HomeMy WebLinkAboutB12-0471 REV3 PLANS APPROVED DOUGLAS MILLER DECHANT ARCHITECTS
SHEPHERD RESOURCES INC / AIA
POST OFFICE BOX 1624
AVON COLORADO 81620
T970 949 3302 F970 949 51 21 ��
WWW.SRIARCHITECT. COM
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� 6�� � � ' � FOUNDATION NOTES: - - - - - - - - -, � 8�-� ��4�� RESI DENCE
� 3�-��� 4'-G �,4�� 3�� RE M O D E L
I. [XXX'-X"] INDIGATES TOP OF FOUNDATION WALL ELE�/ATION. _-_ _-.-__.__-_ -_-.-_-.-_�_ -_-.--_
2. (XXX'-X") INDiGATES TOP OF FOOTING ELE�/ATiON. �
3. GONTRAGTOR SHALL FOLLOW ALL REQUIREMENTS LISTED IN SOILS I I
� 10" REPORT. I -""'-
W T'HL-STEE PLATE 4. GONTRAGTOR SHALL PLAGE (3)-#5 VERT�GALLY FULL HEIGHT OF � � I I i
o W A L L A T H I G H S I D E O F A L L W A L L S T E P S H I G H E R T H A N 4'-O" I N J J
ADD�TION TO WALL REINFORGEMENT SHOWN OTHERW�SE. - � � q
� 5 I/4" EXISTING LVL � � � � 54.2
5. ALL FOOTINGS IN GRAWLSPAGES SHALL BE BAGK FILLED WITH � � �
I I I BEAM GOMPAGTED STRUGTURAL FILL TO THE TOP OF THE FOOTING N f^V � I �
i i i i
(2)-I 3/4" X 14" L�/L MINIMUM, UNLESS NOTED OTHERWISE ON PLANS OR SHOWN ON � � � 8�42'-1 5/8" �
SEGTIONS.
i i S R K � � 5 3/4" BEAMS X 2'-O" EAGH Z z TOP OF � '
SIDE OF EXISTING BEAM
i i GROUT i i 3�16 6. FLOOR ELE�/ATIONS SHOWN ARE AT TOP OF SLAB OR AT TOP OF � GONGRETE �
i i FIELD VERIFY PLYWOOD FLOOR SHEATHING. EW 14" L�/ I i LOWER LEVEL
i i
3/4" X 10" X 10" i i � '1. FOOTING ELEVATIONS SHOWN ARE MAXIMUMS AND MAY NEED TO I �
Q STEEL BASE PLATE i � m BE LOWERED DUE TO SOIL GONDITIONS. VERIFY GHANGES WITH � FRAMING AND
M WITH (4)-I/2" � X 6" STRUGTURAL ENGINEER. NEw � �
.
`•"• EXPANSION ANGHORS p �•• � •� • A GE S � �
h O , '_ 8. PLAGE SLAB ON GRADE ON STRUGTURAL GOMPAGTED FILL OR H T H I __ � FOUNDATION PLAN
M �9 NATURAL GRADE AS OUTLINED IN SOILS REPORT. --------------
0 - - - -- - - - - J
� q. Uh1LES5 OTHERWISE NOTED - ALL SLAB ON GRADES ARE 4" THIGK
� 6�� WITH 6X6 W2.1 X W2.1 WELDED WIRE FABRIG.
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3 10. PRO�/IDE GONTROL JO�NTS OR GONSTRUGTION �lOIh1TS AS SHOWN � �
�° ON FOUNDATION PLAN. MAXIMUM SIZE OF EAGH AREA SHALL NOT I I � r
I PAD FOR
� EXGEED 225 FT? �NEW 8" GONGRETE
rn
� II. GONTRAGTOR TO GOORDINATE ALL DIMENSIONS AND DETAILS L -j- JGONDENSERS WITH
00 WITH ARGHITEGTURAL DRAWINGS. j #5 AT 10" EAGH WAY
Q � � � � �� � � AT MID-HEIGHT
0 3�4„ _ �,_�„ 12. GENTER FOOTINGS UNDER WALLS AND GOLUMNS UNLESS j
_ DIMENSIONED OTHERWISE ON FOUNDATION PLAN. �
`� I
0 13. REFER TO ARGHITEGTURAL DRAWINGS FOR STAIR FRAMihlG DETAILS W I
� AND LANDING SLAB ELE�/ATIONS. Z
J � •
c 14. ALL SITE WALLS NOT SHOWN Ohl THIS PLAN SHALL BE BUILT PER = I
� ARGHITEGTURAL LANDSGAPE PLANS, DETAILS AND ELE�ATIONS. � I
� SITE WALLS SHALL NOT BE GONNEGTED TO THE BUILDING UNLESS Q I
NOTED OTHERWISE. � I
m i
t
� 15. GONTRAGTOR SHALL FIELD �/ER�FY ALL ASSUMED EXISTING
� GONDITIONS AND SHALL NOTIFY STRUGTURAL ENGINEER OF ANY
rn
DISGREPANGIES.
M
� 16. RE: ARGHITEGT FOR STONE �/ENEER LOGATIONS AND THIGKNESSES.
a
DOUGLAS MILLER DECHANT ARCHITECTS
SHEPHERD RESOURCES INC / AIA
POST OFFICE BOX 1624
AVON COLORADO 81620
T970 949 3302 F970 949 51 21 ��
WWW.SRIARCHITECT. COM
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I. ALL WOOD FRAMING JOISTS SHALL BE BGI TYPE JOISTS AS G. WOOD GOLUMNS SHALL BE GONTINUOUS FROM FLOOR -- --------------- -------------- - --------
MANUFAGTURED BY BOISE GORPORATION. ALTERNATES TO FLOOR OR FLOOR TO ROOF. TRIMMERS SHALL BE ADDED TO � I MARSHALL
SHALL HAVE EQUAL OR GREATER GAPAGITY AND SHALL BE NOTED GOLUMN SIZES AS REQUIRED.
RE�/IEWED BY THE ENGINEER OF REGORD. �
10. �INDIGATES INTERIOR BEARING WALLS. FLOOR JOISTS NEW WINDOW ' RES I D E N C E
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GREATER GAPAGITY AS LISTED IN THE STRUGTURAL GENERAL 11, ALL EXTERIOR WALLS SHALL BE GOhiSTRUGTED USING 2X6 -4" � � 54.2
NOTES. STUDS. REFER TO EXTERIOR WALL DETAILS FOR ADDITIONAL � x � � RE M O D E L
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3. Q INDIGATES GOLUMN DOWN ONLY. MULTIPLE 2X FRAMING NOTED NOTED OTHERWISE. .x0 � � i-
ON PLAhtS. 8154'-II I/8" �
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5. < > INDIGATES TOP OF BEAM ELEVATION OR PLATE HEIGHT ELEVATION. 13, RE: ARGHITEGTURAL DRAWINGS FOR LOGATION AND SIZE OF
6. � INDIGATES TOP OF STRUGTURAL FLOOR SHEATHING ROUGH OPENINGS IN WOOD STUD WALLS.
ELE�/ATION. 14. RE: ARGHITEGTURAL DRAWINGS FOR HANDRAIL AND STAIR BRA E
'1. HEADERS SHALL BE (3)-2X8 UNLESS NOTED OTHERWISE. ALL FRAMING DETAILS. �€ap
HEADERS SHALL BE BUILT OUT TO 5 I/2" (3 I/�") WIDTH BY 15. ALL EXTERIOR WALLS SHALL HA�/E GONTINUOUS STUDS FROM
ADDING PLYWOOD SPAGERS AS REQUIRED. FLOOR TO FLOOR OR FLOOR TO ROOF (INGLUDING RAKE WALLS).
8. ALL GOLUMNS SHALL BE (3)-2X6 UNLESS NOTED OTHERWISE. 16. RE: SHEET 53.0 FOR GENERAL NOTES. �
I NEW 6X6 MAIN LEVEL FRAMING
��. GONTRAGTOR SHALL FIELD �/ERIFY ALL ASSUMED EXISTING I GOLUMN
GONDITIONS Ah1D SHALL NOTIFY STRUGTURAL ENGINEER OF AhlY I ,.: _�'`�" '�"�^�
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i i i EXISTING
EXISTING 2X6 ROOF I. ROOF SHEATHING 5/8" (40/20 SPAN RATING). STAGGER PANEL END JOINTS
STUD WALL AhID FASTEhI WITH IOd NAILS AT 6" MAXIMUM ALL EDGES AND I'-O" MAXIMUM
OTHER SUPPORTS. (��,� ��f�� .
