ANALYZED USING THE EQUIVALENTLATERAL FORCE PROCEDURE
S
S1
DS
Ss
SITE SOIL CLASS
SEISMIC DESIGN CATEGORY
EXPOSURE
B. STRUCTURE DESIGNED FOR THE FOLLOWING LOADS:
ROOF DEAD LOADS:
= D
= D
= 0.956
BASIC WIND SPEED (V) = 120 MPH
= B
IMPORTANCE FACTOR = I
GROUND SNOW LOAD = 25 PSF
ROOF LIVE LOADS:
= 0.473
= 0.713
MOMENT-RESISTING FRAME SYSTEM: R = 3.5STEEL ORDINARY MOMENT FRAMES
WIND LOADS:
SEISMIC DESIGN DATA:
BASIC STRUCTURAL & SEISMIC RESISTING SYSTEM:
A. STRUCTURE DESIGNED IN ACCORDANCE WITH THE 2014 OSSC.
FLAT ROOF SNOW LOAD = 25 PSF (MODIFIED FOR
DRIFTING AND UNBALANCED LOADS WHERE APPLICABLE)
C. IF ANY FIELD CONDITIONS PRECLUDE COMPLIANCE WITH THESE DRAWINGS AND/OR CONDITIONS SPECIFIED, THE CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY AND SHALL NOT PROCEED WITH THE AFFECTED WORK. THE CONTRACTOR SHALL VERIFY ALL BUILDING DIMENSIONS, DETAILS, AND CONDITIONS PRIOR TO START OF CONSTRUCTION THAT MAY BE IMPACTED BY VARIATIONS FROM THE CONDITIONS SHOWN HEREIN.
a. INSPECT FORM WORK AND PLACEMENT OF REINFORCEMENT
K. REINFORCEMENT COVER, UNLESS NOTED OTHERWISE:
NON-SHRINK GROUT SHALL CONFORM TO ASTM C-109.
CONCRETE AGGREGATES SHALL CONFORM TO ASTM C-33.
CONCRETE FILL = 1/2"
MAXIMUM AGGREGATE SIZE:
MAXIMUM WATER-CEMENT RATIO = 0.49
MAXIMUM SLUMP LIMIT = 4"
FOOTINGS & FOUNDATIONS = 3/4" TO 1 1/2"
SLAB-ON-GRADE = 3/4" TO 1"
1.) FOOTINGS AND GRADE BEAMS - BOTT. 3" 2.) WALLS - OUTSIDE 2", INSIDE 1"
3.) SLABS - 1 1/2" FROM TOP
-TOP 1-1/2"
JOINT MATERIAL, CONFORMING TO ASTM D-1751.
A. ALL CONCRETE WORK SHALL CONFORM WITH A.C.I. "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE", ACI 318 - LATEST EDITION, AND "MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES", ACI 315 - LATEST EDITION.
B. ALL CONCRETE FORM WORK WORK SHALL CONFORM WITH A.C.I. "RECOMMENDED PRACTICES FOR CONCRETE FORM WORK" - ACI 347.
C. ALL CONCRETE SHALL HAVE MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF 3000 PSI. ALL STRUCTURAL CONCRETE SHALL CONFORM WITH A.C.I. "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS" - ACI 301.
CEMENT SHALL BE PORTLAND CEMENT, TYPE I OR II, CONFORMING TO ASTM-C-150.
EXPANSION JOINTS SHALL BE 1/2" THICK ASPHALT IMPREGNATED FIBERBOARD
CURING COMPOUND SHALL BE CLEAR, CONFORMING TO ASTM C-309.
E. COLD WEATHER CONCRETE WORK, WHEN APPLICABLE, SHALL CONFORM TO ACI 306.
F. HOT WEATHER CONCRETE WORK, WHEN APPLICABLE, SHALL CONFORM TO ACI 305.
H. ALL BAR REINFORCING FOR CONCRETE TO CONFORM TO ASTM A615, GRADE 60. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185.
AIR-ENTRAINING ADMIXTURES SHALL CONFORM TO ASTM C-260.
I. CONCRETE ACCESSORIES TO BE ADEQUATE TO MAINTAIN REINFORCING ACCURATELY IN PLACE AND BE NON-CORROSIVE, NON-STAINING TYPE.
L. WELDED WIRE FABRIC SHALL HAVE MINIMUM END AND SIDE LAPS OF 1'-0".
J. LAP ALL BAR REINFORCING PER ACI 318. STAGGER SPLICES IN HORIZONTAL WALLS AND SLABS.
GENERAL NOTES:
SOIL NOTES:
CONCRETE NOTES:
FOR EACH DAY'S POUR FOR EACH TYPE OF CONCRETE.b. SLUMP PER ASTM C-143. ONE TEST AT POINT OF DISCHARGE
d. CONCRETE TEMPERATURE - TEST EACH TIME A SET OF COMPRESSION TEST IS TAKEN.
IN RESERVE FOR LATER TESTING IF REQUIRED.
ALL CONCRETE WORK, REINFORCING PLACEMENT, FORM WORK AND SHORING SHALL BE SPECIAL INSPECTED BY AN INDEPENDENT TESTING AGENCY RETAINED BY THE OWNER FOR THE FOLLOWING ITEMS:
CONCRETE SPECIAL INSPECTION REQUIREMENTS
D. CONTRACTOR SHALL SUBMIT MIX DESIGNS FOR APPROVAL. MIX DESIGN SHALL INDICATE 7 AND 28 DAYS STRENGTHS, CEMENT CONTENT, AIR CONTENT, WATER-CEMENT RATIO, AMOUNT OF FINE AND COARSE AGGREGATES AND ADMIXTURES. ALL EXTERIOR CONCRETE AND CONCRETE EXPOSED TO WEATHER SHALL BE AIR-ENTRAINED (4% TO 6%) UNLESS LOCAL STANDARDSARE OTHERWISE.
e. COMPRESSION TEST SPECIMEN PER ASTM C-31 (ONE SET OF 4 STANDARD CYLINDERS)
c. AIR CONTENT PER ASTM C-173 (VOLUMETRIC) OR ASTM C-231 (PRESSURE). ONE TEST FOR EACH DAY'S POUR FOR EACH TYPE OF CONCRETE.
g. TWO SPECIMENS TESTED AT 7 DAYS, ONE SPECIMENSTESTED AT 28 DAYS, AND ONE SPECIMEN RETAINED
h. EPOXIED ALL THREAD AND REBAR DOWELS; AND EXPANSION ANCHORS INTO CONCRETE.
f. COMPRESSION STRENGTH TEST PER ASTM C-39. ONE SET FOR EACH DAY'S POUR FOR EACH TYPE OF CONCRETEPLUS ADDITIONAL SETS FOR EACH 100 cy OVER AND ABOVE THE FIRST 100 cy.
