BOLTS 11=11 o a
GREATER THAN THE SIZE SHOWN ON THE DRAWINGS. WEB BLOCKING AND BRIDGING TO �11=11 ° AT 3'-0„ =111 aa ,� �
4. SLAB ON GRADE �IIIIII $ . . II�I'lll
BE AS REQUIRED BY THE JOIST MANUFACTURER. _ - a
A. THE PREPARATION OF THE SUBGRADE FOR THE SLAB ON GRADE SHALL BE IN STRICT II���III SLAB ON GRADE I'�'lll
H. LAMINATED VENEER LUMBER MEMBERS SHALL HAVE THE FOLLOWING STRESS -III= ° WITH W.W.F. I-III
ACCORDANCE WITH THE PROJECT SOILS REPORT REFERENCED ABOVE. THE a a �
CONTRACTOR SHALL DIRECT QUESTIONS REGARDING THE SUBGRADE PREPARATION CAPACITIES: FB = 2800 PSI, E = 2,000,000 PSI, FC = 750 PSI, FV = 285 PSI. BUILT 1=111 2" � 1`-OY =111=1 a . d ,
REQUIREMENTS TO THE GEOTECHNICAL ENGINEER. UP MEMBERS SHALL BE CONNECTED IN ACCORDANCE WITH MANUFACTURERS' RECOMMENDATIONS. Ilillll IIII'III FLOOR JOIST WITH
CONTRACTOR SHALL HAVE THE OPTION OF USING 3 1/2" OR 5 1/4" WIDE MEMBERS. -111=1 8 s . '-��� SIMPSON HANGER �����' ����,�1�
1=TI -x�--x=x$-�-xa- ° x.-x-x-.-x-x- �I I I-I
B. MOVEMENT OF THE SLAB ON GRADE MAY CAUSE DAMAGE TO ANYTHING CONNECTED TO :III-I ° a a � a m � a (2)-#5 -��� a En��n��r�,Inc.
BOTH THE SLAB AND OTHER PORTIONS OF THE SUPERSTRUCTURE. ISOLATION DETAILS 10. NON-STRUCTURAL ELEMENTS: =III o, o o, o, o o, o, o ���-� , .
111=1 0 0 00� o•o 00 0 0•0 00 0 0•0 00� o•o 00� o•o 00 0 0•0 00 0 0•0 00� o•o o• . -�II �t�uctura� �.n ii�e�rs
FOR PARTITION WALLS, BASEBOARDS, PIPING AND OTHER ITEMS MAY BE REQUIRED. -111 .Oo°o0�'Oo°e���'Oo°e0�'Oo°o0�'Oo°o���'Oo°e��'Oo°e0�'Oo°o0��'Oo°o '11-11 �
REFER TO THE APPROPRIATE DRAWINGS OR CONSULT WITH THE RESPONSIBLE MEMBER A. ELEMENTS SUCH AS NON-BEARING PARTITIONS ETC. ATTACHED TO AND OR SUPPORTED �II-11 =111�1I`�II-�II-1II-111-11�-1�-111�11`ZII-TII-III-111-III-1�-111�1I`lII-TII-111-111-I11 -111 a Vail+l)c�ix•c�e
� � � II-111-111-111-111-111-111-111-111-111-111-11L-111-111-111-111-111-111-�11-111.-111=111-11L-II IL-II 2X12 LEDGER WITH 3/4"Q1 EXPANSION
OF THE DESIGN TEAM PRIOR TO CONNECTING ITEMS TO BOTH THE SLAB ON GRADE AND BY THE STRUCTURE SHALL TAKE INTO ACCOUNT DEFLECTIONS AND OTHER STRUCTURAL I-II III=111=111=II1=11I=1I1=111=111=111�II=11I=1I1=111=1I1=111=III=111=��� '-"'-111=��I., o III
-1II a. a �
_ = a
OTHER PORTIONS OF THE SUPERSTRUCTURE. MOVEMENTS. i III � � II-I11=��'-"'-' '-' - - - - --"'_�"-"'-"'-"'_ ' ° ° II-II a° a BOLTS AT 1�-O'STAGGERED WITH 5�
11=1I ='' =11I EMBEDMENT.TYP.AT FOUNDATION
=1II- a II-III WALL U.N.O. �
5. CONCRETE: B. FIRE PROTECTION FOR ALL STRUCTURAL PARTS SHALL BE PROVIDED AND SHALL MEET '1=111 , (11=
-III- ° a 1=111
ALL CODE REQUIREMENTS FOR THE TYPE OF CONSTRUCTION SPECIFIED BY THE I-III =111= ° a° a �
A. ALL CAST-IN-PLACE CONCRETE SNALL BE MADE WITH TYPE I/II PORTLAND CEMENT, STONE ARCHITECTURAL DRAWIN6S. STRUCTURAL STEEL MEMBERS SHALL BE CONSIDERED =111=1 ° 1=111 ��
AGGREGATE AND SNALL SATISFY THE FOLLOWING REQUIREMENTS: UNRESTRAINED UNLESS OTHERWISE NOTED. 1=111 s a, =111=1
:111=1 1=11I TEMPORARY SHORING �
CONCRETE ITEM F'C MIX TYPE MAX W/C RATIO % AIR REQ. 11. GENERAL: lilllll � � a,. a ° illlllll BYOTHERS a a �
FOOTING 3000 psi STD --- --- A. ENGINEER'S ACCEPTANCE MUST BE SECURED FOR ALL STRUCTURAL SUBSTITUTIONS. l i llll l l III I I II �
FOUNDATION WALLS 3000 psi STD --- --- !IIIIII °- ��IIIIII °a` �
I N T E R I O R S L A B S O N G R A D E 3 0 0 0 psi S T D 0.5 0 --- B. VERIFY ALL OPENINGS THROUGH FLOORS, ROOF AND WALLS WITH MECHANICAL AND 11=11 °� -I I I � �
EXTERIOR CONCRETE (*) 4500 psi STD 0.45 --- ELECTRICAL CONTRACTORS. VERIFICATION OF LOCATIONS, SIZES, LINTELS, AN� =111 #5 AT 1'-4° 11=11
11=111 _ - a: -III , �
REQUIRED CONNECTIONS ARE CONTRACTOR'S COMPLETE RESPONSIBILITY. 111= ° ° EAC H WAY 11=11
* MAXIMUM SLUMP SHALL NOT EXCEED 4" I=1II � -111 2" °l�-O°
C. PRIOR TO INSTALLATION OF MECHANICAL AND ELECTRICAL EQUIPMENT OR OTHER �IIIIIII a� a Iillllll a Q . �
ITEMS TO BE ATTACHED TO THE STRUCTURE, ENGINEER'S APPROVAL OF CONNECTIONS �IIIIIII i l l llll ^
B. IF CONCRETE SUPPLIER PROPOSES USE OF FLYASH HE SHALL PROVIDE OWNER WITH AND SUPPORTS SHALL BE OBTAINED. UNLESS SPECIFICALLY DETAILED ON � 1
LETTER INDICATING COST REDUCTION AT TIME OF BID. THE MODULUS OF ELASTICITY OF ARCHITECTURAL AND STRUCTURAL DRAWINGS, RESPECTIVE SUBCONTRACTOR IIIIII' a illlllll a . v
ALL CONCRETE SHALL EXCEED WC1.5 33 F'C (OR 57,000 F'C NORMAL WEIGHT SHALL FURNISH ALL HANGERS, CONNECTIONS, ETC., REQUIRED FOR INSTALLATION OF IIII��II � !IIIIIII a
CONCRETE). HIS ITEMS. 11=11 �.III �
=1 I I I I 1=1 ^y
FLOOR SLABS ON GRADE MAY BE POURED IN CHECKER PATTERN, AVOIDING RE-ENTRANT D. PROVIDE AlL EMBEDDED ITEMS IN STRUCTURE AS NOTED ON ARCHITECTURAL, IIIIIII RE:PLAN ° �� � IIIIIII � .Q a �
CORNERS, WITH CONSTRUCTION JOINTS LOCATED UNDER PARTITIONS WHERE PRACTICAL MECHANICAI ELECTRICAL AND STRUCTURAL DRAWINGS. MISCELLANEOUS 11=111 ° -III o a
AND WITH NO DIMENSION EXCEEDING 15 FEET OR TOTAL AREA OF 225 SQUARE FEET. EMBEDDED ITEMS AND ANCHOR BOLTS SHALL BE FURNISHED BY STEEL SUPPLIER =111= 'I1=11 , �
AT LEAST 48 HOURS SHALL ELAPSE BEFORE POURING ADJACENT SECTIONS. AND INSTALLED BY CONCRETE CONTRACTOR. STEEL SHALL FULFILL ASTM A36. IIIIIII) � q a. ° �IIIIII �
1=111 RE: 1/S 1.0 a -I I I a �
=1 I 1=1 I 1=1 I �
D. SLABS, TOPPING, FOOTINGS, BEAMS AND WALLS SHALL NOT HAVE JOINTS IN A E. PROVIDE ASPHALTIC MASTIC-COATING ON ALL STEEL AND WOOD EXPOSED TO THE EARTH. j=�j� a a ° 1'-6�� ° . III I�1
HORIZONTAL PLANE. ANY STOP IN CONCRETE WORK MUST BE MADE AT THIRD POINT OF �III'�II #5 AT 1'-0" a ° x IIIIIIII ^
SPAN WITH VERTICAL BULKHEADS AND HORIZONTAL SHEAR KEYS UNLESS OTHERWISE F. SUBMIT SHOP AND ERECTION DRAWINGS TO ENGINEER FOR REVIEW OF ALL CONCRETE v ���
I I I-1I •,. o, 1=1I I T^
SHOWN. ALL CONSTRUCTION JOINTS SHALL BE AS DETAILED OR AS REVIEWED BY THE REINFORCING, STRUCTURAL STEEL, LAMINATED WOOD FRAMING MEMBERS, WOOD JOISTS - a •�o�° =111=
ENGINEER. 11=11 o e o- a �a a a o a a �� o°e�� 1=111 a a oa a � V1
AND HEAVY TIMBER FRAMING MEMBERS. THE MANUFACTURING OR FABRICATION OF ANY ITEMS PRIOR TO _��� a � ao ° a a�. a a` a a g . =111=1
WRITTEN REVIEW OF SHOP DRAWINGS WILL BE ENTIRELY AT THE RISK OF THE CONTRACTOR. 11=11 a a � ° o - ° � 1=111 f�
E. ALL CONCRETE WORK AND REINFORCEMENT DETAILING SNALL BE IN ACCORDANCE WITH =111 a .a �- ° a a a . e ° ° ° o �IIIIIII
II_III ° - �
ACI BUILDING CODE 318 LATEST EDITION, UNLESS NOTED OTHERWISE. USE STANDARD G. WATERPROOFING, VAPOR BARRIERS, WATERSTOP, ETC., SHALL BE AS SHOWN � _���_ � a � a ; o ; : a ° ° a . _ illl-1 2" a� '
HOOKS FOR DOWELS UNLESS OTHERWISE NOTED. ALL EXPOSED EDGES OF CONCRETE ON THE ARCHITECTURAL DRAWINGS AND AS INDICATED IN THE SPECIFICATIONS. - I_III a °, . a a a a ; , , , o � ° a .� o A = (3)-#5 IIIIIII � CLEA �
WORK SHALL HAVE 3/4 INCH CHAMFER. ° a ° , o
� ������� a a °. ' � �d ° d .n � ' - � . . a � .- d o � �-��� a - I-I -��� � .
