STRUCTURAL NOTES
2012 INTERNATIONAL BUILDING CODE
GENERAL NOTES:1. DESIGN AND CONSTRUCTION SHALL CONFORM TO THE 2012 INTERNATIONAL BUILDING CODE.
2. THE DRAWINGS REPRESENT THE FINISHED STRUCTURE, NOT THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE NEW AND EXISTING STRUCTURE DURING CONSTRUCTION INCLUDING, BUT NOT LIMITED TO, BRACING, SHORING FOR CONSTRUCTION LOADS AND EQUIPMENT, ETC. THE ARCHITECT-ENGINEER IS NOT RESPONSIBLE FOR THE CONTRACTOR'S MEANS AND METHODS, SEQUENCES OF CONSTRUCTION, OR THE SAFETY PROGRAM. OBSERVATION VISITS TO THE SITE BY THE ARCHITECT-ENGINEER WILL NOT INVOLVE REVIEW OF THESE ITEMS.
3. CONTRACTOR IS TO ESTABLISH AND VERIFY OPENINGS AND INSERTS FOR ITEMS TO BE INSTALLED BY OTHER TRADES PRIOR TO SUBMITTAL OF SHOP DRAWINGS AND CONSTRUCTION.
4. CONSTRUCTION MATERIAL AND EQUIPMENT PLACED ON FRAMED CONSTRUCTIONS SHALL BE SUCH THAT THE LOAD DOES NOT EXCEED THE DESIGN LIVE LOAD OF THE CONSTRUCTION. PROVIDE SHORING OF CONSTRUCTIONS WHERE NECESSARY FOR LOADS.
5. DETAILS THAT ARE NOTED AS "TYP." ON DETAIL TITLES ARE TO BE APPLIED TO THE PROJECT CONSTRUCTION AS GENERAL CONSTRUCTION METHODS UNLESS NOTED OTHERWISE. THESE DETAILS ARE NOT CUT AT ALL LOCATIONS THEY OCCUR AND MAY NOT BE CUT AT ALL.
DESIGN: ALL CONSTRUCTION SHALL COMPLY WITH THE FOLLOWING CODES AND STANDARDS, EXCEPT WHERE NOTED TO THE CONTRARY ON DRAWINGS OR WHERE MORE STRINGENT REQUIREMENTS ARE SHOWN.
ACI 117STANDARD SPECIFICATIONS FOR TOLERANCE FOR CONCRETE CONSTRUCTION AND MATERIAL
ACI 301SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS.ACI 318BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETEAISC SPECIFICATIONS FOR STRUCTURAL STEEL FOR BUILDINGSAISI-NAS NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL
STRUCTURAL MEMBERSAWS D1.1 STRUCTURAL WELDING CODE
RISK CATEGORY:CATEGORY IV: ESSENTIAL FACILITY
DEAD LOADS:ROOF: 25 PSF UNOFLOOR:
50 PSF
LIVE LOADS:ROOF: 20 PSFFLOOR: 50 PSF
SNOW LOADS: SNOW LOADS IN ACCORD WITH THE 2012 INTERNATIONAL BUILDING CODE AND ASCE 7 INCLUDING DRIFTING SNOW LOADS CHAPTER 16.
Ce = 1.0 Ct = 1.0
Is = 1.2Pg = 20 PSFPf = 15.1 PSFPf(min)=24 psf RAIN ON SNOW LOAD=5 PSFDESIGN BALANCE SNOW LOAD = 24 PSF
WIND LOAD: WIND LOADS IN ACCORD WITH THE 2012 INTERNATIONAL BUILDING CODE.
ULTIMATE WIND SPEED = 120 MPHEXPOSURE "B"GCpi = +/- 0.18
SEISMIC LOAD: SEISMIC DESIGN IN ACCORD WITH 2006 INTERNATIONAL BUILDING CODE.