M. HILTI HY 200 OR SIMPSON SET XP EPOXY ADHESIVE IS REQUIRED FOR ALL REBAR DOWELS OR ALL THREAD DRILLED AND EPOXIED INTO CONCRETE.
A. SOIL BEARING CAPACITY USED IN DESIGN OF NEW FOUNDATION: 1500 PSF. ALL FOOTINGS TO BEAR A MINIMUM OF 18" BELOW FINISHED GRADE ON UNDISTURBED SOIL OR APPROVED STRUCTURAL FILL. PROVIDE AND INSTALL STRUCTURAL FILL AS NECESSARY. IF UNSUITABLE SOILS ARE ENCOUNTERED, OR IF ROCK IS ENCOUNTERED IN THE AREA OF THE PROPOSED BOTTOM OF FOOTING, NOTIFY THE ENGINEER IMMEDIATELY.
B. THE GEOTECHNICAL ENGINEER SHALL OBSERVE AND APPROVE SUBGRADE SOILS PRIOR TO THE PLACEMENT OF STRUCTURALFILL OR FOOTING FORMS.
NOTE: B-E ARE NOT APPLICABLE IF GEOTECHNICAL REPORT IS NOT REQUIRED BY THE BUILDING OFFICAL
D. PLACEMENT AND COMPACTION OF STRUCTURAL FILL SHALL BE OBSERVED BY THE GEOTECHNICAL ENGINEER AND/OR TEST RESULTSBY A QUALIFIED TESTING AGENCY.
E. COMPLY WITH SPECIFICATIONS AND GEOTECHNICAL REPORT RECOMMENDATIONS FOR ALL FILLS AND EXCAVATIONS.
C. STRUCTURAL FILL MATERIAL TYPE AND SOURCE SHALL BE APPROVED BY GEOTECHNICAL ENGINEER PRIOR TO INSTALLATION.
ROOF (TOTAL) = 20 PSF
G. SCREED SLABS AT GRADE LEVEL, MAINTAINING SURFACE FLATNESS OF MAXIMUM 1/4" IN 10'-0".
C. ALL STEEL TUBE COLUMNS SHALL CONFORM TO ASTM A500, GRADE B.
K. ALL BOLTS, NUTS, AND WASHERS SHALL BE IN ACCORDANCE WITH THE LATEST SPECIFICATIONS APPROVED BY THE RESEARCH COUNCIL ON RIVETED AND BOLTED STRUCTURAL JOINTS.
A. STEEL SHALL CONFORM TO THE "SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS, ALLOWABLE STRESS DESIGN AND PLASTIC DESIGN" LATEST EDITION, OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION.
H. ALL WELDS SHALL CONFORM TO THE "STRUCTURAL WELDING CODE (STEEL)," AWS D1.1, LATEST EDITION.
i) COMPLETE-JOINT-PENETRATION WELDS (CJP) ARE TO BE CONSTRUCTED PER THE WELDERS PREFERENCE AND PER ANSI/AISC 341-05, 11.2a.
a) BACKING IS TO BE REMOVED AND BACKWELDED WITH A 5/16" FILLET WELD.
b) WHERE WELD ACCESS HOLES ARE PROVIDED, THEY WILL CONFORM TO AISC SPECIFICATION.
G. ALL ANCHOR RODS SHALL CONFORM TO ASTM F1554 GRADE 36.
F. ALL HEADED STUDS SHALL CONFORM TO ASTM A-108, GRADE 1015 OR 1020.
E. ALL MISCELLANEOUS STRUCTURAL STEEL SHALL BE ASTM A36.
B. STRUCTURAL STEEL SHALL CONFORM TO ASTM A992, EXCEPT AS MODIFIED BELOW.
D. ALL STEEL PIPE COLUMNS SHALL CONFORM TO ASTM A53, TYPE E OR S, GRADE B, OR ASTM A501.
STRUCTURAL STEEL NOTES:
WOOD GENERAL NOTES:
STRUCTURAL OBSERVATIONS:
STRUCTURAL STEEL SPECIAL INSPECTION REQUIREMENTS
I. BOLTS FOR STEEL TO STEEL CONNECTIONS SHALL BE ASTM A325-X BOLTS, INSTALLED TO A "SNUG TIGHT" CONDITION AND TORQUED TO 50 FT-LBS.
M. STRUCTURAL STEEL SHOP DRAWINGS, PREPARED BY THE STEEL SUBCONTRACTORS, SHOWING COMPLETE DIMENSIONS, DETAILS, SIZES AND GRADES OF STEEL MEMBERS AND CONNECTIONS, TYPE AND NUMBER OF WELDS AND BOLTS SHALL BE SUBMITTED FOR APPROVAL PRIOR TO FABRICATION OF THE STEEL COMPONENTS. THE STRUCTURAL STEEL SUBCONTRACTOR SHALL BE RESPONSIBLE FOR CHECKING, VERIFICATION AND COORDINATION OF DIMENSIONS AND DETAILS WITH THE STRUCTURAL AND OTHER PORTIONS OF THE CONTRACT DRAWINGS.
N. CONCRETE STEEL REINFORCEMENT SHOP DRAWINGS SHALL BESUBMITTED TO ENGINEER OF RECORD FOR REVIEW.
M. THE STEEL FABRICATOR SHALL BE AISC CERTIFIED.
L. ALL STRUCTURAL STEEL SHALL BE SHOP PRIMED WITH TWO COATS IN ACCORDANCE WITH AISC RECOMMENDATIONS.
N. THE FOLLOWING VERIFICATIONS AND INSPECTIONS ARE REQUIRED FOR STRUCTURAL STEEL CONSTRUCTION:
STRUCTURAL OBSERVATIONS:
ENGINEER OF RECORD SHALL BE NOTIFIED 7 BUSINESS DAYS IN ADVANCE OF REQUIRED STRUCTURAL OBSERVATIONS. THE STRUCTURAL OBSERVATIONS REQUIREDARE AS FOLLOWS:
1.) AS SOON AS FOUNDATION REINFORCEMENT IS IN PLACE, BUT PRIOR POURING CONCRETE.2.) AS SOON AS SECOND FLOOR DECK AND MOMENT FRAMES ARE IN PLACE.3.) AS SOON AS ROOF FRAMING AND DECKING IS IN PLACE, BUT PRIOR TO INSULATION INSTALLATION.
J. BOLTS FOR WOOD TO WOOD OR WOOD TO STEEL SHALL BE ASTM A307 UNLESS NOTED OTHERWISE. PROVIDE STANDARD PLATE WASHERS UNDER ALL BOLT HEADS AND NUTS IN CONTACT WITH WOOD. INSTALL "FINGER TIGHT". DO NOT OVER TIGHTEN.