N. ALL MASONRY AND STONE VENEERS SHALL BE ATTACHED TO INTERIOR AND EXTERIOR =11L=1 °. a° a a ' d � ° -° e � III- =111=111= �III�III
�
aa i�=�Ti=i #6 AT 4"X 6'-0"
6. REINFORCEMENT: W A L L S A S S P E C I F I E D I N S E C T I O N 1 4 0 5 O f T H E I N T E R N A T I O N A L B U I L D I N G C O D E. I-III a ° a a ° e � a d ° a a , m a Q 1=111 - �
:l l l-I o 'a a a o a a �I I II II I II I I I I 9 �
A. ALL REINFORCING SHALL BE HIGH-STRENGTH DEFORMED BARS CONFORMING TO ASTM ________=I ___________________________________________ a ° III- II-11 °
A 61 RADE EXCEPT TIE TIRRUP AND PLATE AN H R WHI H HALL BE
_I I I_I I I-1 I I-1 I I-1 I I_I I I-1 I I-1 I I-1 I I-1 I I-1 I I-1 I I-1 I I-1 I I-1 I I-1 I I-1 I I_I I I-1 I I-1 I I-1 I I_I I I-1 I I-1 I I-1 I I-1 I I_I I I-1 I i-1 I I-1 I I-1 I I-1 I I-1 I I-1 I I-1 I I-1 I I-1 I I_I I I-1 I I-1 I I-1 I 1=1 I L-I I I I-1 I I =1 I I
5, G 60 S, S S C 0 S C 5 I. ALL DIMENSIONS ON STRUCTURAL DRAWINGS SHALL BE COORDINATED WITH AND CHECKED AGAINST ul=lil=nl=iii=ili=iil=ni=ni=ili=ln=ln=iil=li�=1ll=lii=iii=lii=ill=ui=iii=ni=iil=ni=lii=ili=iii=iii=ni=lu=iii=nl=lll=lil=lil=nl=iil=in=iii=ni=ni=ili=in=i = a a - II-111
DEFORMED BARS, ASTM DESIGNATION A615, GRADE 40 OR ASTM A 706 GRADE 60. FIELD ARCHITECTURAL DRAWINGS PRIOR TO CONSTRUCTION. NOTIFY ARCHITECT/ENGINEER IIIIIII a IIIIIII �IIIIII V/
OF ANY DISCREPANCIES. IIIIIIII oa IIIIIII =111= � ^,
B. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185 GRADE 65 AND SHALL BE LAPPED '=111 a° . 111= 1=111 • � �✓
ONE FULL MESH AT SIDE AND END SPLICES AND WIRED TOGETHER. 111=1 a a a 1=1II -III-I RE:PLAN ° RE:PLAN
7. CONTRACTOR SHALL VERIFY ALL ASSUMED EXISTING CONDITIONS. IF CONDITIONS ARE -III ` 111= 1=111 �
DIFFERENT THAN ASSUMED, NOTIFY EN6INEER. 11=11 ` a 1=111 =111=1 ° e a ` � r 1
C. POLYPROPYLENE FIBER REINFORCING SHALL HAVE FIBER LENGTH COORDINATE WITH -III- III- 1=111 a
AGGREGATE SIZE AS PER MANUFACTURER'S RECOMMENDATIONS. AMOUNT OF FIBERS 1=II1 ° a I-II1 lil l l ll #6 AT 8�� �
111= a = RE: 1/S1.0
SHALL BE A MINIMUM OF 1.5 LBS/YRD3 OF CONCRETE OR THE AMOUNT RECOMMENDED I-III � , a 1=111 111=1 ^,
BY THE MANUFACTURER WHICHEVER IS GREATER. 111=1 111= -III #5 AT 1�-O�� , a .. W
1=1 I I 1=1 I I �I_I=1 I � x�x a x'�x-x ° x�x ^�
:I I 1=1 I I 1= -I I I �
D. REINFORCEMENT PROTECTION: � =111 a a ° I=III 11=11 � ° a °. a o, .o
, � o a. 0•e oo a 0 e Oo �
� I 1=1 I I I 1= =1 I I
1. CONCRETE POURED A6AINST EARTH 3" -I I I ° I-I II 11=11 a e _°' ° � a oa ° d ,Oo°sO�OOo°e
2. CONCRETE POURED IN FORMS (EXPOSED TO WEATHER OR EARTH) 2" �I-III ° a. III= -III a a a a ° II�II�-IIII�-II�
I I I- a 1=1 I I I 1=1 I I 1=1 I I�I I I-���-
I,-I I I � 111= -111= a a ° a .o a a 11=11
E. REINFORCEMENT PLACEMENT AND TOLERANCES SHALL BE IN ACCORDANCE WITH III-1 � a a I-111 I-111 a . a ae ,4 a °d °.. a a ° a �IIIIII^Ti= �
=I11 � 111= II1= a ° � , a III_ �"�
SECTIONS 7.5, 7.6 AND 7 J OF ACI 318, LATEST EDITION. - ° ° - oO° a� aa�. � a 1=11I�
II-lI 1=1II 1=1II _ s ° a ° II1- �
-���- 9 � ���- -���-� . a ' . �a . .a ,. . . . a . 8 a . .. d '. 'Q' . . a -. �-���:
F. NO SPLICES OF REINFORCEMENT SHALL BE MADE EXCEPT AS DETAILED OR AUTHORIZED 1=11I 1=1II 1=1II < � e' a a a '^
=1I I-I � I I1= =1I1=1 � .a a a° I I1= �
BY THE STRUCTURAL ENGINEER. LAP SPLICES, WHERE PERMITTED, SHALL BE A MINIMUM �=111 a a � 1=111 I,III o ° ° ° ' a a ° a ° 1=11f �'�1
OF 48 BAR DIAMETERS FOR #6 BARS AND SMALLER AND SHALL BE A MINIMUM OF 80 BAR 111=1 111= �III-I ° ° a ° a ° a a 111= O
DIAMETERS FOR #7 AND #8 REINFORCEMENT UNLESS OTHERWISE NOTED. MAKE ALL =111 a o I-111 =111 _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ a d 1=111
��_�� � n � ���_ ���_�_---__I I -- � ------ ----------- -------_ ---- �. -a . a ���_. �
BARS CONTINUOUS AROUND CORNERS. - =111-111-111-111-111-111-111-111-11L-III-111-111-111-111-111-111-11L-II-111-111-11L-III-111-111-11L-III-111-111-111-III-111-111-111-111-111-111-111-111-III-111-111-111-111 � � e I-111:
��I I I I I I � `� I I I I I I I n i-i n-i i i-i i i_n i_n�_u i_i i i-i u-n�-i i i=i i i=n i=i n=i i i_i i i_n i=i i i i i i=i i i=i i i=n i-�i i_i i i-i n_i u_i i i_i i i_n i_i i i_u i-i i i_n i-i n-i i i-i i i_n i_n�_u i_n i-i n_n i=i I 1=1 I a I I 1=, �
G. PLACE TWO #5 PER 8" THICKNESS WITH 2'-0 PROJECTION AROUND ALL OPENINGS IN ° a 1=111 -II L � 1=111:
( ) -���- _ _ _ _���_ �_��� a ���= O p
CONCRETE WALLS SLABS AND BEAMS. ALSO PROVIDE TWO #5 X 4'-0 DIAGONALLY AT =111=111=111=111-111=111=111 -III-I 1=111i ,�
EACH CORNER. � � '-��� ���=���=n�=��� ���_ '-III � III- �
1'-0" 111=1 ° 1=11_I: �
3'-0" -III � ° III- n i-�
I1=1I a � 1=1II: O
H. CONTINUOUS TOP AND BOTTOM BARS IN WALLS AND BEAMS SHALL BE SPLICED AS -III- 111= � �
FOLLOWS: TOP BARS AT MIDSPAN, BOTTOM BARS OVER SUPPORTS. 1=111 1=111i r0
#5 AT 1'-0" X _"'_' ` I I 1=
7. STRUCTURAL STEEL: IIIIIIII a ` �IIIIII: � ��
SECTION 2 �=��� ° �_��� o ~
:���-� � ���- � �
A. ALL STRUCTURAL STEEL SHALL CONFORM TO ASTM A36 EXCEPT WIDE FLANGE BEAMS �o -III I-IIII
WHICH SHALL CONFORM TO ASTM 992, (50 KSI), AND EXCEPT PIPE COLUMNS WHICH 3/4��= 1�-O�� � 'lllllll °a a a IIIIIII
SHALL CONFORM TO ASTM A53 AND TUBE COLUMNS TO ASTM A500, GRADE B, LATEST �1=111 ° III-
EDITIONS. STEEL SUPPLIER MAY PROVIDE ASTM A572, GRADE 50 AT HIS OPTION. =111= 1=111,
MISCELLANEOUS EMBEDDED ITEMS SHALL BE A36 STEEL. IIIIIIII 'llllll.