IE=1.5SEISMIC CATEGORY CSITE CLASS = DMAPPED SPECTRAL RESPONSE COEFFICIENTS: Ss = 0.1081 SI = 0.0630
SPECTRAL RESPONSE COEFFICIENTS: SDS = 0.115 SDI = 0.101SEISMIC DESIGN CATEGORY C
ORDINARY REINFORCED MASONRY BEARING WALLSR = 3.25Cs = 0.0355
LATERAL LOAD RESISTANCE SYSTEM:STEEL DECK ROOF DIAPHRAGMS TRANSFERRING LATERAL LOADS TO ORDINARY STEEL BRACED
FRAMES SUPPORTED BY SHALLOW CONCRETE FOUNDATIONS.
FOUNDATIONS:1. A GEOTECHNICAL REPORT IS NOT AVAILABLE FOR THIS SITE. FOUNDATIONS HAVE BEEN DESIGNED TO
BEAR ON SOIL CAPABLE OF SUPPORTING 1500 PSF.
2. FOOTING BEARING MATERIAL SHALL BE VERIFIED BY REGISTERED GEOTECHNICAL ENGINEER PRIOR TO CONCRETE PLACEMENT.
3. FROST DEPTH 3'-0"
CONCRETE:1. IF CONTRACTOR DESIRES TO INCREASE SLUMP ABOVE ALLOWABLE LIMITS TO FACILITATE
PLACEMENT OR PUMPING, THIS SHALL BE DONE UTILIZING AN APPROPRIATE APPROVED ADMIXTURE - NO WATER SHALL BE ADDED AT THE PROJECT SITE WITHOUT THE ENGINEER'S PERMISSION. ALL ADMIXTURES SHALL BE APPROVED IN WRITING BY THE ENGINEER.
3. THE CONTRACTOR SHALL REJECT ANY CONCRETE THAT EXCEEDS THE SLUMP LIMITS NOTED ABOVE OR EXCEEDS THE TOTAL ALLOWABLE MIXING TIME.
4. FLY ASH MAY BE INCLUDED IN FOUNDATION CONCRETE.
5. NO ALUMINUM SHALL BE PLACED IN CONCRETE.
6. DURING HOT WEATHER (80 DEGREES F AND ABOVE, THE CONTRACTOR SHALL COMPLY WITH THE RECOMMENDATIONS ACI 305"HOT WEATHER CONCRETE." DURING COLD WEATHER (40 DEGREES F AND BELOW), THE CONTRACTOR SHALL COMPLY WITH THE RECOMMENDATIONS OF ACI-306 "COLD WEATHER CONCRETING."
7. THE CONCRETE MIX DESIGNS ARE TO BE SUBMITTED AS A FORMAL SUBMITTAL TO THE ENGINEER OF RECORD FOR REVIEW AND ACCEPTANCE. AFTER ACCEPTANCE OF THE MIX DESIGN BY THE ENGINEER OF RECORD, THE ACCEPTED DESIGNS MUST BE FORWARDED TO THE CITY INSPECTION DEPT. & THE SPECIAL INSPECTOR PRIOR TO CONCRETE BEING DELIVERED TO THE SITE.
CONCRETE REINFORCEMENT:1. REINFORCING STEEL SHALL BE ASTM A615, GRADE 60.
2. CONCRETE COVER REQUIREMENTS FOR CAST-IN-PLACE, UNLESS OTHERWISE NOTED ON DETAILS:
CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3"OTHER: #6 BARS AND LARGER: 2"
#5 BARS AND SMALLER: 1-1/2"
3. REINFORCING BAR SPLICES SHALL BE IN ACCORD WITH THE REQUIREMENTS OF ACI 318-05 AND THE REINFORCING SPLICE LENGTH TABLE SHOWN ON THE DRAWINGS.
STRUCTURAL STEEL:1. FABRICATOR SHALL BE AISC CERTIFIED IN LIEU OF THE PREVIOUS,FABRICATOR SHALL INCLUDE IN THEIR BID THE SERVICES OF A SPECIAL INSPECTOR TO PROVIDE INSPECTION/TESTING SERVICES FOR IN-SHOP WORK TO MEET THE REQUIREMENTS OF 2012 INTERNATIONAL BUILDING CODE SECTION 1704.