1.) MATERIAL VERIFICATION OF HIGH-STRENGTH BOLTS, NUTS ANDWASHERS: a.) IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS. - PERIODIC b.) MANUFACTURER'S CERTIFICATE OF COMPLIANCE REQUIRED. - PERIODIC
2.) INSPECTION OF HIGH STRENGTH BOLTING: a.) BEARING-TYPE CONNECTIONS. - PERIODIC b.) SLIP-CRITICAL CONNECTIONS. - CONTINUOUS
3.) MATERIAL VERIFICATION OF STRUCTURAL STEEL: a.) IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS. - PERIODIC b.) MANUFACTURER'S CERTIFIED MILL TEST REPORTS. - PERIODIC
4.) INSPECTION OF WELDING: a.) COMPLETE AND PARTIAL PENETRATION GROOVE WELDS. - CONTINUOUS b.) MULTI-PASS FILLET WELDS. - CONTINUOUS c.) SINGLE-PASS FILLET WELDS GREATER THAN 5/16" - CONTINUOUS d.) SINGLE-PASS FILLET WELDS LESS THAN OR EQUAL TO 5/16" - PERIODIC e.) FLOOR AND DECK WELDS. - PERIODIC
A. WOOD FRAMING TO BE #2 DOUGLAS FIR OR BETTER UNLESS NOTED OTHERWISE ON THE PLANS. GLULAM MEMBERS ARE TO BE 24F-V4 UNLESS NOTED OTHERWISE ON THE PLANS.B. GLULAM BEAMS/RAFTERS TO BE ATTACHED TO STRUCTURE PER THE FRAMING PLANS AND STRUCTURAL DETAILS.C. PROVIDE SOLID BLOCKING BETWEEN RAFTERS AT ALL BEARING LOCATIONS.
D. SHEATHING TO BE SPAN RATED PLYWOOD OR OSB FLOOR: 1 1/8" ROOF: 5/8" WALLS: 15/32"
RE
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DRAWN:
SCALE: AS SHOWN
SH
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ST
AB
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L.: (
54
1)2
23
-53
60
F
AX
: (5
41
)22
3-5
27
8
77
7 N
E 2
ND
ST
. S
UIT
E 2
80
EN
GIN
EE
RIN
GIN
C.
S0.0
LW
16-0207
6/26/2017
6/26/2017
CO
NS
TR
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TIO
N N
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CA
RL
SO
N V
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S
AV
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PL
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36
0 S
W A
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RV
AL
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33
FLOOR FRAMING PLANFOUNDATION PLAN
SCALE: 1/8" = 1'-0"
SCALE: 1/8" = 1'-0" B
A
G
E
E
E
EEF
F
F
F
F
F
E F
J
H
G
J
D
D
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S1.0
S4.0
S5.3
S5.0
S5.0
S5.0
S5.0S5.0S5.2
S5.2
S5.2
S5.2
S5.2
S5.2
S5.0 S5.2
S5.2
S5.2
S5.2
S5.2
S5.3
S5.3
S5.3
S5.3
S5.2
S5.1
S5.2SIM
S5.0
S5.0
S5.0
S5.0
S5.0
S5.0
S5.0
S5.2
S5.0 S5.2
S4.0
S5.1
S4.0
S5.1
S5.1
S5.2
S5.1
S4.0
S1.0
A A
1 1
2 2
3 3
4 4
5 5
6 6
7 7
7.57.5
8 8
9 9
B BC C DD EE F F GG
ALL HEADERS4X12 U.N.O.
ALL JOISTS 18" TJI 560 @ 16" O.C. U.N.O.
B
B
G
B
B
AA
A
A
A
A
A
A
AA
A
A
A
C
C
D
F
C
E
E
E
C
C
A
A
B
B
C
D
E
F
G
- 9'-0" X 9'-0" X 18" FTG W/ (2) LAYERS OF (15) #5 BARS E/W
- W8X35 STEEL POST
- 6'-0" X 6'-0" X 16" FTG W/ (2) LAYERS OF (11) #5 BARS E/W
- 5" X 5" X 3/8" HSS STEEL POST
- 5'-0" X 5'-0" X 16" FTG W/ (2) LAYERS OF (9) #5 BARS E/W
- 3'-6" X 3'-6" X 16" FTG W/ (2) LAYERS OF (7) #5 BARS E/W
- 3'-0" X 3'-0" X 16" FTG W/ (2) LAYERS OF (4) #5 BARS E/W
- 6'-6" X 6'-6" X 16" FTG W/ (2) LAYERS OF (12) #5 BARS E/W
- 6'-0" X 6'-0" X 24" FTG W/ (2) LAYERS OF (11) #5 BARS E/W
FOOTING SCHEDULE
SEE E-S5.1, F-S5.1, AND G-S5.3 FOR
FOOTING DETAILS
POST SCHEDULE
5 1/2" X 15" GLB
(2) 1 3/4" X 14" LVL
5 1/2" X 12" GLB
W18X35
W21X62CONTINUOUS
W21X62CONTINUOUS
W21X62CONTINUOUS
W21X62CONTINUOUS
W21X62CONTINUOUS
W21X62CONTINUOUS
5 1/2" X 15" GLB
3 1
/2"
X 1
8"
PA
RA
LA
MF
LU
SH
3 1
/2"
X 1
8"
PA
RA
LA
MF
LU
SH
3 1
/2"
X 1
8"
PA
RA
LA
MF
LU
SH
3 1
/2"
X 1
8"
PA
RA
LA
MF
LU
SH
3 1
/2"
X 1
8"
PA
RA
LA
M F
LU
SH
W2
1X
62
BE
LO
W
3 1
/2"
X 1
8"
PA
RA
LA
M F
LU
SH
W2
1X
62
BE
LO
W
3 1
/2"
X 1
8"
PA
RA
LA
M F
LU
SH
W2
1X
62
BE
LO
W
3 1
/2"
X 1
8"
PA
RA
LA
M F
LU
SH
W2
1X
62
BE
LO
W
3 1
/2"
X 1
8"
PA
RA
LA
M F
LU
SH
W2
1X
62
BE
LO
W
3 1
/2"
X 1
8"
PA
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LA
M F
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SH
W2
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62
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W1
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35
W1
8X
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US
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0 F
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US
HW
18
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5
A
A
A
AA
A
A
A
A B
A
A
A
B
B
B
B
B
BB
B
B
A
B
B
A
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LW
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6/26/2017
6/26/2017
FO
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N A
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7'-0" 7'-0"18'-6" 18'-6"11'-0" 11'-0"7'-0" 7'-0"6'-6" 6'-6"
8'-6
"
8'-6
"
9'-3
"
9'-3
"
18
'-0
"
18
'-0
"
26
'-6
"
26
'-6
"
1'-6
"
1'-6
"
1'-6
"
1'-6
"
30'-6" 30'-6"
15'-0 7/8"
(FIELD VERIFY)
15'-0 7/8"EXISTING CONCRETEWALL
12" X 16" DEEPENED SLAB EDGE W/ (2) CONT. #4 BARS
5" CONCRETE SLAB W/ #4 BARS @ 24" O.C. E/W
3'-0
"
3'-0
"
18" TJI 560D JOISTS @ 12" O.C. (UNDERFILING CABINETS)
24" X 16" CONT. FTGW/ (4) CONT. #4 BARS
18" TJI 560 JOISTS @
12" O.C.