. • yt'�
I I I 2. RE: ARGHITEGT FOR ROOF SLOPES AND BEARING PLATE HEIGHTS •`��• � �' �
_ h10T NOTED. �`''��'�� � �.
• � �
�. Ih1FILL (E)- � ' . •�' �
NEW (3)-5 V2" �/L i NEW (3)-5 V2" �/L NEW (3)-5 I/2" �/L i i 3. ALL HEADERS SHALL BE (3)-2X10 UNLESS OTHERWISE NOTED. ALL `
j ry WINDOW HEADERS SHALL BE BUILT OUT TO 5 I/2" OR 3 I/2" WIDTH BY ADDING U:� -c3'd � -
(E)-2X8 AT -
I'-4" (BENT) �V PLYWOOD SHIMS AS REQUIRED. ___ .
s
�N 4. ALL HEADERS LONGER THAN 3'-6" SHALL REQUIRE TWO TRIM
z- STUDS AND TWO KING STUDS EAGH S1DE. .�r+
N N
'� 5. ALL JOIST HANGERS SHALL BE SIMPSON LUP, WP OR LSSU TYPE ,:.��
m � i N i UNLE55 NOTED OTHERWISE.
NEW (3)-5 V2" VL NEW (3)-5 V2" VL NEW (3)-5 I/2" VL NEW (3)-5 I/2" �/L NEW (3)-5 I/2" �/L
�, - 6. ALL BEAM TO GOLUMN GONNEGTIONS, BOTH TOP AND BOTTOM PRO ECT: 8839
SHALL USE SIMPSON PLATE GONNEGTORS UNLESS NOTED �
OTHERWISE ON DETAILS.
�. ALL EXTERIOR WALLS SHALL HA�/E GONTINUOUS STUDS FROM MARSHALL
�6 FLOOR TO ROOF (INGLUDING RAKE WALLS).
54.1 8. < > INDIGATES TOP OF ROOF BEAM OR TOP OF PLATE HEIGHT. RES I D E N C E
� � � � � � � � ��� � �� ` �� �� �� G. SEE SHEET 53.0 FOR GENERAL NOTES.
I 10. RE: ARGHITEGT FOR GHIMNEY SIZES AND LOGATIONS NOT NOTED ON STRUGTURAL PLANS. RE M O D E L
� I/4" = I'-O'•
il. O�/ER FRAMING SHALL BE 2X6 MINIMUM AND SHALL BE POSTED
DOWN TO MAIN FRAMING ON A GRID NOT TO EXGEED 4'-O" X 4'-O" (16 FT2 )
I2. ALL GOLUMh1S SHALL BE (3)-2X6 UNLESS OTHERWISE NOTED.
i2 NEW STONE �/ENEER 13. (E) INDIGATES EXISTING MEMBER.
(E)-GONGRETE �2 pN (E)-GONGRETE
GOLUMN EDGE BEAM NEW STONE 14. GONTRAGTOR SHALL FIELD �/ERIFY ALL ASSUMED EXISTING GONDITIONS AND
VENEER SHALL h10TIFY STRUGTURAL ENGINEER OF ANY DISGREPANGIES.
r----- - NEW HSS IOX6XI/4 _ - __ _�--- 15. RE: ARGHITEGT FOR STONE �/ENEER LOGATIONS AND THINGKNESSES.
I6. � INDIGATES FULL MOMENT STEEL GONNEGTION.
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GENERAL NOTES
1. LIVE LOADS USED IN DESIGN: D. REINFORCEMENT PLACEMENT AND TOLERANCES SHALL BE IN ACCORDANCE WITH DOUGLAS MILLER DECHANT ARCHITECTS
SECTIONS 7.5, 7.6 AND 7.7 OF ACI 318, LATEST EDITION. -
A. ROOF SLOPE < 4:12 100 PSF SHEPHERD RESOURCES INC / AIA
E. NO SPLICES OF REINFORCEMENT SHALL BE MADE EXCEPT AS DETAILED OR NEW STONE P O S T O F F I C E B O X I 6 2 4
B. ROOF SLOPE > 4:12 80 PSF AUTHORIZED BY THE STRUCTURAL ENGINEER. LAP SPLICES, WHERE PERMITTED, SHALL VE NE E R
BE A MINIMUM OF 48 BAR DIAMETERS FOR #6 BARS AND SMALLER UNLESS NOTED RE: ARGH. WATERPROOFING TIMBER GOLUMN A V O N C O L O R A D O 8 I 6 2 0
C. TYPICAL FLOOR 40 PSF OTHERWISE. MAKE ALL BARS CONTINUOUS AROUND CORNERS. RE: ARG H. RE: PLAN
D. EXTERIOR DECKS 100 PSF F. PLACE TWO #5 (PER 8" THICKNESS) WITH 2'-0" PROJECTION AROUND ALL OPENINGS 2X6 STUD WALL STONE VENEER T9 7 0 9 4 9 3 3 0 2 F9 7 0 9 4 9 5 I 2 I ��
IN CON�RETE WALLS, SLABS, AND BEAMS. AL50 PROVIDE TWO #5 X 4'-0" DIAGONALLY WO O D S N E A R WA L L S C h E D U LE RE: ARGH.
WWW.SRIARCHITECT. COM
E. IMPORTANCE FACTORS AT EACH CORNER. TYPE AND NAILING AT STUDS AT STUDS NOT ANCNOR BOLTS BLOCKING/ RIM TO o SIMPSON GB88
OCCUPANCY CATEGORY II S11EAR ShEAT111NG PANEL ADJOINING AT AT FOUNDATION WALL
SNOW FACTOR IS 1.0 G. CONTINUOUS TOP AND BOTTOM BARS IN WALLS AND BEAMS SHALL BE SPLICED AS CAPACITY EDGES PANEL EDGES (I 3) PANEL EDGES (8, I O) PLATE CONNECTION �
WIND FACTOR IW 1.0 FOLLOWS: TOP BARS AT MIDSPAN, BOTTOM BARS OVER SUPPORTS. 15/3 2"
O I Od NAILS A35 OR LTP4 CLIP
F. WIND 8. STRUCTURAL STEEL PLYWOOD AT 6" 2X 2X I/2" � AT 2'-6" AT 2'-0"
3 SECOND GUST 90 MPH 3 I 0 PLF ONE SIDE I'-O"
FASTEST MILE 76 MPH A. ALL STRUCTURAL STEEL SHALL CONFORM TO ASTM A36 EXCEPT WIDE FLANGE BEAMS 15/3 2" -II; °
O4 I Od NAILS A35 OR LTP4 CLIP - _
PLYWOOD 2X 2X I/2" � AT 2'-0° ° ° -111; -111=_-
EXPOSURE B WHICH SHALL CONFORM TO ASTM 992, (50 KSI) AND EXCEPT PIPE COLUMNS WHICH AT 4" AT I'-4° ��1=111 II Qa --��_ _
460 PLF ONE SIDE -'�i=���_ (4)-#5 �/ERTIGAL
SHALL CONFORM TO ASTM A53 AND TUBE COLUMNS TO ASTM A500, GRADE B, LATEST '.ill a
G. LIVE LOADS ARE REDUCED PER CODE IF APPLICABLE. EDITIONS. STEEL SUPPLIER MAY PROVIDE ASTM A572, GRADE 50 AT H25 OPTION. N OTES: �
MISCELLANEOUS EMBEDDED ITEMS SHALL BE A36 STEEL. ��
H. CODE USED IN DESIGN: INTERNATIONAL BUILDING CODE, 2009 EDITION. i. ALL PLYWOOD PANEL EDGES S11ALL BE BLOCKED. BLOCKING SNALL MATC11 Tf1E STUDS AT ADJOINING PANEL EDGES. NEW GONGRETE a °� �4 TIE AT I'-4"
B. ALL STRUCTURAL BOLTS SHALL BE A325N INSTALLED TO A MINIMUM SNUG TIGHT 2. NAIL SPACING AT I 2" ON CENTER ALONG INTERMEDIATE FRAMING MEMBERS. PIER RE: PLAN Z (�)-AT TOP
2. DEFERRED SUBMITTAL CONDITION. ALL ANCHOR BOLTS SHALL CONFORM TO ASTM A307 UNLESS NOTED , „ WITH (4)-#5 � a ° (4)-#5 �/E RTIGAL
OTHERWISE. 3. ALL EXTERIOR WALLS S11ALL BE TYPE 6�-�11EAR WALLS WIT11 2X STUDS AT I -4 MAX. �/ERT�GAL #4 XC - g
A. D E F E R R E D S U B M I T T A L S P E R S E C T I O N 1 0 6 3.4.1 S H A L L B E S U B M I T T E D T O T H E B U I L D I N G UNLESS NOTED OTIIERWISE. TI E S AT I'-O" O ° � I'-6"
OFFICIAL AND THE DESIGN PROFESSIONALS AND REVIEWED PRIOR TO INSTALLATION. C. STRUCTURAL STEEL SHALL BE DETAILED AND FABRICATED IN ACCORDANCE WITH THE 4. STAGG ER ALL S11EAT111N G JOINT AN D SILL PLATE N AILIN G. VE RTIGAL � � z