-111 �° ' 111= ISSUED FOR:
B. ALL STRUCTURAL BOLTS SHALL BE A325N INSTALLED TO A MINIMUM SNUG TIGHT 11=11 ° I-111,
CONDITION. ALL ANCHOR BOLTS SHALL CONFORM TO ASTM A307 UNLESS NOTED -III- 111= NO. D ate Rema rks
OTHERWISE. 1/2"ISOLATION IIIIIIII o °. o I��IIII
STONE VENEER JOINT �I III II� a' � a Q Q I-TI K 9-06-13 Issue for Permit
lil= 10-04-13 For Construction
C. STRUCTURAL STEEL SHALL BE DETAILED AND FABRICATED IN ACCORDANCE WITH THE SLAB-0 N-GRADE -III ° I-111
LATEST PROVISIONS OF AISC "MANUAL OF STEEL CONSTRUCTION." WITH W.W.F. II-11 111= 11-26-13 CD SCt
RE:ARCH FOR SLOPES RE:PLAN (2)-#5 = 1=11I
D. UNLESS OTHERWISE NOTED, USE STANDARD FRAMED BEAM CONNECTIONS WITH STEEL HARDSCAPE __ ° ���- 1-31-14 ASI #4
1/2"ISOLATION JOINT - - ° 1=11I
BOITS PER AISC "MANUAL OF STEEL CONSTRUCTION" TABLE II-A AND/OR AISC SIMPLE FINISH -III- - - - -111=
:I I 1=1 I 1=1 I 1=1 I 1=1 I 1=1 I 1=1 I I
SHEAR CONNECTION MANUAL WITH A325-N BOLTS OR WELDED EQUIVALENT. SELECT '-ili ili-iTi=iii-ili iii=
CONNECTION TO SUPPORT 60% THE TOTAL UNIFORM LOAD CAPACITY FOR EACH GIVEN PATIO RE:ARCH. 1'-O��
BEAM AND SPAN FOR NON-COMPOSITE MEMBERS. STEEL SUPPLIER MAY SUBMIT �x�x��-x -x-x S E CT I 0 N 1
ALTERNATE CONNECTION DETAILS ACCOMPANIED BY CALCULATIONS STAMPED BY THE
REGISTERED PROFESSIONAL ENGINEER RESPONSIBLE FOR THE CONNECTION DESIGN °oa°o° 0•°oa o°:0•°oo°o°:0•e oa o 3/4"-1'-O��
FOR ENGINEER'S REVIEW. =111=111=111=111=111 ° O °,O,�Opa�,O,OQo�,O,�Opo�,O,�
1'-0" ° ^° '�1=1 I 1=1 I 1=1 I 1=1 I=f I I I I 1=1 -I(1=1��
a-x-x.-x��-mF -__
E. ALL WELDERS SHALL HAVE EVIDENCE OF PASSING THE AMERICAN WELDING SOQETY ° � (2)-#5 �' 111=11 III- 1=111=
STANDARD QUALIFICATIONS TESTS AS OUTLINED IN AWS-D1.1. 1/2°ISOLATION � - - - - - 0•:0 °:0•e�o°o°°0•:�0°o°°0•e�o°o CONTINUOUS �11=111=111=1° 1=111=1 =111 ��-
STEEL COLUMN =�11=111=111=111=111 0 0 0 0, -111=111=111 111=111= 1=�''
JOINT '�1=111=111=111=1 Oo.v0��0o. 4,�Oo„ O�QOo;, �� -111=111=1 a 1=111=111_I'
RE:PLAN ''�=111=111=111 a ° I-fl1-111-111=111�=1��� � '=111-111 a 111=111=111- GRAVEL BASE 3'-0"
F. MINIMUM WELDS TO BE PER AISC TABLE J2.4 BUT NOT LESS THAN 3/16" CONTINUOUS i i 'll-III-III-I 111=111=111=111=111= #5 AT 1'-6�� - ° 1=111=111=
SLAB-ON-GRADE 1=111=111=111=1�'- �'II a � 111=111-'
FILLET UNLESS OTHERWISE NOTED. i i 1��X 1�-O�� X 1�-O�� -111=111=111 -
WITH W.W.F. � � � 111=111=111=�'' VERTICAL � �_�j�- o
BASE PLATE WITH -II1=1I1=1 I-II1=1I1=1I' �II'� #5 AT 1'-6"X N
RE:PLAN i i '=1I1=1 I I -
G. FOR ALL BEAM/COLUMN OR BEAM/BEAM CONNECTIONS, PROVIDE HORIZONTAL SHORT i i (4)-3/4°[IX 10° �i�.� ° II-111=111= �
SLOTS IN CONNECTION MEMBER ONLY (WT-SECTIONS, ANGLES OR SHEAR PLATES). I i ANCHOR BOLTS = 'll� 111=111= �
RE:PLAN i i 111=111-' �
� � �' z PROJECT NO: 9156
H. STRUCTURAL STEEL SUPPLIER TO FURNISH LINTELS FOR ALL MASONRY OPENINGS PER i i 1"SHIM AND DRYPACK Z �II'� 2 1/2" �
i i GROUT � o #5 AT 1'-6",HORIZONTAL PHASE: CD
LOOSE LINTEL SCHEDULE OR AS SHOWN OTHERWISE ON STRUCTURAL DRAWINGS. ONE _
END OF THE LINTEL SHALL BE FREE TO MOVE HORIZONTALLY TO ALLOW FOR ELONGATION 2 i i 2 � � #5 AT 1'-6��X
AND SHORTENING. � � i RE:PLAN CENTERED 2-0" DRAWN BY: C7H
a x-x�x �-x �� � � -x�x��x-x-x- � CHECKEDBY: CC
I. PROVIDE TEMPORARY BRACING AND PRECAUTIONS NECESSARY TO WITHSTAND ALL ° a. i i . ° a a aa a RE:3/S1.0 a 6��
CONSTRUCTION AND/OR WIND LOADS UNTIL ALL FIELD CONNECTIONS ARE COMPLETED :0•v000°:0• a a •°o°°0•eoae°
AND PERMANENT LATERAL SYSTEMS AND DECKS ARE IN PLACE. ;Oo O,OOo. °� ° ° ;,vO,�Opao,O,� a
a : ° •
° - Foundatlon
J. STEEL FABRICATOR SHALL NOT RECEIVE ADDITIONAL COMPENSATION FOR SHOP Q a � ° ° 4 a � � �° � a
DRAWING TIME FOR ANY REVISIONS TO ERECTION DRAWINGS NOR FOR ANY REVISIONS a ,a , a � . °a a IIIII ° I � �2�-#5 - a � . �° �
TO PIECE DRAWINGS PRIOR TO ENGINEER'S APPROVAL OF ERECTION DRAWINGS. w � -I - - I=I CO NTIN UO US � � S e c ti o n s an d
� -i i ° a ° a i i_ =Ii-i i r =i i i-i i i_ � � --- - �_! �2�-#5
i-u i-i i i i i u i -1 I I a �
8. NON-SHRINK GROUT: ��II11-111= =1�I=111II�� RE:PLAN _� _ - �-� CONTINUOUS
� r i i i _ � T i�� =1 I I-I I 1= =1 I I-I I 1=
r' � �, � �_���_�� RE:PLAN ��_���_� General Notes
A. NON-SHRINK GROUT SHALL BE PROVIDED: RE:�LAN v
1. BETWEEN COLUMN BASES AND CONCRETE SUPPORTS. SHEET NAME
2. BETWEEN BEAMS OR BEAM BEARING PLATES AND CONCRETE RE: PLAN S E CT I 0 N 5 S E CT I 0 N 4 S E CT I 0 N 3
SUPPORTS.
3. GROUT SHALL BE COMPLETE AND HAVE A MINIMUM COMPRESSIVE STRENGTH OF
6000 PSI PRIOR TO ADDING BUILDING LOADS ABOVE. 3/4"=1'-0° 3/4"=1'-0° 3/4"=1'-0��
•
SHEET NUMBER
DRIVE WAY
RAILING STONE VENEER
RE:ARCH. (2)-#5 CONTINUOUS ARCHITECTURE INTERIORS PLANNING
L5X5X1/4X6"WITH Architects, pC
(2)-1/2"f�X 5"H.A.S.