10
4'-0
"
10
4'-0
"
17
'-6
"
17
'-6
"
50'-0"
TRIPLE STUD
TRIPLE STUD
TRIPLE STUD
HU612 HANGER(FIELD VERIFY)
5 1/2" X 9" GLB
5 1/2" X 9"GLB
6X6 POSTSSEE ARCHPLANS
10
'-5
1/2
"
10
'-5
1/2
"
10
'-9
1/2
"
10
'-9
1/2
"
ROOF FRAMING PLAN
CANOPY FRAMING PLAN CANOPY FRAMING PLAN
CANOPY SECTION DETAIL
SCALE: 1/8" = 1'-0"
SCALE: 1/4" = 1'-0" SCALE: 1/4" = 1'-0"
NOT TO SCALE
A
B
A
B C
D
S4.0
S4.0
S2.0
S2.0 S2.0
S2.0
A
1
2
3
4
5
6
7
7.5
8
9
B C D E F G
MA
NU
FA
CT
UR
ED
ST
OR
AG
E T
RU
SS
ES
@ 2
4"
O.C
,
(DE
SIG
NE
D B
Y O
TH
ER
S)
ALL HEADERS4X12 U.N.O.
2X
12 R
AF
TE
RS
@ 2
4"
O.C
.
EX
IST
ING
RO
OF
FR
AM
ING
OVERFRAMING
OVERFRAMING
OVERFRAMING
OVERFRAMING
OVERFRAMING
5 1/2" X 21"24F-V8 GLB
5 1
/2"
X 2
1"
GL
B
3 1
/2"
X 1
2"
GL
B3
1/2
" X
12
" G
LB
B
2X8 DF RAFTERS @ 24" O
.C.
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PL
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A
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CA
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TA
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CA
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STRAP BLOCKINGTOGETHER W/LSTA18
DTT2Z HOLDOWNW/ 1/2" THREADEDROD
LUS26 HANGER
ATTACH GABLE END TRUSS TOTOP PLATE W/A35 CLIPS @ 12" O.C.
BLOCKING BETWEEN TRUSSES ATTACH W/ A35 CLIPS
EAST CANOPYC-S2.0
SOUTH CANOPYD-S2.0
MIDDLE CANOPYB-S2.0
MA
NU
FA
CT
UR
ED
TR
US
SE
S @
24"
O.C
.
(DE
SIG
NE
D B
Y O
TH
ER
S)
7'-0" 18'-6" 11'-0" 7'-0" 6'-6"
8'-6
"9
'-3
"1
8'-0
"2
6'-6
"1
'-6
"1
'-6
"
30'-6"
19'-7 1/2" 11'-9" 24'-7 1/2"
MAN
UFA
CTU
RED
TRUSSES @
24"
O.C
.
(DESIG
NED
BY O
THER
S)
OVERFRAMING
OVERFRAMING
3 1/2" X 10 1/2" GLB
3 1/2" X 10 1/2" GLB
10'-0"
FRAME BEAMINTO WALL
FRAME BEAMINTO WALL
5 1/2" X 12" GLB(TYP)
HHGU5.62-SDSHANGER
10
4'-0
"
17
'-6
"
2X8 DF @ 16" O.C. OR1 3/4" X 7 1/4" LVL @ 16" O.C.BALLOON FRAMED WALL.ATTACH TO PLATE ANDBEAM W/ A35 CLIPS @ EA STUD
6X6 POST W/CC66 POST CAP(TYP)
24" X 24" X 16" FTGW/ (3) #4 BARS E/WW/ CB66 POST BASE(TYP)
CCO66 POSTCAP
ENGINEER TO VERIFYTRUSSES PRIOR TOMANUFACTURING
10
'-5
1/2
"1
0'-9
1/2
"
30" X 60" PULL DOWN STAIRADJUST TRUSS SPACING AS NECESSARY
LOWER FLOOR LATERAL PLAN UPPER FLOOR LATERAL PLANSCALE: 1/8" = 1'-0" SCALE: 1/8" = 1'-0"
A B
H
H
C
C
C
CC
A
A
A
A
A
A
B
B
B
B
BB
BB
D
S3.0 S3.0
S5.1
S5.1
S5.1
S5.1
S5.1
S5.1S5.1
S5.0
S5.0
S5.0
S5.0
S5.0
S5.0
S5.0
S5.0
S5.0
S5.0
S5.0S5.0
S5.0S5.0
S5.1
A A
1 1
2 2
3 3
4 4
5 5
6 6
7 7
7.57.5
8 8
9 9
B BC CD DE EF FG
SW
1
SW1
SW4
SW
1A
(CO
NT
RA
CT
OR
VE
RIF
Y E
XIS
TIN
G S
HE
AT
HIN
G A
ND
NA
ILIN
G)
SW
6
SIL
L B
OL
TS
@ 1
8"
O.C
.
BLOCK ALL PANEL EDGES OF FLOOR SHEATHING AND NAIL BOUNDARY W/ 10d NAILS @ 2 1/2" O.C. MAX.(MIN. DIA: 0.148", MIN. LENGTH: 3")
BLOCK ALL PANEL EDGES OF FLOOR SHEATHING AND NAIL BOUNDARY W/ 10d NAILS @ 4" O.C. MAX.(MIN. DIA: 0.148", MIN. LENGTH: 3")
RE
VIS
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F
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: (5
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3-5
27
8
77
7 N
E 2
ND
ST
. S
UIT
E 2
80
EN
GIN
EE
RIN
GIN
C.