2. STRUCTURAL STEEL SHALL MEET ASTM A36 UNLESS NOTED OTHERWISE. STRUCTURAL STEEL WIDE FLANGE SHAPES SHALL MEET ASTM A992.
3. STEEL TUBES SHALL MEET ASTM A500, GRADE B.
4. STEEL PIPE SHALL MEET ASTM A53, TYPE E OR S, GRADE B.
5. BOLTS SHALL BE 3/4" DIAMETER A325-N UNLESS OTHERWISE NOTED.
6. FIELD BOLTING INSTALLATION SHALL BE INSPECTED IN ACCORD WITH THE 2006 INTERNATIONAL BUILDING CODE AND THE AISC LRFD MANUAL, SECOND EDITION. BOLTS SHALL BE INSTALLED SNUG TIGHT UNLESS NOTES OTHERWISE NOTED. ASTM A-325-SC SHALL BE FULLY TIGHTENED USING LOAD INDICATOR WASHERS.
7. ALL WELDING SHALL CONFORM TO THE PROVISIONS OF THE AMERICAN WELDING SOCIETY CODE AWS D1.1-98. ELECTRODES SHALL MATCH BASE METALS AS SPECIFIED IN 2006 INTERNATIONAL BUILDING CODE.
8. ALL FIELD WELDING SHALL BE VISUALLY INSPECTED BY THE TESTING LABORATORY.
9. HOT DIP GALVANIZE ALL STEEL MEMBERS EXPOSED TO EXTERIOR TO MEET ASTM 525 G60.
10. ALL STEEL BELOW GRADE SHALL BE ENCASED IN CONCRETE WHERE POSSIBLE; IF NOT POSSIBLE, STEEL SHALL BE THOROUGHLY COATED WITH TWO COATS OF ASPHALTIC PAINT.
METAL DECK:1. METAL ROOF DECK SHALL BE DEPTH X GAUGE SHOWN ON DRAWINGS(22 GA. MIN.), WITH NESTABLE SIDE LAPS AND PAINTED.
2. COMPOSITE FLOOR DECK SHALL BE DEPTH X GAUGE SHOWN ON DRAWING (22 GA MIN.), WITH NESTABLE SIDE LAPS AND GALVANIZED.
3. FASTEN ROOF DECK IN ACCORD WITH METAL DECK ATTACHMENT TYPES NOTED ON THE PLANS AND FASTENING DETAILS. DECK ATTACHMENT SHALL BE IN ACCORD WITH VULCRAFT AND THE STEEL DECK INSTITUTE'S SECOND EDITION OF THE DIAPHRAGM DESIGN MANUAL OR APPROVED EQUAL.
4. METAL DECK ATTACHMENTS SHALL BE INSPECTED BY TESTING LABORATORY.
STEEL JOISTS:1. FABRICATOR SHALL BE AN "APPROVED FABRICATOR" IN ACCORD WITH THE 2006 INTERNATIONAL BUILDING CODE SECTION 1704.2, REGISTERED AND APPROVED BY THE LOCAL BUILDING DEPARTMENT.
2. DESIGNED, FABRICATED AND ERECTED IN ACCORD WITH THE 2006 INTERNATIONAL BUILDING CODE CHAPTER 22 AND THE STANDARD SPECIFICATIONS FOR STEEL JOIST, K-SERIES, LH-SERIES, DLH-SERIES AND JOIST GIRDERS, PUBLISHED BY THE STEEL JOIST INSTITUTE.
3. SIZE, TYPE AND SPACING OF JOIST BRIDGING TO BE IN ACCORD WITH STEEL JOIST INSTITUTE RECOMMENDATIONS. USE 'X'-BRIDGING AT DISCONTINUOUS ENDS OF BRIDGING. LOCATE BRIDGING TO AVOID MECHANICAL OPENINGS.