PO Box 7630
� _ _�_x Avon, Colorado 81620
O °° o0 o O° °�o Q000 o Ooo�o�C ax (970) 949-1017
1=PI1-1II-I11-� =1�� O - - - -I1=1I1=I I I=11 ° www.RMTarchitects.com
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1=1 I 1=1 I 1=1 I 1=1�' _ -I 1=1 I 1=1 I 1=1 I 1=1 I 1=1 I 1=1 I 1=1 I 1=1 I_I-
1I1=1I1=1II-�' =1I1=1I1=1I1=1I1=1I1=1I1=1I1=1I1=1I1=1I1=1I1=1I1=1II-I �8"
a I-1I 1=1I1=1 I' #5 AT 1'-4"X ° _ _ _ _ _ - - 1=1 I 1=1 I 1=1I 1=1I 1=1 I 1=1 I 1=1I 1=1 I 1=1 I 1=1I 1=1I 1=1 I 1=1 I I-1I 1=1I 1=1 I 1=1 I 1=1 I I
I I1=1I1=1I1= N ° ______________I I I-1I I-1I I-1I I-1I I-1I I-1I I-1I I-1I I-1I I-1I I-1I I-1I I-1I I-1I I-1I I-1I I-1I I-1I I-1I I-1I I-1I I-1I I-1I I�I I I�„I I1-1I I-� (8)-#5 AT 4"EACH FACE
__- � _ _ -I I-1 I I-1 I I-1 I I-1 I I-1 I I-1 I I-1 I I-1 I I-1 I I-1 I I-1 I I-1 I I-1 I I-1 I I-1 I I-1 I I-1 I I-1 I I-1 I I-I I I-1 I I-I I I-I I I-I I I-I I I-I I I-I I I-I I I-I I I-I I I-I I I-I I I-I I I-I I I-I I 1-1 I 1=I i i i�
Q I-1 I I-I I 1= -"�-1 I 1=1 I 1=1 I 1=1 I I-1 I I-1 I I-1 I I-1 I I-1 I 1=1 I 1=1 I 1=1 I 1=1 I 1=1 I 1=1 I 1=1 I 1=1 I 1=1 I 1=1 I 1=1 I 1=1 I 1=1 I 1=1 I 1=1 I 1=1 I 1=1 I 1=1 I 1=1 I 1=1 I I-1 I I-1 I I-1 I I-1 I 1=1 I 1=1 I 1=�" -
I I I i I I I-' STONE VENEER -���=i i i=iTi=1 I 1=1 I1=1 I I.-1I 1=1 I 1=1 I i=Ti=i i i=i i i=i i i=i i i=i i i=i i i=i i�=i i i=i i i=i i i=i i i=�i i=i i i=i i i=i��=i i i=i i i=iTi=1 I 1=1 I 1-1I 1=1 I1=i i i="'
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STONE VENEER ° ° oa ,��IIIII
RE:ARCH e ��III�� 12 Vail Road, Suite 700
O ` �°� Vail, CO 81657
II�I�II
-�!�— Tel (970) 479-9990
#5 AT 1'-0"VERTICAL � �I I II I_I
�_��� ��a ; www.triumphdev.com
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TOP OF WALL BY 111=111=111-I 111=1 SIMPSON HANGER
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TOP OF WALL BY i I� � RE:2/S1.1 ° II_IIIII I a �a _��
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- - - - - �
� i°' S�fEP i � AND#4 TIES AT 1'-0" i i WITH(8)-#6 EACH WAY � i i ____ _ , � \ / \ i
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FOOTING � � 1 i i i i � i i � i 3 - - - � - 4 - - - � - - , �- � -� � I i� \ �
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° I _ � ► 'I � � 1 1 � � t '� I � S1.0 � � �M
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N _° I I I � ° I i i I I I i i I I 7'-0" � � i 8" i i i � STFi�T��G =-'I r � � �.I
� I I I I � � _ _ i i _ _ � � _ _ i i _ � � _ � � � � N EDGE [88'-2"] STEP STEP v� STEP STEP WALL �I i� � � �
I � I I � v � � � � 16'f�SONOTUBE WITH � � � � � � (80'-0") ' (80'-0") „ � � � �
_ � � � � � (6)-#5 VERTICAL AND � 3�-0�� �
I � � ! STEP � � �
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i �
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( � - -r - �- -- - - - - - - - - - � � ° ��
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� � � 16"WIDE X 24"DEEP CONC ETE�� � � WALL i
� SEE NOTE 17 - � i GRADE � T [87'-8"] 88'-2" [88'}2"] [87'-8"] � =� � WALL WALL I � �
� Q i I � � BEAM WITH 6-#6 TOP AN BOTTOM � � � � STEP � �'-3112"i FOOTING �i i I - � I �'' � � � STEP STEP J i�
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i � �' r' `� i' �I
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g - - - - - � � WALL WALL II I � � ``' � �
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� ISSUED FOR:
6'-2" ' 45'-7" 19'-3° 14'-0" 10'-10" 14'-01/4" 19'-4"
, � � � No. Date Remarks
5'-8" 6'-2 3/8" 2'-6 5/ " 1'-8" 23'-101/4" � 17'-10 314" 18'-4" � 12'-11 1/4" � 13'-8 3l4" � 13'-8 314" � 17'-9114" 1'-4"
K 9-06-13 Issue for Permit
16'-4" � � , 41'-6" 76'-6" � 10-04-13 For Construction
� � � � 11-26-13 CD Set
1-31-14 ASI #4
U T S. 4 S. 2 S Q 0 N L J H G �
FOUNDATION PLAN �
3/16"=1'-0"
FOUNDATION NOTES: NOTE:
1. DATUM ELEVATION 100'-0"EQUALS FIRST LEVEL FLOOR SHEATHING 10. PLACE SLAB ON GRADE ON STRUCTURAL COMPACTED FILL OR 1. BUILDING CODE USE IRC 2012.
ELEVATION. NATURAL GRADE AS OUTLINED IN SOILS REPORT.
2. SPECIAL INSPECTION REQUIREMENTS TO BE PERORMED PERIODICALLY FOR SHORWG WALL. PROJECT NO: 9156
2. [XXX'-X"]INDICATES TOP OF FOUNDATION WALL ELEVATION. 11. UNLESS OTHERWISE NOTED-ALL SLAB ON GRADES ARE 4"THICK PHASE: CD
WITH 6X6 W2.1 X W2.1 WELDED WIRE FABRIC. A. VERIFY ELEMENT MATERIALS,SIZES AND LENGTHS COMPLY WITH THE REQUIREMENTS.
3. (XXX'-X")INDICATES TOP OF FOOTING ELEVATION. DRAWN BY: C7H
12. PROVIDE CONTROL JOINTS OR CONSTRUCTION JOINTS AS SHOWN B. OBSERVE DRILLING OPERATIONS AND MAINTAIN COMPLETE AND ACCURATE RECORDS
4. {XXX'-X"}INDICATES TOP OF BRICK LEDGE ELEVATION. ON FOUNDATION PLAN. MAXIMUM SIZE OF EACH AREA SHALL NOT FOR EACH ELEMENT. CHECKED BY: CC
EXCEED 225 FT 2.
5. CONTRACTOR SHALL FOLLOW ALL REQUIREMENTS LISTED IN SOILS
REPORT. 13. CONTRACTOR TO COORDINATE ALL DIMENSIONS AND DETAILS
WITH ARCHITECTURAL DRAWINGS.
6. CONTRACTOR SHALL PLACE(3)-#5 VERTICALLY FULL HEIGHT OF .
WALL AT HIGH SIDE OF ALL WALL STEPS HIGHER THAN 4'-0"IN 14. CENTER FOOTINGS UNDER WALLS AND COLUMNS UNLESS F oundatlon
ADDITION TO WALL REINFORCEMENT SHOWN OTHERWISE. DIMENSIONED OTHERWISE ON FOUNDATION PLAN.
7. ALL FOOTINGS IN CRAWLSPACES SHALL BE BACK FILLED WITH 15. REFER TO ARCHITECTURAL DRAWINGS FOR STAIR FRAMING DETAILS Plan
COMPACTED STRUCTURAL FILL TO THE TOP OF THE FOOTING AND LANDING SLAB ELEVATIONS.
MINIMUM, UNLESS NOTED OTHERWISE ON PLANS OR SHOWN ON SHEET NAME
SECTIONS. 16. ALL SITE WALLS NOT SHOWN ON THIS PLAN SHALL BE BUILT PER
ARCHITECTURAL LANDSCAPE PLANS,DETAILS AND ELEVATIONS.
8. FLOOR ELEVATIONS SHOWN ARE AT TOP OF SLAB OR AT TOP OF SITE WALLS SHALL NOT BE CONNECTED TO THE BUILDING UNLESS
PLYWOOD FLOOR SHEATHING. NOTED OTHERWISE.
9. FOOTING ELEVATIONS SHOWN ARE MAXIMUMS AND MAY NEED TO 17. � INDICATES 12"X 16"PILASTER UNDER BEAM.
BE LOWERED DUE TO SOIL CONDITIONS. VERIFY CHANGES WITH �
STRUCTURAL ENGINEER.