S3.0
LW
16-0207
6/26/2017
6/26/2017
LA
TE
RA
L P
LA
NS
CA
RL
SO
N V
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AR
CH
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CT
S
AV
ER
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OM
PL
EX
AD
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ION
36
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W A
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AV
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CO
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NAIL TOP PLATE SPLICES W/ (16) 16d NAILS
@ EA SIDE OF SPLICESTRAP NAILER TO RIMBOARD W/ (2) MSTC52 ((1) EA SIDE)
MSTC52STRAP TO RIMBELOW
MSTC52STRAP TO RIMBELOW
MSTC52STRAP TO RIMBELOW
MSTC52STRAPTO RIMBELOW
MSTC52STRAPTO RIMBELOW
3 1/2" X 18" PARALAM CONTINUOUS DRAG(TYP @ GRIDLINES B&C)TIE TOGETHER W/ (2)HDU11 @ BREAKS IN DRAG STRUT
2
SW
1
SW
1
STRUCTURAL SECTION DETAIL
STRUCTURAL SECTION DETAIL
SCALE: 1/4" = 1'-0"
SCALE: 1/4" = 1'-0"
I
I
C
C
B
B
A
A
K
F
F
K
B
B
A
B
S5.1
S5.1
S5.2
S5.3
S5.2
S5.2
S5.2
S5.2
S5.1
S5.1
S5.1
S5.1
S5.0
S5.0
S4.0
S4.0
5 X 5 X 3/8" HSSSTEEL POST
5 X 5 X 3/8" HSSSTEEL POST
5 X 5 X 3/8" HSSSTEEL POST
5 X 5 X 3/8" HSSSTEEL POST
1 1/8" PLYWOOD
1 1/8" PLYWOOD
MANUFACTUREDSTORAGE TRUSSES
(DESIGNED BY OTHERS)
MANUFACTUREDSTORAGE TRUSSES
(DESIGNED BY OTHERS)
NAILING AND SHEATHINGPER SHEARWALL PLAN
NAILING AND SHEATHINGPER SHEARWALL PLAN
NAILING AND SHEATHINGPER SHEARWALL PLAN
NAILING AND SHEATHINGPER SHEARWALL PLAN
SEE FOUNDATION PLAN FOR FOOTING SIZE
SEE FOUNDATION PLAN FOR FOOTING SIZE
SEE FOUNDATION PLAN FOR FOOTING SIZE
SEE FOUNDATION PLAN FOR FOOTING SIZE
SEE FOUNDATION PLAN FOR FOOTING SIZE
SEE FOUNDATION PLAN FOR FOOTING SIZE
EXISTING SLABON GRADE
EXISTING SLABON GRADE
SEE FOUNDATION PLAN FOR FOOTING SIZE
SEE FOUNDATION PLAN FOR FOOTING SIZE
RE
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DATE:
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SCALE: AS SHOWN
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ST
AB
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-53
60
F
AX
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3-5
27
8
77
7 N
E 2
ND
ST
. S
UIT
E 2
80
EN
GIN
EE
RIN
GIN
C.
S4.0
LW
16-0207
6/26/2017
6/26/2017
ST
RU
CT
UR
AL
SE
CT
ION
S
CA
RL
SO
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CH
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S
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PL
EX
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ION
36
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W A
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AV
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18" DIA NON-STRUCTURALSONO TUBE CONCRETE PILASTER W/ #3 HOOPS @12" O.C. (TYP)
18" DIA NON-STRUCTURALSONO TUBE CONCRETE PILASTER W/ #3 HOOPS @12" O.C. (TYP)
1 3/4" X 18"LVL RIM
1 3/4" X 18"LVL RIM
W8X35 STEEL POST
W8X35 STEEL POST
W18X35BEAM
W18X35BEAM
W8X35 STEEL POST
W8X35 STEEL POST
18" TJI 560 FLOORJOISTS @ 16" O.C.
18" TJI 560 FLOORJOISTS @ 16" O.C.
3 1/2" X 18"PARALAM DRAG
3 1/2" X 18"PARALAM DRAG
3 1/2" X 18"PARALAM DRAG
3 1/2" X 18"PARALAM DRAG
W21X62BEAM
W21X62BEAM
ROOFING O/ 5/8" SHEATHINGNAIL W/ 8d @ 6" O.C. @ BOUNDARY EDGES
NON-BEARINGWALL
NON-BEARINGWALL
SEE FRAMINGPLAN FOR BEAMSIZE
SEE FRAMINGPLAN FOR BEAMSIZE
EXISTING DEEPENEDSLAB CONT. FOOTING
EXISTING DEEPENEDSLAB CONT. FOOTING
SIM
STRAP TOPPLATE TOBEAM W/MSTC52
MOMENT FRAME SECTION MOMENT FRAME SECTION MOMENT FRAME CONNECTION DETAIL
MOMENT FRAME SECTION DETAILMOMENT FRAME SECTION DETAIL
SCALE: 1" = 1'-0" SCALE: 1" = 1'-0" SCALE: 1" = 1'-0"
SCALE: 1/2" = 1'-0"SCALE: 1/2" = 1'-0"
EE
EE EE
DC
C D E
BA
S5.1S5.1
S5.0S5.0 S5.0S5.0
S5.0S5.0
S5.0 S5.0 S5.0
S5.0S5.0
7/8" THREADEDROD
7/8" THREADEDROD
1 1/8" PLYWOOD1 1/8" PLYWOOD
SEE FOUNDATION PLANFOR FOOTING SIZE
SEE FOUNDATION PLANFOR FOOTING SIZE
SEE FOUNDATION PLANFOR FOOTING SIZE
SEE FOUNDATION PLANFOR FOOTING SIZE
1 1/8" PLYWOOD
RE
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SCALE: AS SHOWN
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L.: (
54
1)2
23
-53
60
F
AX
: (5
41
)22
3-5
27
8
77
7 N
E 2
ND
ST
. S
UIT
E 2
80
EN
GIN
EE
RIN
GIN
C.
S5.0
LW
16-0207
6/26/2017
6/26/2017
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TA
ILS
CA
RL
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CH
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CT
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PL
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W8X35 STEEL POST
W8X35 STEEL POST
W8X35 STEEL POST
W8X35 STEEL POST
3 1/2" X 18"PARALAM DRAG
1/4"
1/4"
CJPCJP
CJP
CJP
CJP
CJP
CJP
1 3/4" X 18" BLOCKINGBETWEEN JOISTS(TYP)
3 1/2" X 18" PARALAMDRAG
18" DIA NON-STRUCTURALSONO TUBE CONCRETE PILASTER W/ #3 HOOPS @12" O.C. (TYP)
18" DIA NON-STRUCTURALSONO TUBE CONCRETE PILASTER W/ #3 HOOPS @12" O.C. (TYP)
ATTACH PARALAM DRAGTO NAILER W/ A35 CLIPS@ 6" O.C. NAIL W/ 8d X 1 1/2" NAILS (TYP)
ATTACH PARALAM DRAGTO NAILER W/ A35 CLIPS@ 6" O.C. NAIL W/ 8d X 1 1/2" NAILS (TYP)
18" TJI 560 FLOORJOISTS. SEE FRAMINGPLAN FOR SPACING
HDU11 HOLDOWN
HDU11 HOLDOWN
HDU11 HOLDOWNHDU11 HOLDOWN
HDU11 HOLDOWN
ATTACH 4X NAILER TO STEEL BEAM W/ 5/8" WELDED STUDS @ 16" O.C.
ATTACH 4X NAILER TO STEEL BEAM W/ 5/8" WELDED STUDS @ 16" O.C.
BOLTS MAY BECOUNTERSUNK 3/4" MAX.
BOLTS MAY BECOUNTERSUNK 3/4" MAX.