LATEST PROVISIONS OF AIS� "MANUAL OF STEEL CONSTRUCTION." 5. NAILS Sf1ALL BE COMMON OR GALVANIZED BOX IN PLYWOOD Sh1EAR WALLS. DR�LL AND � a
B. ALL DEFERRED SUBMITTALS SHALL BEAR THE STAMP AND SIGNATURE OF THE 6. ALL PLYWOOD PANELS S11ALL BE APA RATED EXPOSURE I St1EAThING, UNLESS NOTED OThERWISE. EPDXY 6" ° _
INTO (E)-WALL °
LICENSED PROFESSIONAL ENGINEER RESPONSIBLE FOR THE PREPARATION OF THESE D. EXCEPT WHERE DETAILED OTHERISE, FABRICATOR SHALL SELECT STEEL CONNECTIONS 7. EXTENT O F S11EA R WALLIN DICATED BY - • - • - � �G O ' -
DOCUMENTS. PER AISC "MANUAL OF STEEL CONSTRUCTION" (ASD), TABLE 11-A AND/OR AISC g. I/2" QS X I O" ANCt10R BOLTS MAY BE REPLACED WITt1 SIMPSON I/2" Q� (X 4 I/2° EMBEDMENT) TITEN f1D ANCNORS AT EQUAL SPACING. � � ° (4)-#5 X�
"SIMPLE SHEAR CONNECTION MANUAL" WITH A325 N BOLTS (OR WELDED EQUIVALENT) g, SIMPSON 110LD-DOWNS SNALL BE AS NOTED ON PLAN AND INSTALLED PER MANUFACTURER. ° � (XXX'-XX") � c`I
3. TESTING, INSPECTIONS AND OBSERVATIONS: TO SUPPORT 60% THE TOTAL UNIFORM LOAD CAPACITY PER AISC "MANUAL OF STEEL ��, UNLESS CLOSER ANCf10R BOLT SPACING IS NOTED IN DETAIL. a 'll-III-III ° 6
CONSTRUCTION" FOR EACH GIVEN BEAM AND SPAN. - - ' ''
A. THE STRUCTURAL ENGINEER DOES NOT PROVIDE INSPECTIONS OF CONSTRUCTION. I I . SIMPSON FLOOR TO FLOOR 110LD-DOWN STRAPS SNALL BE AS NOTED ON PLANS. f10LD-DOWNS ARE CALLED OUT AT TNE TOP -''�=,111111 =111II a �
E. ALL WELDERS SHALL HAVE EVIDENCE OF PASSING THE AMERICAN WELDING SOCIETY OF TNE SNEAR WALL ON PLAN, AND SNALL BE INSTALLED AT EACN END OF TI1E WALL. ��_��� �i i11=11 III11�-u�_
STRUCTURAL ENGINEER MAY MAKE PERIODIC OBSERVATIONS OF THE CONSTRUCTION; -i11-111 II-111-11.
SUCH OBSERVATIONS SHALL NOT REPLACE REQUIRED INSPECTIONS BY THE GOVERNING STANDARD QUALIFICATIONS TESTS AS oUT�iNE� IN AWS-D1.1. I 2. MINIMUM hOLD-DOWN COLUMN AT EACN WALL END S11ALL BE (2)-2X6 FASTENED TOGETIIER WITN NAILING EQUIVALENT TO TI1E - - - _ _
AUTHORITIES OR SERVE AS "SPECIAL INSPECTIONS" AS MAY BE REQUIRED BY PA NEL E D G E NAILIN G. � ° a
CHAPTER 17 OF THE INTERNATIONAL BUILDING CODE. F. MINIMUM WELDS TO BE PER AISC TABLE J2.4 BUT NOT LESS THAN 3/16" CONTINUOUS 0 G ° � � � a
FILLET UNLESS NOTED OTHERWISE. I�i-
B. THE FOLLOWING WORK SHALL BE INSPECTED BY THE SPECIAL INSPECTOR UNLESS j�O =111 �° a � 11=11
SPECIFICALLY WAIVED BY THE BUILDING OFFICIAL. G. FOR ALL BEAM/COLUMN OR BEAM/BEAM CONNECTIONS, PROVIDE HORIZONTAL SHORT EXISTING FOUNDATION� =111I 111= ��_��IIIII�
1. SOIL PREPARATION SLOTS IN CONNECTION MEMBER ONLY (WT-SECTIONS, ANGLES OR SHEAR PLATES). WAL L 1=111=1�
d. EARTHWORK EXCAVATION, PLACEMENT AND COMPACTION OF FILL AND ����e�,r` (3)-�5 E AGH WAY
IN-PLACE DRY DENSITY OF THE COMPACTED FILL FOR CONFORMANCE WITH H. PROVIDE TEMPORARY BRACING AND PRECAUTIONS NECESSARY TO COMPLY WITH ALL � ���n� °^ - �
y-:
THE APPROVED REPORT. STEEL ERECTION STANDARDS AND TO WITHSTAND ALL CONSTRUCTION AND/OR ��� � �c� �ap�s--"'= e,�-"'�"°^ RE: PLAN DATE ISSUE
3<, ;:� _,,,
2. CONCRETE CONSTRUCTION LATERAL LOADS UNTIL ALL FIELD CONNECTIONS ARE COMPLETED AND PERMANENT "� NEW STONE GAP ` �`��g�'��"""�.�, �, p g p«� ' '°Qk��
a. PERIODIC INSPECTION OF REINFORCING STEEL. LATERAL SYSTEMS AND DECKS ARE IN PLACE. % "���'°�.. 8-27-12 PERMIT SET
b. PERIODIC VERIFICATION OF USE OF REQUIRED DESIGN MIX. „ �Q�, �"' � � � `� I �� I 1
'�� I I I �l I 03-13-12 PERMIT SET
c. CONTINUOUS INSPECTION AT THE TIME FRESH CONCRETE IS SAMPLED TO I. STEEL FABRICATOR SHALL NOT RECEIVE ADDITIONAL COMPENSATION FOR SHOP ,�"- IOXIO GOLUMN 4"
FABRICATE SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP AND AIR DRAWING TIME FOR ANY REVISIONS TO ERECTION DRAWINGS NOR FOR ANY REVISIQ�S 7�1� I/2" X 8" X 8" 3/4" = I'-O" 05-15-13 PERMIT REVISIONS
CONTENT TESTS AND DETERMINE THE TEMPERATURE OF THE CONCRETE. TO PIECE DRAWINGS PRIOR TO ENGINEER'S APPROVAL OF ERECTION DRAWINGS. �`„� GRADE (�)-s�5 GONT. AT TOP �: 3/8" X 4" X 10" STEEL BASE PLATE
d. CONTINUOUS INSPECTION OF CONCRETE PLACEMENT FOR PROPER APPLICATION ff �a� STEEL KNIFE PLATE r�, � ASI#I REVISIONS
TECHNIQUES. 9. NON-SHRINK GROUT ".� WITH (2)-3/4" � ��4 i i
e. PERIODIC INSPECTION FOR MAINTENANCE OF SPECIFIED CURING ' .� THRU-BOLTS � 0 � 2 ASI#2 REVISIONS
TEMPERATURE AND TECHNIQUES. A. NON-SHRINK GROUT SHALL BE PROVIDED: *Y`�=,; NEW �5 AT I'-4" �,,°°f'ry, GOUNTERSINK AND 1/4 i � ,'� _ _ 3 ASI#3 REVISIONS
"''i=1 I 1=1 I 1=1 -
3. STEEL CONSTRUCTION 1. BETWEEN COLUMN BASES AND CONCRETE SUPPORTS. �s: -�11=111=111-II � � ad O �/ERTIGAL > P� PLUG �' 111=11�-
a. ALL WELDING SHALL RECEIVE CONTINUOUS SPECIAL INSPECTION 2. BETWEEN BEAM BEARING PLATES AND CONCRETE SUPPORTS. '�I_111=111 ��. i i °�-°�; 11=11�
EXCEPT THE FOLLOWING: 3. GROUT SHALL BE COMPLETE AND HAVE A MINIMUM COMPRESSIVE STRENGTH ``£a�� _.,. �'=111�1111 NEW #5 AT 10" , _ '�� III�
� ' � � I-II ��- NEW STONE VENEER
1. WELDING DONE IN AN APPROVED FABRICATOR'S SHOP IN OF 6000 PSI PRIOR TO ADDING BUILDING LOADS ABOVE. 's '' 4 HORIZONTAL : `� # =111 RE: ARGH.