SHEET NUMBER
ARCHITECTURE INTERIORS PLANNING
Architects, PC
PO Box 7630
Avon, Colorado 81620
Tel (970) 949-0916
E Fax (970) 949-1017
www.RMTarchitects.com
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4.01 cF / ,� / � � � \ \ \ 4j 13:�„ � \ RiN�wq` Tel (970) 479-9990
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17'-9114" 1'-4"I / 10-04-13 For Construction
�� , 11-26-13 CD Set
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A.5
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FOUNDATION PLAN �
3/16"=1'-0"
FOUNDATION NOTES: NOTE:
1. DATUM ELEVATION 100'-0"EQUALS FIRST LEVEL FLOOR SHEATHING 10. PLACE SLAB ON GRADE ON STRUCTURAL COMPACTED FILL OR 1. BUILDING CODE USE IRC 2012.
ELEVATION. NATURAL GRADE AS OUTLINED IN SOILS REPORT.
2. SPECIAL INSPECTION REQUIREMENTS TO BE PERORMED PERIODICALLY FOR SHORING WALL. PROJECT NO: 9156
2. [XXX'-X"]INDICATES TOP OF FOUNDATION WALL ELEVATION. 11. UNLESS OTHERWISE NOTED-ALL SLAB ON GRADES ARE 4"THICK PHASE: CD
WITH 6X6 W2.1 X W2.1 WELDED WIRE FABRIC. A. VERIFY ELEMENT MATERIALS,SIZES AND LENGTHS COMPLY WITH THE REQUIREMENTS.
3. (XXX'-X")INDICATES TOP OF FOOTING ELEVATION. DRAWN BY: C7H
12. PROVIDE CONTROL JOINTS OR CONSTRUCTION JOINTS AS SHOWN B. OBSERVE DRILLING OPERATIONS AND MAINTAIN COMPLETE AND ACCURATE RECORDS
4. {XXX'-X"}INDICATES TOP OF BRICK LEDGE ELEVATfON. ON FOUNDATION PLAN. MAXIMUM SIZE OF EACH AREA SHALL NOT FOR EACH ELEMENT. CHECKED BY: CC
EXCEED 225 FT 2.
5. CONTRACTOR SHALL FOLLOW ALL REQUIREMENTS LISTED IN SOILS
REPORT. 13. CONTRACTOR TO COORDINATE ALL DIMENSIONS AND DETAILS Garage
WITH ARCHITECTURAL DRAWINGS.
6. CONTRACTOR SHALL PLACE(3)-#5 VERTICALLY FULL HEIGHT OF F oundation
WALL AT HIGH SIDE OF ALL WALL STEPS HIGHER THAN 4'-0"IN 14. CENTER FOOTINGS UNDER WALLS AND COLUMNS UNLESS
ADDITION TO WALL REINFORCEMENT SHOWN OTHERWISE. DIMENSIONED OTHERWISE ON FOUNDATION PLAN.
7. ALL FOOTINGS IN CRAWLSPACES SHALL BE BACK FILLED WITH 15. REFER TO ARCHITECTURAL DRAWINGS FOR STAIR FRAMING DETAILS Plan
COMPACTED STRUCTURAL FILL TO THE TOP OF THE FOOTING AND LANDING SLAB ELEVATIONS.
MINIMUM, UNLESS NOTED OTHERWISE ON PLANS OR SHOWN ON SHEET NAME
SECTIONS. 16. ALL SITE WALLS NOT SHOWN ON THIS PLAN SHALL BE BUILT PER
ARCHITECTURAL LANDSCAPE PLANS,DETAILS AND ELEVATIONS.
8. FLOOR ELEVATIONS SHOWN ARE AT TOP OF SLAB OR AT TOP OF SITE WALLS SHALL NOT BE CONNECTED TO THE BUILDING UNLESS
PLYWOOD FLOOR SHEATHING. NOTED OTHERWISE.
9. FOOTING ELEVATIONS SHOWN ARE MAXIMUMS AND MAY NEED TO 17. � INDICATES 12"X 16"PILASTER UNDER BEAM. •
BE LOWERED DUE TO SOIL CONDITIONS. VERIFY CHANGES WITH
STRUCTURAL ENGINEER. SHEET NUMBER
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MAIN LEVEL FRAMING PLAN � , , ' 'NT°�E°�ER ` .. x ` ° ' � " � °'
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WOOD FRAMING NOTES: Hss sx3 ��a � � ss.2 �
6 6 '�""' 7 I i 4 W10X HSS 4X4X1/4 i �
1. ALL WOOD FRAMING JOISTS SHALL BE iLEVEL BCI/5000 TYPE JOISTS CONCRETE STEPS i � � � � �,y
AS MANUFACTURED BY BOISE CORPORATION. ALTERNATES 6"MIN.WITH i i 6 i �. �
SHALL HAVE EQUAL OR GREATER CAPACITY AND SHALL BE #4 AT 1'-4"EACH WAY i HSS 4X4X1/4 � � �/�
REVIEWED BY THE ENGINEER OF RECORD. DOWEL INTO WALL i S1.2 � � i i � �/�
i i (3)-9 1/4 V � W10X15 ONLY � i n
2. "VL"INDICATES VERSA-LAM BEAMS,AS MANUFACTURED BY BOISE _ g�� � _ �
CORPORATION COMPANY. ALTERNATES SHALL HAVE THE SAME OR i i �
GREATER CAPACITY AS LISTED IN THE STRUCTURAL GENERAL NOTES. � � � � �
- - - - - - - - - - - - - - -
�
3. Q INDICATES COLUMN DOWN ONLY. MULTIPLE 2X FRAMING NOTED � ' ' UP �
ON PLANS. I
� ' . ONLY
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POOL � . ......... ......... . ......... °: i � � �I �
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4. � INDICATES COLUMN UP AND DOWN UNLESS IT BEARS ON �'•' _ �'•'• _ ��'• :::•: :•�:•._ _:.::�:•: 1� o - _ .... _ :::•: � _ .... _ .... _ ..... ...., -
- e.... ..... ..,.. .... .... • �
CONCRETE WALL OR FOOTING BELOW,OR IT IS LABELED UP ONLY. x � '� ' ' =r i
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5. < > INDICATES TOP OF BEAM ELEVATION OR PLATE HEIGHT ELEVATION. o� � �
i i BEAM I i 8 i � �y
6. CATES TOP OF STRUCTURAL FLOOR SHEATHING ELEVATION. i POCKEI� i �
� W10X45 6X12 GL 6X12 GL 6X12 GL � � �
7. HEADERS SHALL BE(3)-2X10 UNLESS NOTED OTHERWISE. ALL 10 - - - ; - -, - - - - - - - - - � - - - - - - , - - - - - - - - - - - - - - - - 10 i
� i i �
HEADERS SHALL BE BUILT OUT TO 51/2"(31/2")WIDTH BY : � ^y
ADDWG PLYWOOD SPACERS AS REQUIRED. � $ 10X10 '"'` �
i i i i �
8. ALL COLUMNS SHALL BE(3)-2X6 UNLESS NOTED OTHERWISE. g _ _ _ _ _ _ � � ���W� � �
°0 8 � 6X1 ��- � �
9. WOOD COLUMNS SHALL BE CONTINUOUS FROM FLOOR _ � i S3.2 2G� 6X12 � �I
TO FLOOR OR FLOOR TO ROOF. TRIMMERS SHALL BE ADDED TO 8 _ 7 i 53.2 i i �
NOTED COLUMN SIZES AS REQUIRED. " i
N � S1.2 10X10 � �
10. INDICATES INTERIOR BEARING WALLS. FLOOR JOISTS 7 - � - � 6X�2 �2G�' � i i i
BEARING LOCATIONS SHALL LINE UP WITH STUDS BELOW. i i G� 6X � � O
11. ALL EXTERIOR WALLS SHALL BE CONSTRUCTED USING 2X6 i i � i i � O
STUDS. REFER TO EXTERIOR WALL DETAILS FOR ADDITIONAL � � � � � Q 0
INFORMATION. EXTERIOR STUDS CAN BE SPACED 2'-0"FOR i i � �
WALLS SHORTER THAN 10'-0". STUDS SHALL BE SPACED 1'-4" i i � i FULL HEIGHT BLOCKINGi i �
FOR WALL SHORTER THAN 14'-0"AND TALLER THAN 10'-0". i UNDER FIRE PLACE i i � ` ^� p
i i � �V O
12. ALL BEAM/BEAM AND BEAM/COLUMN CONNECTIONS SHALL BE i i i I I i � �
MADE WITH SIMPSON STEEL PLATE CONNECTORS UNLESS NOTED O �
OTHERWISE. I I I � •�
13. RE: ARCHITECTURAL DRAWINGS FOR LOCATION AND SIZE OF i i � i i � � �
ROUGH OPENINGS IN WOOD STUD WALLS. ' ' � �
i
i i
14. FOR ADDITIONAL DETAILS,FLOOR DIAPHRAGM NAILING SCHEDULE i i � i i i ISSUED FOR:
AND PLYWOOD SHEAR WALL NAILING SCHEDULE SEE SHEET . 5'-8" 6'-2 3/8" 2'-6 5/�° 1'-8" 23'-10114" � 17'-10 314" 18'-4° � 12'-11 1/4" � 13'-8 3/4" � 13'-8 3/4" � 17'-91/4" 1'-4"
No. Date Remarks
15. RE:ARCHITECTURAL DRAWINGS FOR HANDRAIL AND STAIR 16'-4" � � , 41'-6" 76'-6" , K 9-06-13 Issue for Permit
FRAMING DETAILS.