NAIL PLYWOOD TO PARALAM BEAM W/ 10d NAILS @ 2" O.C.(STAGGER NAILS)
NAIL PLYWOOD TO PARALAM DRAG W/ 10d NAILS @ 2" O.C.(STAGGER NAILS)
NAIL PLYWOOD TO PARALAM DRAG W/ 10d NAILS @ 2" O.C.(STAGGER NAILS)
1 3/4" X 18" LVLBLOCKING
1 3/4" X 18" LVLBLOCKING
1 3/4" X 18" LVLBLOCKING
ATTACH PARALAM DRAGTO NAILER W/ A35 CLIPS@ 6" O.C. NAIL W/ 8d X 1 1/2" NAILS (TYP)
18" TJI 560 JOISTSSEE FRAMING FORSPACING1 1/8" PLYWOOD
3 1/2" X 18"PARALAM DRAG
18" TJI 560 JOISTSSEE FRAMING FORSPACING 1 3/4" X 18" LVL
BLOCKING
5/16" PLATE
ATTACH LVL BLOCKING TONAILER W/ A35 CLIPS @6" O.C. NAIL W/ 8d X 1 1/2" NAILS (TYP)
ATTACH LVL BLOCKING TO NAILER W/ A35 CLIPS@ 6" O.C. NAIL W/ 8d X 1 1/2" NAILS (TYP)
NAIL PLYWOOD TO LVL BLOCKING W/ 10d NAILS @ 2" O.C.
NAIL PLYWOOD TO LVL BLOCKING W/ 10d NAILS @ 2" O.C.
CONTINUOUS BEAM
CONTINUOUS BEAM
ATTACH 4X NAILER TO STEEL BEAM W/ 5/8" WELDED STUDS @ 16" O.C.(TYP)
ATTACH 4X NAILER TO STEEL BEAM W/ 5/8" WELDED STUDS @ 16" O.C.(TYP)
S5.1 1 1/2" = 1'-0"
SHEARWALL SILL BOLT DETAILB
1/2"
MIN. 3" X 3" X .229PLATE WASHER. EDGEMUST BE WITHIN 1/2" OF EDGE OF SILL PLATE.NOTE: A 4 1/2" PLATEMAY BE USED W/ THEANCHOR BOLT CENTEREDIN THE SILL PLATE FOR EASEOF CONSTRUCTION.
SINGLE SIDED SHEARWALL
SHEATHING ANDNAILING PERSHEARWALL SCHEDULE
NOTE: PLATES MAY BE SLOTTED FOR
EASE OF CONSTRUCTION
WALL TO BEAM HOLDOWN (TYP.)
WALL TO BEAM DETAIL
SCALE: 3/4" = 1'-0"
SCALE: 1" = 1'-0"
(2) 2 x 6's @ STRAPLOCATION (TYP.)
SIMPSON MSTC52 STRAP TIEW/ (24) 16d SINKERS ABOVEAND BELOW FLOOR JOISTS
WRAP STRAP AROUND BEAM (SEE FRAMING PLANFOR BEAM SIZE)
FLOOR FRAMING
S5.1
S5.1
C
J
S5.1 1 1/2" = 1'-0"
SHEARWALL SILL BOLT DETAILA
1/2"1/2"
DOUBLE SIDED SHEARWALL
NOTE: PLATES MAY BE SLOTTED FOR
EASE OF CONSTRUCTION
INTERIOR SHEARWALL DETAIL
COLUMN FOOTING DETAIL
COLUMN FOOTING DETAILCUSTOM BUCKET DETAIL
SHEARWALL CONNECTION DETAIL
FOOTING/BASE PLATE DETAIL
SCALE: 3/4" = 1'-0"
SCALE: 1" = 1'-0"
SCALE: 1" = 1'-0"SCALE: 1" = 1'-0"
SCALE: 1/2" = 1'-0"
SCALE: 1" = 1'-0"
D
F
KI
H
E
S5.1
S5.1
S5.1S5.1
S5.1
S5.1
CJP
CJP
ELEVATOR PIT SECTION DETAILSCALE: 1/2" = 1'-0"
1 1/2" X 1/8" BANDEDBEARING BAR GRATINGH.D. GALVANIZED(IF APPLICABLE)
#4 BARS @ 12" O.C. E/W
VERT. #4 BARS @ 12" O.C.
#4 BARS @ 8" O.C. E/WCENTERED IN SLAB
GS5.1
7'-6" (CONTRACTOR TO VERIFY)
2"1'-0"
8"
4'-0
"1
2"
1'-0"
2'-6
"
8"
6"
BENT #4 BARS@ 12" O.C.
CO
NT
RA
CT
OR
TO
VE
RIF
Y
HORIZ. #4 BARS @ 12" O.C.
13" x 13" x 1" STEELPLATE W/ (4) 1 1/8"BOLT HOLES
(4) 1" X 16" HEADEDANCHOR BOLTS
1"13"
13"
1/4"
1/4"
3"
CL
R.
3"
CL
R.
SEE FOUNDATION PLANFOR COLUMN SIZE
VA
RIE
S-S
EE
FO
UN
DA
TIO
N P
LA
N
VA
RIE
S-S
EE
FO
UN
DA
TIO
N P
LA
N
1/4"
1/4"
1/4"
1/4"
1/4"
CONCRETE SLAB
1 1/2" +/- NON-SHRINK GROUT
SEE PLANS FOR FOOTING SIZEAND REINFORCEMENT REQUIREMENTSSEE PLANS FOR FOOTING SIZE
AND REINFORCEMENT REQUIREMENTS
SEE PLANS FOR FOOTING SIZEAND REINFORCEMENT REQUIREMENTS
1 1/2"1 1/2"
1 1/2"
1 1/2"
1 1/2"1 1/2"
1 1/2"
1 1/2"
10"
10"
1 1/2"1 1/2"
1 1/2"
1 1/2"
10" 3/4"
8"
8"
8"11"
11"
SEE FOUNDATION PLANFOR COLUMN SIZE CONCRETE
SLAB
3"
CO
VE
R
EDGE OF EXISTING FOOTING
#3 TIES @ 6" O.C.
5 1/2"
2 3/4"
1"
1"
9"
16d @ 4" O.C.
BEAM PER FLOORFRAMING PLAN
FLOOR JOIST PERFRAMING PLAN
#3 TIES @ 6" O.C.
(4) VERTICAL #5 BARS
(4) VERTICAL #5 BARS
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SCALE: AS SHOWN
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54
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-53
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F
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41
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3-5
27
8
77
7 N
E 2
ND
ST
. S
UIT
E 2
80
EN
GIN
EE
RIN
GIN
C.