ACCORDANCE WITH SKTION 1704.3. y�� FINISH DEG RE: ARGH. � �IIIIIIIIIII
b. THE SPECIAL INSPECTOR NEED NOT BE CONTINUOUSLY PRESENT 10. WOOD NEW STONE �/ENEER
DURING WELDING OF THE FOLLOWING ITEMS, PROVIDED THE MATERIALS, � � � HSS 3X3X1/4 X 4"
WELDING PROCEDURES AND QUALIFICATIONS OF WELDERS ARE A. ALL FRAMING AND TRUSS LUMBER SHALL BE DRY DOUGLAS FIR, LARCH, GRADED BY STUB GOLUMN
VERIFIED PRIOR TO THE START OF WORK; PERIODIC INSPECTIONS ARE WESTERN WOOD PRODUCTS ASSOCIAT20N AND CONFORMING TO INTERNATIONAL � ° � � � � f �j� I �
MADE OF WORK IN PROGRESS; AND A VISUAL INSPECTION OF ALL WELDS BUILDING CODE AS FOLLOWS: EXISTING #5 REBAR ��,�^ 8" GONGRETE WALL I I �l
IS MADE PRIOR TO COMPLETION OR PRIOR TO SHIPMENT OF SHOP AT I'-4" s' �,,c, a a� �
3/4" = I'-O" O
WELDING. 2" THICK - 4" TO 6" WIDE (WALL STUD ONLY) STUD Fb = 700 PSI O ' �' N
L4X4X3/8 (ASPHALT
1. SINGLE PASS FILLET WELDS NOT EXCEEDING 5/16" IN SIZE. 2" TO 4" THICK - 6" AND WIDER N0. 2 Fb = 900 PSI � ' "� P E R M IT
2. WELDING OF STAIRS AND RAILING SYSTEMS. 5" THICK - 5" AND WIDER N0. 1 Fb = 1350 PSI MASTIX PAINTE D) W�TH o r: -
3/4" cD X 6" EXPANSION
c. VERIFY WELD FILLER MATERIALS CONFORM TO AWS SPECIFICATIONS NOTED ALLOWABLE STRESSES ARE MINIMUMS AND FOR NONREPETITVE USES PRIOR � _
- ANGHOR AT 2'-O° � � � REVISIONS
'� �a
AND MANUFACTURER'S CERTIFICATE OF COMPLIANCE IS REQUIRED. TO ALLOWABLE STRE55 INCREASES. $, r� '-III-
d. PERIODIC INSPECTION OF THE STEEL FRAME TO VERIFY COMPLIANCE !� EXISTING 2X6 EXTERIOR
��'�� IIIII
WITH THE DETAILS SHOWN ON THE APPROVED CONSTRUCTION DOCUMENTS B. WHEN PRESERVATIVE TREATED LUMBER IS REQUIRED BY CODE ALL CONNECTIONS AND �� � _ si STUD WAL L WITH '
SUCH AS BRACING, STIFFENING, MEMBER LOCATIONS AND PROPER NAILING SHALL BE ADEQUATELY GALVANIZED (DOUBLE DIPPED OR BETTER). g°' (V N r SHEATHING ':ill
APPLICATION OF 70INT DETAILS AT EACH CONNECTION. '� \� �IEW STONE �/ENEER REPLAGE (E)-ANGLE
3/4" X 8" X I'-O" STEEL
e. VERIFY STRUCTURAL STEEL MATERIAL CONFORMS TO ASTM STANDARDS C. TREATED SILL PLATE LUMBER MAY BE HEM-FIR, STRUCTURAL #1 GRADE. HSS 3X3X1/4 � � BASE PLATE WITH ; RE: ARGH. WITH NEW L4X4X3/8 MAY 15, 2013
SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS AND - N` ASPHALT MASTIX
III-II�- STUB GOLUMN (2)-3/4" m X 4 3/4"
MANUFACTURER'S CERTIFIED MILL TEST REPORTS. D. PROVIDE METAL CROSS BRIDGING NOT OVER 8' ON CENTER FOR ALL 2X WOOD 70ISTS. II-II� h"� O ' PAINTE D WITH 3/4" cD
EXPANSION ANGHORS
f. PERIODIC VERIFICATION OF HIGH STRENGTH BOLTS, NUTS AND WASHERS SOLID BLOCKING BETWEEN ALL JOISTS AT ALL SUPPORTS AND ENDS OF CANTILEVERS ���- 4"� � r X 4 3/4" EXPANSION
11-' �a � � ANGHOR AT 1'-O"
FOR CONFORMANCE TO ASTM STANDARDS SPECIFIED IN THE APPROVED IS REQUIRED. E XISTING STAIR SLAB � °'
CONSTRUCTION DOCUMENTS AND MANUFACTURER'S CERTIFICATE OF 5"� O �`�
COMPLIANCE. E. FASTEN ALL WOOD MEMBERS WITH COMMON NAILS ACCORDING TO THE IBC SCHEDULE �' „ O
g. PERIODIC INSPECTION OF BEARING TYPE CONNECTORS WITH HIGH STRENGTH TABLE 2304-9.1 UNLE55 NOTED OTHERWISE. (V '�r E XISTING FOUNDATION-�
�
BOLTS. � �:A � � � a �", ���_ � WALL
1. WHILE THE WORK IS IN PROGRESS, THE SPECIAL INSPECTOR SHALL F. LAMINATED BEAMS �°j�A �t - �. -&'� ¢ -
DETERMINE THAT THE REQUIREMENTS FOR BOLTS, NUTS, WASHERS AND 1. ALL LAMINATED MEMBERS SHALL BE FABRICATED OF DOUGLAS FIR LARCH AT .�, `�, ;`t= -'� � -111=1
a� � -I1=1I1=1I1= �
PAINT, BOLTED PARTS AND INSTALLATION AND TIGHTENING IN SUCH LESS THAN 12 PERCENT MOISTURE CONTENT IN ACCORDANCE WITH WCLIB. ALL �"t ,. � "� °'a�k ... '��'°r .- °a�� - 1=111=111-111=1
STANDARDS ARE MET. FOR JOINTS RE UIRED TO BE TIGHTENED ONLY "'="I-III °
Q SIZES SHOWN ARE NET. � EXISTING FLOOR
� � � � f Ol�l � ���_�
TO THE SNUG-TIGHT CONDITION, THE SPECIAL INSPECTOR NEED ONLY 2. LAMINATED MEMBER SHALL BE DETAILED AND FABRICATED IN ACCORDANCE �� 1=111 ° �IOIST
VERIFY THAT THE CONNECTED MATERIALS HAVE BEEN DRAWN TOGETHER WITH THE STANDARD SPECIFICATIONS FOR THE DESIGN AND FABRICATION OF � EXISTING FOUNDATION ' NEW �5 DOWELS �
AND PROPERLY SNUGGED. STRUCTURAL GLUE LAMINATED TIMBER, LATEST EDITION AS PUBLISHED BY AITC. WALL 3/4" = I'-O" AT I'-O" VERT�GAL
3. PROVIDE UNITS CONFORMING TO AITC 117, 24FV8, D.F. FOR CONTINUOUS DR�L L AND E PDXY
4. FOUNDATIONS MEMBERS AND CANTILEVERS AND 24FV4, D.F. FOR SIMPLE SUPPORT MEMBERS. 6" INTO (E)-WAL L
MEMBERS SHALL BE DESIGNED WITH ZERO CAMBER WITH TOP SURFACE CLEARLY � EXISTING FOUNDATION
NEW GONGRETE
A. MAXIMUM SOIL DESIGN PRESSURE 2000 PSF STAMPED ON EA�H MEMBER. PIE R WITH #5 AT
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�?�� ���, ��� � � '�"�� I'-O" VERTIGAL
B. THE ALLOWABLE SOIL BEARING PRESSURE ASSUMED IN DESIGN IS 2000 PSF. THE G. PLYWOOD DECK AND/OR ORIENTED STRAND BOARD. � ���°�� � �� '����` `� AND HORIZONTAL �
CONTRACTOR SHALL RETAIN A LIGENSED SOILS ENGINEER TO INSPECT THE 1. PANEL THICKNE55 SHALL BE AS SHOWN ON THE DRAWING. APPLICATION SHALL `.� '" �""
�"'� I I I_I I
FOUNDATION EXCAVATION. SOILS ENGINEER SHALL VERIFY IN WRITING THE ACTUAL BE IN ACCORDANCE WITH RECOMMENDATIONS OF THE AMERICAN PLYWOOD ��"w ' � �"°�: ��`�< ", IIIIIIII ~
SOILS CAPACITY IS EQUAL TO OR GREATER THAN ASSUMED. ASSOCIATION. a� � � I/4" STEEL SIDE PLATE ;; °
WITH I/2" cD THRU-BOLT � IIIIII 11=
2. EACH PANEL SHALL BE IDENTIFIED WITH THE GRADE-TRADEMARK OF THE � IN HORIZONTALLY ��a
C. ALL FOOTING BEARING ELEVATIONS SHOWN ARE ASSUMED. EXACT BEARING AMERICAN PLYWOOD ASSOCIATION AND SHALL MEET THE REQUIREMENTS OF ��°Y�,��ae� �,.�°� "y�� I I/ " :,P 111=11�- I-II-_
ELEVATIONS SHALL BE VERIFIED IN THE FIELD WITH ACTUAL CONDITIONS BY U.S. PRODUCTS STANDARD PSI, LATEST EDITION FOR PLYWOOD. ALL PANELS � �--� fi 8" GONGRETE WALL a SLOTTED HOLE �r a II-11�- =111=111_
I I 1= 1=1 I 1=1 I
CONTRACTOR WITH APPROVAL OF SOILS ENGINEER AND ALL BOTTOMS OF FOOTINGS WHICH HAVE ANY EDGE OR SURFACE PERMANENTLY EXPOSED TO THE �, � «�-�5 11-'
SHALL BE A MINIMUM OF 48" BELOW EXTERIOR GRADE. WEATHER SHALL BE OF THE EXTERIOR TYPE. , 0 3/I6 � GONT =111 °
3. FOR FLOORING USE 3/4" T&G STURD-I-FLOOR SHEATHING GLUED AND NAILED r� ' �� =111i111- � � � � � �� �
D. ALL FOOTINGS ARE TO BE PLACED ON FIRM, UNDISTURBED, NATURAL SOIL OR WITH 10D NAILS AT 6" ON CENTER ALONG PANEL EDGES AND AT 12" ALONG �°+ r y� � � g ° ` - � 1=11I=I1
PROPERLY COMPACTED BACKFILL, APPROVED BY THE SOILS ENGINEER. BACKFILL INTERMEDIATE SUPPORTS. �-1 � � � I �I\� � ?+ aG � m� i'-6" MIN. DRILL AND x� 3/4" = I'-O"
SHALL BE COMPACTED TO 95% (MINIMUM) MODIFIED PROCTOR DENSITY PER ASTM 4. FOR ROOF USE 5/8" (40/20 SPAN RATING) EXPOSURE I SHEATHING NAILED �� �� �' ��a -
� �0 _ EPDXY 6" INTO
D1557 UNLESS OTHERWISE RECOMMENDED IN THE SOILS REPORT. IF SOFT SPOTS ARE WITH 10D NAILS AT 4" ON CENTER ALONG PANEL EDGES AND AT 12" ALONG 3/4" = I'-O" e„ (E)-FOOTING
ENCOUNTERED REMOVE SOIL AND RECOMPACT WITH APPROVED FILL (RE: SOIL INTERMEDIATE SUPPORTS. a�'`°'- O O
REPORT FOR DESCRIPTION OF BEARING SOIL). 5. EXTERIOR WALLS SHALL HAVE ONE LAYER OF 1/2" EXPOSURE I PLYWOOD OR W ,'�
OSB SHEATHING NAILED WITH 10d NAILS AT 6" ON CENTER ALONG PANEL ,� �a a a EXISTING 2X6 EXTERIOR
E. CONTRACTOR SHALL BACKFILL EQUALLY ON EACH SIDE OF FOUNDATION WALLS IN 12 EDGES AND 12" ON CENTER AT INTERMEDIATE SUPPORTS. ALL PANEL EDGES �+ 5" 8X12 BEAM � � � � f �� I � STUD WAL L WITH
,>
� ° 4" ; � � �
INCH MAXIMUM VERTICAL LIFTS OR AS RECOMMENDED IN THE SOILS REPORT. REFER SHALL BE BLOCKED. f� ��' SHE ATHING
3/4" X4" X6" X8" °��
TO SOILS REPORT FOR BACKFILL MATERIAL. 6. FLOORS AND ROOF SHEATHING SHALL BE INSTALLED WITH THE FACE GRAIN � 8° � 3/4" = I'-O" NEW STONE VENEER
�, BENT PLATE WITH ;F
PERPENDICULAR TO SUPPORTS WITH END JOINTS STAGGERED. `°��,�,a (2)-V2" Q� X 4" � RE: ARGH.
F. NO BACKFILLING SHALL BE PLACED AGAINST LOWER LEVEL WALLS UNTIL THE LOWER 7. INSTALL SUITABLE EDGE SUPPORT BY USE OF PLYCLIPS, TONGUE AND i�a EXPANSION ANGHORS �,I'
LEVEL FLOOR AND MAIN LEVEL FLOOR ARE IN PLACE AND PROPERLY ANCHORED. GROOVE PANELS OR SOLID WOOD BLOCKING SUPPORTS. ' .tz_ � �"�
_= � n4 .,� ,.c�z ;,, a"�:w> �,� x _�>d,
CONCRETE SLABS SHALL BE PROPERLY CURED. "°�� -`
@����s� °°° � �� f�.�
� __ "> �, ,
H. PREFABRICATED WOOD MEMBERS SHALL BE THE TYPE NOTED ON THE DRAWINGS AND ��°'_>�.���,-r� -� _ �_ g
G. CENTER ALL FOOTINGS UNDER WALLS, COLUMNS OR GRID LINES UNLESS NOTED SHALL BE "BCI-JOIST" AS MANUFACTURED BY BOISE CORPORATION. ALTERNATES � � � � f �� I � ^
OTHERWISE ON PLANS. SHALL BE REVIEWED BY THE ENGINEER. TO BE CONSIDERED, ALTERNATES SHALL I I �l
HAVE A LOAD CAPACITY IN BENDING, SHEAR AND DEFLECTION EQUAL TO OR GREATER �°� � ��'� , O
H. CONTRACTOR TO PROVIDE� AT HIS EXPENSE� FIELD DENSITY TESTS ON COMPACTED THAN THE SIZE SHOWN ON THE DRAWINGS. WEB BLOCKING AND BRIDGING TO BE AS 3/4" = I'-O" -�° r,.° � ��"`�";'�a^
�" �y
FILL UNDER FOOTINGS AND INTERIOR SLABS-ON-GRADE. REQUIRED BY THE JOIST MANUFACTURER. �^ ���`�
��� �� ' I I I- �
`�� -I I-I II-I I I �� ��f��
I. NOTIFY SOILS ENGINEER WHEN EXCAVATION IS COMPLETED 50 THAT CONDITIONS MAY I. LAMINATED VENEER LUMBER MEMBERS SHALL HAVE THE FOLLOWING STRESS ��.�_
BE INSPECTED PRIOR TO PLACEMENT OF ANY FILL OR CONCRETE. ",� - I-III-III-III-I .•• �
CAPACITIES: FB = 2800 PSI, E = 2,000,000 PSI, FC = 750 PSI, FV = 285 PSI. ,� `� "'="1=111= �•� � •. /�
BUILT UP MEMBERS SHALL BE CONNECTED IN ACCORDANCE WITH MANUFACTURERS' ��� '� -III-I EXISTING FLOOR � �• �� �.,-
'�,� 1-111- JOIST ��•�"� •;�b
J. FOR SOIL DRAINAGE REQUIREMENTS REFER TO SOILS REPORT AND CIVIL DRAWINGS. RECOMMENDATIONS. CONTRACTOR SHALL HAVE THE OPTION OF USING 3 1/2" OR � �,;, . � ,�
5. SLAB ON GRADE 5 1/4" WZDE MEMBERS. � �x,, ��
EXISTING STUD PAGK ,� -c,�d � -
NEW STONE - dr NEW 6" GMU �/ENEER 9i�
11. NON-STRUCTURAL ELEMENTS + GOLUMN WITH SHEATHING
A. THE SLAB ON GRADE SELECTED BY THE OWNER AT THE GROUND FLOOR LEVEL OF THIS �d VENEER iSUPPORT, FULLY • -- "
6.$°� �`GROUTED EXISTING FOUNDATION
BUILDING HAS SOME RISK OF MOVEMENT. REFERENCE THE PRO7ECT SOILS REPORT FOR A. ELEMENTS SUCH AS NON-BEARING PARTITIONS, ETC. ATTACHED TO AND/OR +
SPECIFIC REQUIREMENTS. SUPPORTED BY THE STRUCTURE SHALL TAKE INTO ACCOUNT DEFLECTIONS AND � �g� �►"
OTHER STRUCTURAL MOVEMENTS. ' °
B. THE PREPARATION OF THE SUBGRADE FOR THE SLAB ON GRADE SHALL BE IN STRICT ' ��, "����
ACCORDANCE WITH THE PROJECT SOILS REPORT REFERENCED ABOVE. THE B. FIRE PROTECTION FOR ALL STRUCTURAL PARTS SHALL BE PROVIDED AND SHALL MEET `�� �
CONTRACTOR SHALL DIRECT QUESTIONS REGARDING THE SUBGRADE PREPARATION ALL CODE REQUIREMENTS FOR THE TYPE OF CONSTRUCTION SPEQFIED BY THE � "��¢ P ROJECT: 88 3 9
REQUIREMENTS TO THE GEOTECHNICAL ENGINEER. ARCHITECTURAL DRAWINGS. STRUCTURAL STEEL MEMBERS SHALL BE CONSIDERED ;°'
UNRESTRAINED UNLESS NOTED OTHERWISE. -_ III= ;III _- �s''� - _ -
��'a IIIIII�iII�-
C. MOVEMENT OF THE SLAB ON GRADE MAY CAUSE DAMAGE TO ANYTHING CONNECTED �m ���= M A R S H A L L
TO BOTH THE SLAB AND OTHER PORTIONS OF THE SUPERSTRUCTURE. ISOLATION 12. GENERAL (E)-I'-O" Q> GONGRE TE � I-II 11-'
DETAILS FOR PARTITION WALLS, BASEBOARDS, PIPING AND OTHER ITEMS MAY BE '`��r PIE R � =111
REQUIRED. REFER TO THE APPROPRIATE DRAWINGS OR CONSULT WITH THE A. ENGINEER'S ACCEPTANCE MUST BE SECURED FOR ALL STRUCTURAL SUBSTITUTIONS. � � _'_'!-_ R E S I D E N C E
RESPONSIBLE MEMBER OF THE DESIGN TEAM PRIOR TO CONNECTING ITEMS TO BOTH ��� SU PORTMU �/ENEER (E)-FOOTING ��� �IIIIIIIIIII
THE SLAB ON GRADE AND OTHER PORTIONS OF THE SUPERSTRUCTURE. B. VERIFY ALL OPENINGS THROUGH FLOORS, ROOF AND WALLS WITH MECHANICAL AND �,
ELECTRICAL CONTRACTORS. VERIFICATION OF LOCATIONS, SIZES, LINTELS AND ;N ALTERNATE: GONTINUE °a�� RE M O D E L
� VENEER TO FOOTING
6. CONCRETE REQUIRED CONNECTIONS ARE CONTRACTOR'S COMPLETE RESPONSIBILITY. � ;�`�
�� (GOh1TRAGTOR'S �
A. ALL CAST-IN-PLACE CONCRETE SHALL BE MADE WITH TYPE I/II PORTLAND CEMENT, � OPTION) �
C. PRIOR TO INSTALLATION OF MECHANICAL AND ELECTRICAL EQUIPMENT OR OTHER B
STONE AGGREGATE AND SHALL SATISFY THE FOLLOWING REQUIREMENTS: ITEMS TO BE ATTACHED TO THE STRUCTURE, ENGINEER'S APPROVAL OF CONNECTIONS � �-11 i. � � � � ( �� I �
AND SUPPORTS SHALL BE OBTAINED. UNLESS SPECIFICALLY DETAILED ON � =III I_, � � �
CONCRETE ITEM F'C MIX TYPE MAX W/C RATIO % AIR REQ. ARCHITECTURAL AND STRUCTURAL DRAWINGS, RESPECTIVE SUBCONTRACTOR ��r�, =ill�lllllll IIIIIIII���II. � 3/4" = I'-O°
SHALL FURNISH ALL HANGERS, CONNECTIONS, ETC., REQUIRED FOR INSTALLATION OF ��@,
FOOTINGS 3000 psi STD --- --- HIS ITEMS.
FOUNDATION WALLS 3000 psi STD --- ---
INTERIOR SLABS ON GRADE 3000 psi STD 0.50 --- D. PROVIDE ALL EMBEDDED ITEMS IN STRUCTURE AS NOTED ON ARCHITECTURAL, IIIIII II�I�II
EXTERIOR CONCRETE (++) 4500 psi STD 0.45 6%-8% MECHANICAL, ELECTRICAL AND STRUCTURAL DRAWINGS. MISCELLANEOUS EMBEDDED � I-II- -
ITEMS AND ANCHOR BOLTS SHALL BE FURNISHED BY STEEL SUPPLIER AND INSTALLED ��"�� �III���III�� 11-111111111
+ FOR ALL CONCRETE SUBJECT TO SULFATE ATTACK OR POSSIBLE CONTACT WITH ROAD BY CONCRETE CONTRACTOR. STEEL SHALL FULFILL ASTM A36. °��, �
SALTS W/C RATTO SHALL NOT EXCEED 0.4. ��� ��
���«�R
E. PROVIDE ASPHALTIC MASTIC-COATING ON ALL STEEL AND WOOD EXPOSED TO EARTH. °,� ��_ ,_. = �
++ MAXIMUM SLUMP SHALL NOT EXCEED 4". �� �'�� ����__�-��' 2
F. SUBMIT SHOP AND ERECTION DRAWINGS TO ENGINEER FOR REVIEW OF ALL STRUCTURAL °` �� G E N E RA L N OT E S
C. CONTRACTOR SHALL SAWCUT OR TROWELCUT 70INT5 IN SLABS ON GRADE. 70INTS STEEL. THE MANUFACTURING OR FABRICATION OF ANY ITEMS PRIOR TO WRITTEN
� SHALL BE SPACED 12 FEET AND SAWCUT OR TROWELCUT 1/4 OF SLAB DEPTH X 3/16" REVIEW OF SHOP DRAWINGS WILL BE ENTIRELY AT THE RISK OF THE �oNTRA�TOR. A N D D ETAI LS
� WIDE WITHIN 12 HOURS AFTER POURING. CARRY ALL SLAB REINFORCEMENT THROUGH
� 70INT. G. WATERPROOFING, VAPOR BARRIERS, WATERSTOP, ETC., SHALL BE AS SHOWN ON THE
r� ARCHITECTURAL DRAWINGS AND AS INDICATED IN THE SPECIFICATIONS.
" D. SLABS, TOPPING, FOOTINGS, BEAMS AND WALLS SHALL NOT HAVE 70INTS IN A � � � � r �� I �
° HORIZONTAL PLANE. ANY STOP IN CONCRETE WORK MUST BE MADE AT THIRD POINT OF H. ALL MASONRY AND STONE VENEERS SHALL BE ATTACHED TO INTERIOR AND EXTERIOR I I��
� SPAN WITH VERTICAL BULKHEADS AND HORIZONTAL SHEAR KEYS UNLESS OTHERWISE WALLS AS SPECIFIED IN SECTION 1405 OF THE INTERNATIONAL BUILDING CODE.