� � � � 10-04-13 For Construction
16. ALL EXTERIOR WALLS SHALL HAVE CONTINUOUS STUDS FROM 11-26-13 CD Set
1-31-14 ASI #4
FLOOR TO FLOOR OR FLOOR TO ROOF(INCLUDING RAKE WALLS). U T S. 4 S. 2 S Q O N L J H G �
17. RE:SHEET FOR GENERAL NOTES.
18. - • - • - INDICATES(2)-3/4"�EXPANSION BOLTS AT 1'-0"
STAGGERED,MINIMUM 5"EMBEDMENT.
19. SEE DETAIL 12/S3.2 FOR WOOD BEAM ST STEEL BEAM CONNECTION.
JOIST SCHEDULE EMBED PLATE SCHEDULE
MARK TYPE SPACING MARK WIDTH HEIGHT THICKNESS STUDS DETAILS
� 14"BC1/50001.7 DF 1'-0" EP1 1'-6" 2'-0" 3/8" 5/8"�J X 6" 10/S3.2
PROJECT NO: 9156
�2 14"BCl/50001.7 DF 1'-4" EP2 1'-0" 1'-6" 3/8" 5/8"�i X 6" 11/S3.2 PHASE: CD
�3 (2)-11 7/8"BCl/5000 1.7 DF 1'-4" EP3 1'-2" 1'-8" 3/8" 5/8"f�X 6" 12/S3.2 DRAWN BY: C7H
�4 11 7/8"BC1/50001.7 DF 1'-4" CHECKED BY: CC
�5 91/2"BCl/5000 1.7 DF 1'-0"
�6 (2)-71/4"BC1/50001.7 DF 1'-0"
�7 71/4"VL 1'-4" Main Level
o �2,_2X,2 ,�_o�� Framing Plan
�9 2X12 1'-4" SHEET NAME
10 2X12 1'-0"
11 91/4"VL 1'-0"
•
SHEET NUMBER
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ARCHITECTURE INTERIORS PLANNING
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W 14'-5114"
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V � � \ Avon, Colorado 81620
� ' � ' Tel (970) 949-0916
s`o I � � Fax (970) 949-1017
S 3S:q„ www.RMTarchitects.com
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/ � 1. ALL WOOD FRAMING JOISTS SHALL BE iLEVEL TJI 250 TYPE JOISTS �I
� \ � , AS MANUFACTURED BY WEYERHAEUSER COMPANY. ALTERNATES �
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6. � INDICATES TOP OF STRUCTURAL FLOOR SHEATHING ELEVATION. � �
A. 5
G � 7. HEADERS SHALL BE(3)-2X10 UNLESS NOTED OTHERWISE. ALL ISSUED FOR:
HEADERS SHALL BE BUILT OUT TO 51/2"(31/2")WIDTH BY
ADDING PLYWOOD SPACERS AS REQUIRED. No. Date Remarks
K 9-06-13 Issue for Permit
8. ALL COLUMNS SHALL BE(3)-2X6 UNLESS NOTED OTHERWISE. 10-04-13 For Construction
JOIST SCHEDULE
9. WOOD COLUMNS SHALL BE CONTINUOUS FROM FLOOR 11-26-13 CD Set
MARK TYPE SPACING TO FLOOR OR FLOOR TO ROOF. TRIMMERS SHALL BE ADDED TO 1-31-14 ASI #4
NOTED COLUMN SIZES AS REQUIRED.
1� 14"BCl/5000 1.7 DF 1'-0" 10. INDICATES INTERIOR BEARING WALLS. FLOOR JOISTS
EMBED PLATE SCHEDULE BEARING LOCATIONS SHALL LINE UP WITH STUDS BELOW.
2� 14"BCl/5000 1.7 DF 1'-4"
MARK WIDTH HEIGHT THICKNESS STUDS DETAILS 11. ALL EXTERIOR WALLS SHALL BE CONSTRUCTED USING 2X6
�3 (2)-11 7/8"BC1/50001.7 DF 1'-4" STUDS. REFER TO EXTERIOR WALL DETAILS FOR ADDITIONAL
INFORMATION. EXTERIOR STUDS CAN BE SPACED 2'-0"FOR
EP1 1'-6" 2'-0" 3/8" 5/8"�J X 6" 10/S3.2 � 11 7/8"BCl/50001.7 DF 1'-4" WALLS SHORTER THAN 10'-0". STUDS SHALL BE SPACED 1'-4"
FOR WALL SHORTER THAN 14'-0"AND TALLER THAN 10'-0".
EP2 1'-0" 1'-6" 3/8" 5/8"QJ X 6" 11/S3.2 � g 1/2"BC1/50001.7 DF 1'-0"
12. ALL BEAM/BEAM AND BEAM/COLUMN CONNECTIONS SHALL BE
EP3 1'-2" 1'-8" 3/8" 5/8"f�X 6" 12/S3.2 a (2)-71/4"BCl/5000 1.7 DF 1'-0" MADE WITH SIMPSON STEEL PLATE CONNECTORS UNLESS NOTED
OTHERWISE.
a 7 1/4"VL 1'-4" 13. RE: ARCHITECTURAL DRAWINGS FOR LOCATION AND SIZE OF PROJECT NO: 9156
� (2)-2X12 1'-0" ROUGH OPENWGS IN WOOD STUD WALLS. PHASE: CD
14. FOR ADDITIONAL DETAILS,FLOOR DIAPHRAGM NAILING SCHEDULE DRAWN BY: C7H
�9 2X12 1'-4" AND PLYWOOD SHEAR WALL NAILING SCHEDULE SEE SHEET S1.0.
CHECKED BY: CC
10 2X12 1'-0" 15. RE:ARCHITECTURAL DRAWINGS FOR HANDRAIL AND STAIR
FRAMING DETAILS.
11 91/4"VL 1'-0" Upper Level
16. ALL EXTERIOR WALLS SHALL HAVE CONTINUOUS STUDS FROM
FLOOR TO FLOOR OR FLOOR TO ROOF(INCLUDING RAKE WALLS). Fl �llllllg P 1�11
17. RE:SHEET S1.0 FOR GENERAL NOTES.
SHEET NAME
•
SHEET NUMBER
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ARCHITECTURE INTERIORS PLANNING
Architects, PC
/ ��,2'�2 PO Box 7630
�' Avon, Colorado 81620
� Tel (970) 949-0916
X R Q P M L K J H Fax (970) 949-1017
' www.RMTarchitects.com
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ROOF FRAMING / UPPER LEVEL FRAMING PLAN � _ _ � _ _ � _ _ � _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ � _ _ _ , , � o 0
3/16 =1-0 7 � � i i i i � �
ROOF FRAMING NOTES: WOOD FRAMING NOTES: ' ' �
� �
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1. ROOF SHEATHING 5/8"(48/24 SPAN RATING). STAGGER PANEL END JOINTS 1. ALL WOOD FRAMING JOISTS SHALL BE iLEVEL TJI 250 TYPE JOISTS � � � � �
i �
AND FASTEN WITH 10d NAILS AT 6"MAXIMUM ALL EDGES AND 1'-0"MAXIMUM AS MANUFACTURED BY WEYERHAEUSER COMPANY. ALTERNATES ' '
OTHER SUPPORTS. SHALL HAVE EQUAL OR GREATER CAPACITY AND SHALL BE i i � i i i O �
REVIEWED BY THE ENGINEER OF RECORD. � � � � � �
2. RE:ARCHITECT FOR ROOF SLOPES AND BEARING PLATE HEIGHTS i i �
NOT NOTED. 2. "VL"INDICATES VERSA-LAM LVL BEAMS,AS MANUFACTURED BY i i i i
WEYERHAEUSER COMPANY. ALTERNATES SHALL HAVE THE SAME OR � �
i i i i
3. ALL HEADERS SHALL BE(3)-2X10 UNLESS OTHERWISE NOTED. ALL GREATER CAPACITY AS LISTED IN THE STRUCTURAL GENERAL NOTES. i i � ISSUED FOR:
HEADERS SHALL BE BUILT OUT TO 51/2"OR 3 1/2"WIDTH BY ADDING 3. ❑ INDICATES COLUMN DOWN ONLY. MULTIPLE 2X FRAMING NOTED i i � i
PLYWOOD SHIMS AS REQUIRED. ON PLANS. , � � , � � No. Date Remarks
4. ALL HEADERS LONGER THAN 6'-0"SHALL REQUIRE TWO TRIM � K 9-06-13 Issue for Permit
4. � INDICATES COLUMN UP AND DOWN UNLESS IT BEARS ON I � 10-04-13 For Construction
STUDS AND TWO KING STUDS EACH SIDE. CONCRETE WALL OR FOOTING BELOW,OR IT IS LABELED UP ONLY. � � � � �
5'-8" 6'-2 3/8" 2'-6 5/ " 1'-8" 23'-10 1/4" � 17'-10 3/4" 18'-4" � 12'-11 114" � 13'-8 314" � 13'-8 3/4" � 17'-9 1/4" 1'-4" 11-26-13 CD Set
5. ALL JOIST HANGERS SHALL BE SIMPSON LUP,WP OR LSSU TYPE 5. < > INDICATES TOP OF BEAM ELEVATION OR PLATE HEIGHT ELEVATION. ' I 1-31-14 ASI #4
UNLESS NOTED OTHERWISE. 16'-4" i 41'-6" 76'-6"
i
6. � INDICATES TOP OF STRUCTURAL FLOOR SHEATHING ELEVATION. � � � �
6. ALL BEAM TO COLUMN CONNECTIONS,BOTH TOP AND BOTTOM
SHALL USE SIMPSON PLATE CONNECTORS UNLESS NOTED
OTHERWISE ON DETAILS. 7. HEADERS SHALL BE(3)-2X10 UNLESS NOTED OTHERWISE. ALL U T S. q- S. 2 S Q O N L J H G �
HEADERS SHALL BE BUILT OUT TO 51/2"(31/2")WIDTH BY
7. ALL EXTERIOR WALLS SHALL HAVE CONTINUOUS STUDS FROM ADDING PLYWOOD SPACERS AS REQUIRED.
FLOOR TO ROOF(INCLUDING RAKE WALLS).