S5.1
LW
16-0207
6/26/2017
6/26/2017
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NAILING AND SHEATHING PER SHEARWALL PLAN
24" X 24" X 24" SUMP
1 3/4" LVL BLOCKING
EXISTINGCONCRETE SLABEXISTING
CONCRETE SLAB
(2) #4 BARS
HSS STEEL POSTPER FRAMING PLAN
SHEARWALLEND STUD
ATTACH END STUDTO HSS POST W/SIMPSON STRONGDRIVE TB1460S SCREWS @ 3" O.C.(STAGGER)
TOP VIEW
3/4" BASEPLATE FORHSS 5 X 5 COLUMNS
W8X35 STEELPOST
STEEL POST PER FLOOR FRAMING PLAN
SHEATHING ANDNAILING PERSHEARWALL SCHEDULE
MIN. 4 1/2" X 3" X .229 PLATE WASHER. EDGE OF PLATE MUST BE WITHIN 1/2" OF EDGE OF SILL PLATE @ BOTH SIDES OF WALL.
SEE SILL BOLTDETAIL B-S5.1
ATTACH RIM TO TOPPLATE W/ A35 CLIPS @ 24" O.C.
18" TJI 560 JOISTSSEE FRAMING FORSPACING
1 1/8" PLYWOOD
1/4" STEEL BUCKET W/ (2) 13/16" HOLES FOR (2) 3/4" BOLTS
3/8" END PLATE
1 1/2"
1 1/4"
3"
3" 1/4"
6"1/4"
7 1/2" BEAM PERFRAMING HSS STEEL
POST PERFRAMING
ATTACH BLOCKING TO BEAM W/ A35 CLIPS @ 6" O.C.
16d @ 4" O.C.
10d @ 2 1/2" O.C.
3"
CL
R.
3"
CL
R.
THE ELEVATOR PIT HAS BEEN DESIGNEDTO RESIST THE HYDROSTATIC PRESSURE
INDUCED BY A 100-YR FLOOD
1 3/4" X 18"LVL RIM
STEEL PLATE W/ (4) 11/16" Ø HOLES FOR (4) 5/8" DIA. ANCHOR BOLTS.(MIN EMBED 6")
STRAP NAILER TOBEAM W/ MSTC52STRAP TO DOUBLETOP PLATE @ SIM
TYPICAL BEAM TO POST DETAIL
LEDGER ATTACHMENT DETAIL
SCALE: 1" = 1'-0"
SCALE: 1" = 1'-0"
S5.2
S5.2
J
CCUT TRUSS DETAIL
TYPICAL FRAMED BEAM SHEAR PLATE BOLTING DETAIL TYPICAL FRAMED BEAM CONNECTIONS
TRUSS CONNECTION DETAILSCALE: 3/4" = 1'-0"
NOT TO SCALE NOT TO SCALE
SCALE: 1/2" = 1'-0"
B
E F
AS5.2
S5.2 S5.2
S5.2
2x6's @ 16" O.C.
FLOOR SHEATHING
SEE ARCH PLANS FORRISER AND TREAD REQUIREMENTS
S5.2 SCALE: 1" = 1'-0"
STAIR SECTION DETAIL
SIMPSON LSSU210-2
DOUBLE 2x12 STRINGERS@ 12" O.C.
D
ATTACH P.T. 2 X 12 TO SLAB W/ (2) ROWSOF L.V.F.s @ 12" O.C.
3/16"
RE
VIS
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JOB NO.
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DATE:
DRAWN:
SCALE: AS SHOWN
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ST
AB
ILIT
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L.: (
54
1)2
23
-53
60
F
AX
: (5
41
)22
3-5
27
8
77
7 N
E 2
ND
ST
. S
UIT
E 2
80
EN
GIN
EE
RIN
GIN
C.
S5.2
LW
16-0207
6/26/2017
6/26/2017
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FLOOR FRAMINGNAIL 3/4" X 18" X TRUSS HEIGHT PLYWOOD GUSSETTO EA SIDE OF TRUSS W/8d NAILS @ 4" O.C.
NEW VERTICAL2X CHORD
HU212HANGERSLOPED
2X LEDGER
2X12 RAFTER
EXISTING TRUSS
STAIR 2 - FIRST FLOOR PLAN STAIR 2 - SECOND FLOOR PLAN
SCALE: 1" = 1'-0"
SCALE: 1/4" = 1'-0" SCALE: 1/4" = 1'-0"I
G H
S5.2
S5.2 S5.2
BI
A
A G
G
S5.3S5.2
S5.3
S5.3 S5.3
S5.3
C12X20.7 (TYP.)
L3X3X5/16 TO SUPPORTDECKING (TYP.) L3X3X5/16 (TYP.)
C12X20.7 (TYP.)
L3X3X5/16TO SUPPORTDECKING
STAIR STRINGER
1/2" HILTI KWIK BOLT(MIN EMBED = 3 1/4")
4" LONG L3X3X1/4" EACH STRINGER
CONTINUOUS FOOTINGSEE FOUNDATION PLAN
STAIR ANCHORAGE DETAIL
COPE BEAMS PERAISC STANDARDSSTIFFENER PLATE
PER TABLE
SEE PLAN FORBEAM SIZES
1/4
THICKNESS PLUS UPTO 1/8"
1/4
1/4"
1/4"
1/4"
3/16"
1/4
1/4
TYP.
1 1/2"
3" TYP.
1 1/2" MIN.
"h"
L3 1/2 x 3 x 3/8
COPE PER AISC COPE PER AISC COPE PER AISC
WF BEAMSEE PLAN
WF BEAMSEE PLAN
FRAMED BEAMSEE PLAN
FRAMED BEAMSEE PLAN
FRAMED BEAMSEE PLAN
ALT. BOLTED/WELDED ALL BOLTEDBOLTED/WELDED
1" RETURN AT TOP
(3)SIDES
3 SIDES
(3)SIDES
SUPPORTEDBEAM
3/4" DIA.A325NBOLTS
STIFFENERPLATE
t h min
W27
W24
W21
W18
W16
W12
W10
3/8"
3/8"
3/8"
3/8"
3/8"
1/4"
1/4"
FULL HT.
FULL HT.
FULL HT.
FULL HT.
FULL HT.
9"
7"
8
7
6
5
4
3
2
1. ALL BOLTS TO BE ASTM A325N, INSTALLED TO SNUG-TIGHT CONDITION AND TIGHTENED PER TURN-OF-THE-NUT METHOD.
2. TYPICAL BOLT SPACING = 3" ON CENTER (UNLESS NOTED OTHERWISE)
3. BOLTS TO BE INSTALLED IN STANDARD HOLES. WHERE BOTH ENDS OF A PIECE ARE TO BE BOLTED, ONE END MAY HAVE BOLTS INSTALLED USING HORIZONTAL SHORT SLOTTED HOLES IN EITHER THE BEAM WEB OR SHEAR PLATE/ANGLE (BUT NOT BOTH) PER AISC SPECIFICATIONS.