"' SHOWN. ALL CONSTRUCTION JOINTS SHALL BE AS DETAILED OR AS REVIEWED BY THE 3/4" = I'-O"
3 ENGINEER. I. ALL DIMENSIONS ON STRUCTURAL DRAWINGS SHALL BE CHECKED AGAINST FIELD AND
o ARCHITECTURAL DRAWINGS.
ch E. ALL CONCRETE WORK AND REINFORCEMENT DETAILING SHALL BE IN ACCORDANCE
M W2TH ACI BUILDING CODE 318 LATEST EDITION, UNLE55 NOTED OTHERW2SE. USE J. CONTRACTOR SHALL VERIFY ALL ASSUMED EXISTING CONDITIONS. IF CONDITIONS
� STANDARD HOOKS FOR DOWELS UNLESS NOTED OTHERWISE. ALL EXPOSED EDGES OF ARE DIFFERENT THAN ASSUMED, NOTIFY ENGINEER.
Q CONCRETE WORK SHALL HAVE 3/4 INCH CHAMFER.
U K. PRE-MANUFACTURED STAIRS, HANDRAILS, AND GUARDRAILS NOTED ON PLAN SHALL
0 7. REINFORCEMENT HAVE ALL ENGINEERING, DESIGN AND DETAILING PROVIDED BY STAIR DESIGNER
� AND SHALL BE SUBMITTED FOR ARCHITECTS REVIEW BEARING THE SEAL OF A
� A. ALL REINFORCING SHALL BE HIGH-STRENGTH DEFORMED BARS CONFORMING TO ASTM PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF COLORADO. EXTERIOR
� A615, GRADE 60 EXCEPT TIES, STIRRUPS AND PLATE ANCHORS WHICH SHALL BE STAIRS SHALL BE DESIGNED TO SUPPORT A LIVE LOAD OF 100 PSF, AND INTERIOR �
� DEFORMED BARS, ASTM DESIGNATION A615, GRADE 40 OR ASTM A706 GRADE 60. STAIRS SHALL BE DESIGNED TO SUPPORT A LIVE LOAD OF 40 PSF. SEE
� ARCHITECTURAL DRAWINGS FOR ADDITIONAL REQUIREMENTS AND CRITERIA.
� B. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185 GRADE 65 AND SHALL BE
� LAPPED ONE FULL MESH AT SIDE AND END SPLICES AND WIRED TOGETHER.
m
� C. REINFORCEMENT PROTECTION UNLE55 NOTED OTHERWISE:
� 1. CONCRETE POURED AGAINST EARTH 3"
2. CONCRETE POURED IN FORMS (EXPOSED TO WEATHER OR EARTH) 2"
� 3. COLUMNS AND BEAMS (TIE BARS) 1-1/2"
M
�
oD 4. SLABS AND WALLS (NOT EXPOSED TO WEATHER) 3/4"
a
12'-O" 2'-O" 4"
DOUGLAS MILLER DECHANT ARCHITECTS
4" F7" I'-O" SHEPHERD RESOURCES INC / AIA
POST OFFICE BOX 1624
STONE �/ENEER
3 AVON COLORADO 81620
STONE GAP
53.1 T970 949 3302 F970 949 51 21 ��
WWW.SRIARCHITECT. COM
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Oa � (2)-#5 AT TOP
STONE �/ENEER � � � � f �� � NEW EXTERIOR STUD
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ROOF SHEATHING EXISTING EXTER�OR P O S T O F F I C E B O X I 6 2 4
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i i 3/8" STEEL END PLATE EAGH SIDE � NEW ROOF JOIST
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BOLTS i i NEW ROOF JOIST RE: PLAN
i i STEEL GOLUMN RE: PLAN �
i i NEW (3)-5 I/2" L�/L BLOGKING 10 I/2' RE: PLAN PRIOR TO INSTALLATION
i i REW PLOOF`JIOHST 3X8 �0 HRE D D ROD
(MiNIMUM) AT EAGH SPAGE � 2X12 BE�/ELED BEARING WELDED AT �'-O"
SIMPSON LSSU
� � NEW WINDOW BLOGK UNDER EAGH HANGER (WITH
i i
i i OUTRIGGER WEB PAGK)
EXISTING EXTERIOR STEEL BEAM RE: PLAN � � � � � �� I j
STUD WALL WITH WITH RIPPED 2X12 TOP SIMPSON H2.5 GLIP � � � � � �� � I �� I
SHEATHING PLATE AND I/2 4� EAGH JOIST 3/4" = I'-O"
THRU-BOLTS AT I'-4" 3/4" = I'-O" "
STAGGERED
� � � °�° f � � � � � � � f �� I j i�, NEW RIGID INSULATION
I I � � �� � �� W�TH h1AIL BOARD
3/4" = I'-O" 3/4" = I'-O" AT 6 aPLUS IGLUEAILS
HEW RIGID INSULATION
WITH NAIL BOARD 2L �,,��N. NEW ROOF SHEATHING � <XXX'-X "
RE: ARGH
(2)-I d X 3 I/2" NAILS 12
�- AT 6", PLUS GLUE 2 � DATE ISSUE
SECTION B-B NEW ROOF �
2X BLOGKING SHEATHING P` 8-27-12 PERMIT SET
EAGH SPAGE '�
�/L RO OF JOIST � � RE: ARGH �_�_____ _-- � 03-13-12 PERMITSET
RE. LAN �� � � � � � �� � � FASGIA � � � 05-15-13 PERMIT REVISIONS
3/4° = I'-O" 2X6 �i . � SIMPSON U HANGER i ASI#I REVISIONS
(SLOPED SEAT) THIS
> SUBFASG I A
SIDE OF BEAM 2 ASI#2 REVISIONS
RIGID INSULATIOhI 5 I/2" �/L RIM JOIST NEW ROOF JOIST � NEW STEEL BEAM 3 ASI#3 REVISIONS
W <XXX'-XX"> y� WITH NAIL BOARD HEW 5 I/2" �/L OUTRIGGER p,, NEW ROOF JOIST RE: PLAN WITH RE: PLAN WITH 2X
� RE: ARGH. SIMPSON A35 AT I'-4" EAGH JOIST RE: PLAN SIMPSON LSSU TOP PLATE AND WEB
HANGER (WITH PAGKING AND I/�" tD
WEB BLOGKING WEB PAGK) THRU-BOLTS AT 2'-O"
� 2X6 BLOGKING AT I'-4" NEW 2X12 BLOGKING
EXIST�NG ROOF EAGH SPAGE AT OUTRIGGER
RE: MANUFAGTURER
SIMPSON H�.S GLIP
EAGH JOIST NEW 2X6 X 4'-O" NEW APPLIED BOX
8X14 BEAM WITH H2S GLIp50N
AT I'-4" (FLATWISE) HEW 2X BEVELED BEAM RE: ARGH.
3/4" m X 8" LAG- BEVELED TOP _ BEARING BLOGK UNDER
FASGIA EAGH OUTRIGGER � � � � � �� �
IN NEW RIGID RE: ARGH.
BOLT AT 2'-O" INSULATION SPAGE EXISTING ROOF JOIST
EXISTING EXTERIOR
10 1/2" STEEL BEAM RE: PLAN � STUD WALL WITH 3/4" = I'-O"
WITH RIPPED 2X12 TOP SHEATHING
PLATE AND I/2" � PERMIT
THRU-BOLTS AT I'-4"
a-,� REVISIONS
� � � � f �� � � SIMPSON H2.5 �I
FASGIA � � � � � I � � I
3/4" = I'-O' GLIP
'-O" TY .
. GH. EXISTING EXTERIOR (3)-5 I/2" L�/L HEADER
3/4" = I'-O"
MAY 15, 2013
NEW �X4 STUD WALL WITH BEAM WITH 2X6 TOP
;d�1DERFRAMING SHEATHING PLATE � NEW RIGID INSULATION
2X6 AT 2'-O" BEARING WITH NAILBOARD
`' NEW STONE����/ENEER �°� STEEL BEAM RE: PLAN EXISTING ROOF STUD WALLS
(OVERFRAMING) NEW ROOF SHEATHING
<XXX'-XX" , (NO STONE VENEER �a WITH �X TOP PLATE �2
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SHEATH I h1G 12
NEW RIGID
I NSULATIOhI i
WITH NAIL <XXX'- X" 12
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3/4" = I'-O.'