8. ALL COLUMNS SHALL BE(3)-2X6 UNLESS NOTED OTHERWISE.
8. ALL PREFABRICATED TRUSSES SHALL BE ALIGNED WITH WALL
STUDS BELOW. 9. WOOD COLUMNS SHALL BE CONTINUOUS FROM FLOOR
9. < >INDICATES TOP OF ROOF BEAM OR TOP OF PLATE HEIGHT. TO FLOOR OR FLOOR TO ROOF. TRIMMERS SHALL BE ADDED TO JOIST SCHEDULE
NOTED COLUMN SIZES AS REQUIRED.
10. RE:ARCHITECT FOR CHIMNEY SIZES AND LOCATIONS NOT NOTED MARK TYPE SPACING
ON STRUCTURAL PLANS. 10. INDICATES INTERIOR BEARWG WALLS. FLOOR JOISTS PROJECT NO: 9156
11. OVER FRAMING SHALL BE 2X6 MINIMUM AND SHALL BE POSTED BEARING LOCATIONS SHALL LINE UP WITH STUDS BELOW. � 14"BCl/5000 1.7 DF 1'-0" PHASE: CD
DOWN TO MAIN TRUSSES ON A GRID NOT TO EXCEED 4'-0"X 4'-0"(16 FT 2) 11. ALL EXTERIOR WALLS SHALL BE CONSTRUCTED USING 2X6
12. ALL COLUMNS SHALL BE(3)-2X6 UNLESS OTHERWISE NOTED. STUDS. REFER TO EXTERIOR WALL DETAILS FOR ADDITIONAL ❑2 14"BCl/5000 1.7 DF 1'-4" DRAWN BY: C7H
INFORMATION. EXTERIOR STUDS CAN BE SPACED 2'-0"FOR
WALLS SHORTER THAN 10'-0". STUDS SHALL BE SPACED 1'-4° a3 (2)-11 7/8"BC1/50001.7 DF 1'-4" CHECKED BY: CC
FOR WALL SHORTER THAN 14'-0"AND TALLER THAN 10'-0".
�4 11 7/8"BCl/5000 1.7 DF 1'-4"
12. ALL BEAM/BEAM AND BEAM/COLUMN CONNECTIONS SHALL BE
MADE WITH SIMPSON STEEL PLATE CONNECTORS UNLESS NOTED � 91/2"BCl/50001.7 DF 1'-0"
OTHERWISE. ROO 1
13. RE: ARCHITECTURAL DRAWINGS FOR LOCATION AND SIZE OF � (2)-7 1/4"BCl/50001.7 DF 1'-0"
ROUGH OPENINGS IN WOOD STUD WALLS. ❑ Framing Plan
7 71/4"VL 1'-4"
14. FOR ADDITIONAL DETAILS,FLOOR DIAPHRAGM NAILING SCHEDULE SHEET NAME
AND PLYWOOD SHEAR WALL NAILING SCHEDULE SEE SHEET S1.0. � (2)-2X12 1'-0"
15. RE:ARCHITECTURAL DRAWINGS FOR HANDRAIL AND STAIR 9� 2X12 1'-4"
FRAMING DETAILS.
10 2X12 1'-0"
16. ALL EXTERIOR WALLS SHALL HAVE CONTINUOUS STUDS FROM
FLOOR TO FLOOR OR FLOOR TO ROOF(INCLUDING RAKE WALLS). 11 91/4"VL 1'-0" •
17. RE:SHEET S1.0 FOR GENERAL NOTES. SHEET NUMBER
ARCHITECTURE INTERIORS PLANNING
Architects, PC
PO Box 7630
Avon, Colorado 81620
Tel (970) 949-0916
Fax (970) 949-1017
www.RMTarchitects.com
.�,.
� . .
12 Vail Road, Suite 700
Vail, CO 81657
Tel (970) 479-9990
www.triumphdev.com
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ROOF FRAMING NOTES: �
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AND FASTEN WITH 10tl NAILS AT 6"MAXIMUM ALL EDGES AND 1'-0"MAXIMUM � �
OTHER SUPPORTS.
2. RE:ARCHITECT FOR ROOF SLOPES AND BEARING PLATE HEIGHTS � O
NOT NOTED. O
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3. ALL HEADERS SHALL BE(3)-2X10 UNLESS OTHERWISE NOTED. ALL �
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JOIST SCHEDULE 5. ALL JOIST HANGERS SHALL BE SIMPSON LUP,WP OR LSSU TYPE � �
UNLESS NOTED OTHERWISE.
MARK TYPE SPACING
6. ALL BEAM TO COLUMN CONNECTIONS,BOTH TOP AND BOTTOM
1� 14"BCl/5000 1.7 DF 1'-0" SHALL USE SIMPSON PLATE CONNECTORS UNLESS NOTED ISSUED FOR:
OTHERWISE ON DETAILS.
No. Date Remarks
2� 14"BCl/5000 1.7 DF 1'-4" 7. ALL EXTERIOR WALLS SHALL HAVE CONTINUOUS STUDS FROM K 9-06-13 Issue for Permit
3� (2)-11 7/8"BC1/50001.7 DF 1'-4" FLOOR TO ROOF(INCLUDING RAKE WALLS). 10-04-13 For Construction
8. ALL PREFABRICATED TRUSSES SHALL BE ALIGNED WITH WALL 11-26-13 CD Set
4D 11 7/8"BCl/5000 1.7 DF 1'-4" STUDS BELOW. 1-31-14 ASI #4
5� 91/2"BC1/50001.7 DF 1'-0" 9• � >INDICATES TOP OF ROOF BEAM OR TOP OF PLATE HEIGHT.
6� (2)-7 1/4"BC1/50001.7 DF 1'-0" 10. RE:ARCHITECT FOR CHIMNEY SIZES AND LOCATIONS NOT NOTED
ON STRUCTURAL PLANS.
�7 71/4"VL 1'-4" 11. OVER FRAMING SHALL BE 2X6 MINIMUM AND SHALL BE POSTED
DOWN TO MAIN TRUSSES ON A GRID NOT TO EXCEED 4'-0"X 4'-0"(16 FT 2)
8� (2)-2X12 1'-0" 12. ALL COLUMNS SHALL BE(3)-2X6 UNLESS OTHERWISE NOTED.
9� 2X12 1'-4"
10 2X12 1'-0"
11 91/4"VL 1'-0"
PROJECT NO: 9156
PHASE: CD
DRAVVN BY: CJH
CHECKED BY: CC
Garage Roof
Framing Plan
SHEET NAME
•
SHEET NUMBER
1'-6"
3" 3"
CONCRETE SLAB ON METAL DECK RE:ARCH.FOR EXTERIOR FLOOR JOIST WITH SIMPSON
PATIO FINISHES TOP FLANGE HANGER ARCHITECTURE INTERIORS PLANNING
#4 AT 1'-0"EACH WAY Architects, pC
� • >�.:.,...,..:,.:•�•:.::� :,::=•:.�::��:::-.-:::.�.::..., PO Box 7630
1/2"GLASS PANEL
Avon, Colorado 81620
O O Tel (970) 949-0916
` ° Fax (970) 949-1017
�
www.RMTarchitects.com
1/2"SCREWS 2"X1"STEEL RAIL AT ENDS � 0 � DECK JOIST WITH STEEL BEAM WITH WEB
AT 2'-0" CONNECT TO CMU PILASTER
WITH L3X3X1/4 WITH 3/4"(� - SIMPSON U HANGER BLOCKING
�
EPDXY BOLT.WELD ANGLE
TO RAIL
O O STEELBEAM
SECTION 1
C° 3/4"=1'-0"
2"X 3/4"STEEL RAIL
■ �
RE:ARCH.FOR EXTERIOR ' '
PATIO FINISHES
S E CT I 0 N 10 12 Vail Road, Suite 700
1 1/2��-,�_o�� S E CT I O N 6 �a��, CO 81657
- Tel (970) 479-9990
��-o" 3l4°_ �'-o" www.triumphdev.com
2" 2„
a: . � � �,ao RF
PLATE 1/4"X 6 X 7"WITH(2)-3/4"f�THRU BOLTS Q�••''B"���
ti• �C� •��'
a a 3 DECK JOIST WITH �'UP �.•.��.�
SIMPSON U HANGER FLOOR JOIST WITH SOLID 2 Q r� �-1
r, 10X10 POST 4X10 BLOCKING ��
° O O �.'' � �
LOAD BEARING WALL � �f �
_ 4" RE:ARCH.FOR EXTERIOR � ��������1
;' PATIO FINISHES '1, �
SECTION 15 0 � � SECTION 2 � �
3/4"= 1'-0" -
CV
3/4"=1'-0"
STAMP
O O (2)-3/4"OJ X 8" �
M
LAG SCREWS
8"SNOW GUARD 3/4"ALL THREAD WITH `�'
RE:ARCH WITH WASHER AND NUT 10X10
FLOOR SHEATHING
S E CT I 0 N 11 DECK JOIST WITH ``—�"`�
4"�1 WASHER SOLID BLOCKING
3/4"�J LAG BOLT ` �
1 1/2"=1'-0"
WOOD BEAM
1'-2" � ,
1 1/2"(�PIPE RIM JOIST
3�� 3�� S E CT I 0 N 7 ����� ��v��l�
3l4"= 1'-0�� En��nc�r�,Inc.