4. SEE DETAIL F-S5.2 FOR ALTERNATIVE CONNECTIONS.
3 1/2"
1 1/2"
BOLTS PERTABLE
1 1/2"1 1/2"
FRAMED BEAM WEB
WIDE FLANGE BEAMSEE PLAN
2X BLOCKING BETWEENTRUSSES
HUS410 HANGER
BOLT BLOCKING TOBEAM W/ 1/2" BOLTS@ 24" O.C. (STAGGER)
SIMPSON H1 TIES@ EA TRUSS
PLYWOOD
MANUFACTUREDTRUSSES
2X BLOCKING
10d @ 3" O.C.
ATTACH BLOCKING TO TOP PLATE W/A35 CLIPS @ 12" O.C.
ATTACH LEDGERTO EA STUD W/(3) 1/4" X 3 1/2" SDSSCREWS
C12X20.7(TYP)
C12X20.7
C12X20.7
BEAM PER FRAMING PLAN
NUMBER OF BOLTS PERE-S5.2
NUMBER OF BOLTS PERE-S5.2
NUMBER OF BOLTS PERE-S5.2
SEE FRAMING PLANSFOR COLUMN SIZE
SEE FRAMING PLANSFOR BEAM SIZE
3/4" STEEL PLATEBEAM WIDTH + 1/2"
SHEATHING AND NAILINGPER SHEARWALL PLAN
2X REINFORCEMENT
HSS 8X8X3/8" TOP FLUSH W/ ANGLE TO SUPPORT DECKING
HSS 8X8X3/8" TOP FLUSH W/ ANGLE TO SUPPORT DECKING
HSS 8X8X3/8" POST
HSS 8X8X3/8" POST
(3) 1 3/4" X 11 7/8"LVL BEAM
BEAM TO POST CONNECTION
BEAM TO POST CONNECTION BEAM TO POST CONNECTION
RAFTER CONNECTION DETAILSCALE: 1" = 1'-0"
SCALE: 1" = 1'-0" SCALE: 1" = 1'-0"
SCALE: 1" = 1'-0" S5.3
S5.3 S5.3
S5.3D
E F
C
COLUMN FOOTING DETAILSCALE: 1" = 1'-0"
GS5.3
3/8"
3"
CL
R.
3"
CL
R.
SEE FOUNDATION PLANFOR COLUMN SIZE
VA
RIE
S-S
EE
FO
UN
DA
TIO
N P
LA
N
1/4"
1/4"
1/4" 1/4"
1/4"
3/8"
CONCRETE SLAB
1 1/2" +/- NON-SHRINK GROUT
SEE PLANS FOR FOOTING SIZEAND REINFORCEMENT REQUIREMENTS
RE
VIS
ION
S
DA
TE
DE
SC
RIP
TIO
NN
o.
JOB NO.
SHEET
DATE:
DRAWN:
SCALE: AS SHOWN
SH
EE
T T
ITL
E:
PR
OJE
CT
:
LO
CA
TIO
N:
CL
IEN
T:
P.O
. B
OX
26
46
, C
OR
VA
LL
IS, O
R 9
73
39
ST
AB
ILIT
Y
TE
L.: (
54
1)2
23
-53
60
F
AX
: (5
41
)22
3-5
27
8
77
7 N
E 2
ND
ST
. S
UIT
E 2
80
EN
GIN
EE
RIN
GIN
C.
S5.3
LW
16-0207
6/26/2017
6/26/2017
DE
TA
ILS
CA
RL
SO
N V
EIT
AR
CH
ITE
CT
S
AV
ER
Y C
OM
PL
EX
AD
DIT
ION
36
0 S
W A
VE
RY
AV
EN
UE
CO
RV
AL
LIS
, O
RE
GO
N 9
73
33
2X12 RAFTER
UPPER LANDING SECTIONLANDING SECTIONSCALE: 1" = 1'-0"SCALE: 1" = 1'-0"
BAS5.3S5.3
3'-6
"
3'-2
"0
'-4"
3'-6
"
3'-2
"0
'-4"
0'-7
"
0'-11"
1/8" PER FT. (MIN)
1/8" PER FT. (MIN)
CONC. OVER METAL DECK
HSS3X2X3/16
HSS 1X1X1/8" PICKETS
LOWER LANDING
1" BASEPLATE FORHSS 8 X 8 COLUMNS
3/16"
3/16"
1/4"
1/4"
1/4"
1/4"1/4"
1/4"
1/4"
1/4"
1/4"
1/8"
3/16"
1/4"
3/8"
EA END(PICKETS)
3 SIDES
HSS TOCHANNEL
HSS TOHSS BEAM
1 1/2"
1 1/4"
3"
3" 1/4"
6" 1/4"
7 1/2"C12X20.7
L2X2X1/8" X 8"
CONC TREADS W/ 7" RISE AND 11" TREAD.SEE ARCHITECTURALPLANS. (TYP)
C12X20.7(TYP)
L3X3X5/16"STEEL ANGLE
L3X3X5/16"STEEL ANGLE(TYP)
L3X3X5/16"STEEL ANGLE(TYP)
1/4" STEEL BUCKET W/ (2) 13/16" HOLES FOR (2) 3/4" BOLTS
1/2" STEEL PLATEBEAM WIDTH + 1/2"
1 1/8" PLYWOODSTRAP NAILER TOLVL DRAG W/ MSTC52
1/2" STEEL PLATEBEAM WIDTH + 1/2"
SEE FRAMING FORCOLUMN SIZE
SEE FRAMINGFOR BEAM SIZE
SEE FRAMING FOR BEAM SIZE
1 3/4" X 18" LVLRIM
12" X 3 1/2" X 3/8"STIFFENER PLATEW/ (4) 13/16" BOLTHOLES
(4) 3/4" BOLTS
4X NAILER(TYP)
4X NAILER(TYP)
SEE FRAMING PLANFOR BEAM SIZE
1 3/4" X 18" LVL
1 1/8" PLYWOOD18" TJI 560 JOISTSSEE FRAMING PLANFOR SPACING
SEE FRAMING PLANFOR COLUMN SIZE
MANUFACTUREDROOF TRUSSES
FULL HEIGHT BLOCKINGBETWEEN EA TRUSS
HU212HANGERSLOPED
HANG RAFTER OFFFULL HEIGHT BLOCKING
A35 CLIPS @ 6" O.C.(TYP)
STRAP DOUBLETOP PLATE TOGETHER W/MSTC52
SIMPSON CCO POST CAPW/ (4) 3/4" BOLTS
HSS 8X8X3/8"
HSS 8X8X3/8"
HSS 3X2X3/16"
HSS 3X3X3/16" POST@ 48" O.C. MAX.
SEE FRAMINGPLAN FOR BEAM SIZE
SEE FRAMINGPLAN FORBEAM SIZE
SEE FRAMINGPLAN FORCOLUMN SIZE
2" 2"
2"
2"2" 2"
1"
10"
14"
14" 10"
10"
STEEL PLATE W/ (4) 17/16" Ø HOLES FOR (4) 1" DIA. ANCHOR BOLTS. (MIN EMBED 18")
(4) 1" HEADEDANCHOR BOLTS