3/4" = I'-O" --
12 L3X3X1/4 GONT. WITH (3)-5 I/2" L�/L I/4" STEEL SADDLE NEW STEEL BEAM
i I 2 I/2" � X 3" LAG-BOLTS GONTINUOUS WITH (2)-I/2°� RE: PLAN WITH
� � AT I'-O" EAGH LEG HEADER BEAM THRU BOLTS BE�/ELED 2X6 TOP
i i
t i PLATE AND I/2" <D
STEEL BEAM I I � �/2" I/2" X 6" X I'-O" STEEL EXISTING ROOF
RE: PLAN i � PLATE WITH (4)-3/4" cD �,. ji JOIST 2H�-BOLTS AT
i � THRU-BOLTS ROOF SHEATHING 4" i2 �nu
3/8" STEEL � i�i� NEW ROOF JOIST
i i � I I/�" ° I I/2" 2 � inin EXISTiNG (2)-2X10 RE: PLAN
STIFFENER � i CP i � ROOF BEAM (RIP EXISTING
i NE W OOF ii�i i
EAGH SIDE t i " HSS 2X2X1/4 AT JOIST RE: PLAN
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i � 4'-O" MAX. " � . �SLOPING)
C 2 ��2' AS REQUIRED
HSS 4X4X1/4 STUB \� o 0
GOLUMN WITH I/2" 4" LVL BEAM RE: PLAN - NEW 2X6 STIB WALL NEW 6X6X1/4 STEEL PLATE
STEEL TOP AND 12" LVL BLOGKING � � WITH SHEATHING AT 2'-O" WITH (2)-I/2"4� X 4" NEW APPLIED WOOD
BASEPLATES I/4" STEEL SADDLE � �
WITH 1/2" m THRU-BOLT ° i � REMO�/E f2)-2X10 LAG BOLTS AT 4" SPAGING BEAM RE: ARGH.
STEEL BEAM � � II I/2" �I
RE: PLAN IN HORIZONTALLY Qj� H55 4X4X1/4 � � BEAM THIS SIDE ONLY
i i SLOTTED HOLE STUB GOLUMhI i i (FIELD NEW HSS BEAM RE: PLAN � � � � � O I �l �
i i ROOF JOIST RE: PLAN i � �/ERIFY) W�TH 2X6 TOP PLATE AND 3/4" = i'-O"
MOMENT GONNEGTION i i I/z" STEEL �
i 3/ib I/2"� THREADED RODS AT 2'-O"
3/8" X 6" WIDE STEEL �
RE: I/54.2 i i FAGE PLATE WELD TO BASE PLATE � �
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HSS 8X6 GOLUMN i i
RE: PLAN � �
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5 I/2" L�/L OUTRIGGER
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2X BLOGKING EAGH I I WITH I/2" cD THREADED w,/�' "� • �;� I"
IOd NAILS AT 4" I I SPAGE 12 RODS AT I'-O" " ' ' ' ;�
2 � U:� -c3'd � .
RIPPD LVL BLOGKING _
12 EAGH SPAGE RIGID INSULATIOht 2X6 BLOGKING SIMPSON H2.5 s
�2 WITH NAIL BOARD EAGH SPAGE GLIP EAGH
JOI ST I
SIMPSON DTG GLIP RE: ARGH. NEW (3)-I4" LVL BEAM .�r'
AT I'-4" L3X3X1/4 W�TH 12" ROOF JOIST W�TH RE: PLAN WITH (2)-I/2" <V •����
(4)-3/4" tD THRU-BOLTS PLYWOOD WEB PAGK I VL JOIST RE: PLAN THRU-BOLTS AT 6"
= STAGGER, PLUS GLUE
8X14 BEAM NEW ROOF JOIST
�t RE: PLAN WITH PRO ECT: 8839
SIMPSON LSSU �
Q � � � � � �� � � FASGIA ,� FASGIA � HANGER (WITH
� RE: ARGH. . RE: ARGH. � WEB PAGK)
3,4�� _ ��_��� MARSHALL
l�J-s iiz° �v�
:
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d'
_ SUBFASGIA
IOd NAILS AT 6" ROOF JOIST RE: PLAN STEEL BEAM RE: PLAN W�TH L50 � ROOF JOIST
WITH 2X TOP PALTE EAGH JOIST RE: PLAN � � � � f �� �
2X6 STUD WALL 3/b" X 6" STEEL KNIFE RE M O D E L
WITH SHEATHING 5 I/2" LVL LADDER IOXIO GOLUUMN PLATE WITH (4)-3/4° cD 3/4" = I'-O"
JOIST WITH LUS HANGER THRU-BOLTS GOUNTERSINK
AND PLUG
SIMPSON H2.5 LVL BAGKSPAN
GLIP BEAM RE: PLAN
3/8" STEEL STIFFENER L�/L HEADER BEAM
EAGH SIDE RE: PLAhI WITH 2X6 SHORE EXISTING STUD
(4)-I/Z"Q� X 4" TOP PLATE � � � � � �� I �
NEW RIGID INSULATION WALL PRIOR TO
I �l W�TH hIAILBOARD REPLAGEMENT OF
LAG-BOLTS
3/4" = I'-O" BEAM
5 I/2" VL � � � °�° f �� I � /C NEW ROOF SHEATHING
� � � � f 01�1 � � �o�sTS � ► ► �� ���
3/4" _ �'-O"
� EXISTING EXTERIOR
3/4" = I'-O"
TUD WALL WITH
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� STEEL GOLUMN RE: PLAN i i HANGER AT Z'-O" STRUGTURAL �2J-L50 GLIPS
rn SUBFASGIA i � BOLT AT 2'-O"
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2X6 EXTERIOR STUD
Q i i i i GOLUMN AT INTERMEDIATE NEW ROOF JOIST TOP PLATE AND I/2" m
v i i 5 I/2" LVL LADDER WALL WITH SHEATHItJG i i WINDOW JAMBS RE: PLAN WITH THRU-BOLTS AT 2'-O"
o � � JOIST WITH LUS HANGER i i SIMPSON U HANGER STAGGER, AND SOLID
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DOUGLAS MILLER DECHANT ARCHITECTS
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� RE: ARGH. "
� �5 AT I'—O" X `a° EAGH SIDE SHEPHERD RESOURCES INC / AIA
I'-6" ��
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i i i , i i i 3/8" X G I/2" X IO" DATE ISSUE
i I I/8" 6'-� 3/4" 10 I i i PLATE WITH 3/4" Q� � �
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i i TEEL LATE
i i � i ANGHOR AT 2'-O" _ _ - -i ,�`
i � i i � i HSS 4X4X1/4 � ROOF SHEATHING �3�8 03-13-12 PERMIT SET
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i i i i STUD WALL WITH _ � — f 05-15-13 PERMIT REVISIONS
� � 3/4" �'-5 I/�" � 3�q� i i SHEATHING � � � � I �I � � � ASI#I REVISIONS
NEW HSS IOX6XI/4 2X BLOGKING 3/4" = I'-O"
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8X I 4
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STUD WALL 3'-8 3/8 STONE �/ENEER WITH (4)-3/4 Q> THRU- °
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-- �� LAG-BOLT i � , _ REVISIONS
I" MAX. AND PLUG TOE-NAILED � i ry
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TOP OF WIOXIG ,��° `��, �� ���� �� �° i i �
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(2)-3/4" m THRU-BOLTS �4 �� SHEATHING ��� i i BEAMI/�" vL HEADER MAY 15, 2013
�, �����' '�n~ a (5)-2X6 GOLUMN i i 3/8 STEEL END PLATE
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_ I/2" m X � I/2" EMBED (2)-3/4" 4� THRU-BOLTS
LAG-BOLTS WIOXIG EPDXY ANGHOR AT I'-4" AND I/Z" cD X 4" EPDXY � Q i i
HSS 3X3X1/4 STUB ANGHOR �
GOLUMN IN 3 5/8" ALIGN PLYWOOD ❑ a i i
METAL STUD WALL � WITH FAGE OF 8" GONGRETE SLAB � ' i i
i I/4
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(3)-2X6 STUD � � AND BASE PLATE ��
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v��A 2'-O" ��, (3"-12") 3/16 AND NAILBO RD
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A BOND BEAM WITH ABOVE PRIOR TO
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NEW ROOF JOIST 8X14 BEAM WITH AT 6", P US GLUE RE M O D E L
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SIMPSON LSSU
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OUTRIGGER EAGH -
3/4" = I'-O"
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EAGH SPAGE WEB BLOGKING AT
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NEW 2X BE�/ELED RE: MANUFAGTURER
BEARING BLOGK
UNDER EAGH OUTRIGGER NEW ROOF JOIST FRAMING DETAILS
RE: PLAN
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