CONCRETE EDGE St�uctura� �.n�ii�e�rs
�':v i l+1}�aix•cr
PLYWOOD AT PLATE 3/8"X 8"X 0'-8"
1 1/8"DEPTH �,- 3�PJ3PLA�TELWASHERS WITH EXTERIOR STUD WALL FLOOR JOIST RE:PLAN
WITH SHEATHING �
ROOF JOIST 3/4"PJ ALL THREAD � � SIMPSON PLATE OR ANGLE Q�
10X10 POST RE:SHEAR WALL SCHEDULE �..�
RE:PLAN WELDED TO PLATE RE:ARCH.FOR EXTERIOR �
LVL NUTS AND LOCK WASHERS PATIO FINISHES �
RE:PLAN
ASSEMBLY REQUIRED AT 16" O.C. ° °° [��
RIP AS REQUIRED TO S E CT I 0 N 3 ^
FIR BELOW SHEATHING
SECTI ON 16 3,4�'-''-°" ,�
3/4"= 1'-0" O O �
� �
�
1 1/2"GYPCRETE TOPPING � 1
`�
1"MAX. FLOOR SHEATHING �
10X10
�LINE OF 2X10 �
BEYOND �
SECTION 12 . .... .; . :. _
. ... ..
� .
. . .. . . :.. : :
. :_. , . .: ... �. , : : , v : ..
. . . �:. . ., . � ..:, �...
1 1/2"=1'-0" �
�
V �
SECTION 8 .,
3/4"= 1'-0" �
�
STEEL BEAM RE:PLAN WITH FLOOR JOIST RE:PLAN O
2X RIPPED TOP PLATE AND WITH SIMPSON ITS HANGER � �
BEAM AND HANGER A o 1/2"�BOLTS AT 2'-0"(STAGGER)
RE:PLAN � oe
STEEL BEAM 3"MIN. z a o � e � a� °.a �
�
RE:PLAN M ° ° � S E CT I 0 N 4 G,
o �a a a • � �
• a.a 3/4"=1'-0„
a. � �
O O o° a � ��
� �
SOLID WEB PACK WITH g�� g�� �
1/2"�THRU-BOLTS WITH MIN. MIN. A �
WASHERS AND NUTS � �
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a � V1
a a
a a , �
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° ° a �
ANGLE °
RE:PLAN °a � .a ° O �
VIEW A-A � �
A � �A n �"'
S E CT I 0 N 13 (4)-3/4���X 8��H.A.S. � °
0
3/4"- 1'-0" FLOOR JOIST WITH � �
SOLID BLOCKING Q �
_ HEADER BEAM ^ �
�
1 1/2"GYPCRETE TOPPING •
_ �
FLOOR SHEATHING � � S E CT I 0 N 5 ISSUED FOR:
�' 3/4"=1'-0" No. Date Remarks
_ � K 9-06-13 Issue for Permit
10-04-13 For Construction
,.....
11-26-13 CD Set
�.::•.:�:•:.:•...�...... ; ..� ::..:�:,.::...,.::��.....:.:.�::.•,:.. - - -
.:..,:. ,:...... :: .. .:..:..>,:�..,.....•.::::•:,:.v...::.,,.:... � ,,.,,.;...:.:::
VIEW A-A 1 31 14 ASI #4
SECTION 9
3/4"= 1'-0"
WOOD BEAM FLOOR JOIST RE:PLAN
RE:PLAN WITH SIMPSON HANGER
SECTION 14
3/4"= 1'-0"
PROJECT NO: 9156
PHASE: CD
DRAVVN BY: CJH
CHECKED BY: CC
Floor Framing
S ections and
Details
SHEET NAME
•
SHEET NUMBER
BLOCKING BETWEEN
BENT BEAM EACH JOIST
RE:PLAN
� ARCHITECTURE INTERIORS PLANNING
2X6 T&G DECKING VPA CLIP AT EACH JOIST Architects, PC
NOTCH RE:ARCH.
, TOP OF STEEL PO Box 7630
o (4)-SDS SCREWS Avon, Colorado 81620
RAFTER RE:ARCH. � X 4 1/2"LONG Tel (970) 949-0916
, , ROOF JOIST Fax (970) 949-1017
� � RE:PLAN WWW,RMTarchitects.com
� �
� �
i � WINDOW
i �
� �
i
i STUB COLUMN RIM ���'�
FASCIA TIMBER BEAM � '�
STEEL BEAM RE:ARCH. RE:PLAN i � � �'� '
RE:PLAN i f� (2)-1"�1 THUR-BOLTS � , '�
i
SECTION 15 � o
3/4"�ALL THREAD i T&G SOFFIT
ROD. COUNTER SINK RE:ARCH. ■ �
i
3/4"= 1'-0" WASHER ENDS i � HEADER
� RE:PLAN RAFTER BEYOND . .
i fJ (2)-TRIMMERS RE:ARCH.
� C ON EACH SIDE
i
� 12 Vail Road, Suite 700
3,4���X8��LAGS � SECTION 5 SECTION 1
' SECTION C-C 314��_�'-o" TeIVa970)O 479 9990
' 3/4"= 1'-0" �
� www.triumphdev.com
�
�
�
i �,,p•��?,�E'
� (2)-3/4"QJ THRU BOLTS �'' g C
i d��,� �� ' �
0 ': �
MIN.31/2" i ;U � �:
AT BOLT i
i r-.
i � � �
VENEER RE:ARCH. i .. '�+� �
O � ��� l
� � ��
SECTION 10 �G'
3/4"= 1'-0" O� STAMP
�
�
1/4��X2��X2�� SECTION 2
PLATE WASHER 3/4"=1'-0" -
COUNTER SINK AND PLUG i�` "���
�� �
SECTION 6
3/4"= 1'-0" � �
I'��r�r�� �I�T��11
�n��nc�r�,Inc.
DOUBLE BEVELED PLATE
�t�uctura� �.n�ii�e�r�
t�•.a�l•i���„•���
�
1 1l2"CSTD PIPE X ROOF SHEATHING �
5 1/2��WITH 3/4°0 12 �
THREADS(PLUG EACH END) z �..�
¢ I �
J
d
� RIDGE BEAM �
i RE:PLAN �
RAFTER RE:ARCH. ^
S E CT I 0 N 11 T&G SOFFIT
3/4"=1'-0" � RE:PLAN �
�
�
FASCIA �•I
RE:ARCH. � 1
`�
�
��
SOLID WEB BLOCKING BEAM RE:PLAN �
WITH 1/2"Q�'�THRU-BOLTS W�TH 2X RIPPED RAFTER
OR 1/2"�1�ALL-THREADS TOP PLATE ATTACHED RE:PLAN �
RIM JOIST WELDED TO BEAM WEB WITH 1/2"�THRU BOLTS �
AT 4'-0"(BOTH SIDES) S E CT I 0 N 7 AT 2'-0"(STAGGERED) � �
2X6 T&G DECKING �
RE:ARCH. 3/4"=1'-0" �
FLOOR JOIST V 1
0
n
RAFTER RE:ARCH. o r+
o (4)-SDS SCREWS
X 4 1/2"LONG A A
�
BEAM � �
RE:PLAN
�
STEEL BEAM G,
FASCIA RE:PLAN • � �
RE:ARCH.
0 0 �
0 0 � �
--------- --------- ��
WOOD BEAM � �
SECTION 12 �
3�4��_'�-°�� S E CT I 0 N 3 �
3/4"=1'-0" �..�
�
i i � V1
STEELCOLUMN � �
RE:PLAN i i HANGER � O
� ' RE:PLAN O
i i
(2)-L4X4X1/2 ANGLE WITH i i O �
RE:ARCH.FOR EXTERIOR PATIO
(2)-3/4"�THRU-BOLTS i i FINISHES ------------------ --- --- ------------------ - � C�
EACHSIDE i i ------------------ --- --- ------------------ �
� � � O
i i � �
.,,<:a;_•::-:;..-::.,,.�:> .::.,;...:..:..:.;:� :.,..:.:,:...;..i i
i i ii O
i i �� �..� U
i � u
ii ^
ii �
ii � �
ii
O �i
i i i
i i
O
SECTION A-A ISSUED FOR:
S E CT I 0 N 8 No. Date Remarks
K 9-06-13 Issue for Permit
3l4"-�'-o" , , 10-04-13 For Construction
� � 11-26-13 CD Set
S E CT I 0 N 13 STEEL BEAM i i
RE:PLAN � i 1-31-14 ASI #4
� �
3/4"=1'-0" B i i -------,
i
0 oi
i i i
ii -------�
i i
i i
WEB BLOCKING JOIST,RE:PLAN i i
� i
i i
i i
i i
i i
i i
BEAM,RE:PLAN � �
i i
i i
i i
i i
i i
i i
B ' ' PROJECT NO: 9156
� �
� �
� � PHASE: CD
� �
� �
L50 CLIP TYP. (2)-SDWC TOE NAILED i i DRAWN BY: C7H
AT EACH JOIST INTO CHECKED BY: CC
H2.5 CLIP DROPPED BEAM
i i
' ' Roof Framing
� �
, �
S ections and
SECTION 14
Details
SHEET NAME
3/4��_ ��-o�� SECTION B-B
SECTION 9 SECTION 4
3/4"= 1'-0" 3/4"=1'-0"
•
SHEET NUMBER