4. DESIGN ROOF JOISTS AND BRIDGING TO RESIST A NET UPLIFT OF:26 PSF AROUND THE PERIMETER OF THE ROOF FOR A STRIP OF 10'-0" OR 0.2 TIMES THE LEAST
DIMENSION OF THE ROOF WHICHEVER IS SMALLER26 PSF FOR ALL CANOPIES19 PSF FOR ALL REMAINING AREAS
5. JOIST SEAT DEPTH SHALL BE 2-½" FOR 'K' SERIES AND 5" INCHES FOR 'LH' SERIES UNLESS NOTED OTHERWISE.
6. DESIGN EXTENDED ENDS FOR SAME DEAD LOADS AS JOIST AND A SNOW LOAD OF 40 PSF, AND OTHER LOADS AS INDICATED. LIMIT LIVE LOAD DEFLECTION TO L/240.
7. ANY JOIST LABELED "SP" IN PLAN SHALL BE CONSIDERED A SPECIAL JOIST AND SHALL BE DESIGNED TO SUPPORT THE ADDITIONAL LOADS. LOAD DIAGRAMS ARE SUPPLIED FOR KNOW CONFIGURATIONS. IT IS THE JOISTS SUPPLIERS RESPONSIBILITY TO DESIGN JOIST FOR ANY LOAD IN ADDITION TO THE DEAD AND LIVE LOADS LISTED ON THIS SHEET.
COLD-FORMED FRAMING:1. ALL COLD-FORMED FRAMING SHALL BE ASTM A 1003, GRADE ST 50H WITH G60 COATING.
2. PROVIDE COLD-FORMED METAL FRAMING CAPABLE OF WITHSTANDING DESIGN LOADS WITHIN LIMITS AND UNDER CONDITIONS INDICATE ON CONTRACT DOCUMENTS.
3. DEFLECTION LIMITS: L/240 UNLESS ITS AN APPLICATION AT MASONRY THEN L/600
4. PROVIDE SHOP DRAWINGS SHOWING LAYOUT, SPACING, SIZES, THICKNESS AND TYPES OF COLD-FORMED FRAMING INCLUDING FASTENING AND ANCHORAGE DETAILS WITH SUPPORTING CALCULATIONS SIGNED AND SEALED BY A PROFESSIONAL ENGINEER LICENSED TO PRACTICE IN THE STATE OF THE PROJECT.
5. SCREWS SHALL BE HILTI INC., KWIK-PRO SELF DRILLING OR AN APPROVED EQUAL. INSTALL IN ACCORD WITH MANUFACTURER'S RECOMMENDATIONS AND ICC REPORT ESR-2196.
6. WHERE GYPSUM SHEATHING IS NOT REQUIRED ON BOTH FACES OF STEEL STUDS, CONTINUOUS BRIDGING SHALL BE INSTALLED AS REQUIRED BY MANUFACTURER.
7. ALL LIGHT GAUGE STEEL FRAMING SHALL BE INSTALLED WITH BRIDGING, BRACING, TRACK, AND STIFFENERS, ETC. AS REQUIRED TO STRICTLY CONFORM TO MANUFACTURER'S RECOMMENDATIONS. CONTRACTOR SHALL OBTAIN A COPY OF THE MANUFACTURER'S SUGGESTED CONSTRUCTION DETAILS TO USE AS A REFERENCE DURING CONSTRUCTION.
POST-INSTALLED ANCHORS:1. EXPANSION BOLTS INSTALLED IN CONCRETE OR MASONRY SHALL BE HILTI KWIK BOLT 3 ANCHORS OR APPROVED EQUAL WITH EMBEDMENT NOTED ON THE DRAWINGS OR EMBEDMENT AS RECOMMENDED BY MANUFACTURER WHERE NO EMBEDMENT IS SHOWN. INSTALL IN ACCORD WITH MANUFACTURER'S RECOMMENDATIONS AND ICC-ES REPORTS ESR-1385 AND ESR-2302.
2. SCREW ANCHORS SHALL BE KWIK CON II CONCRETE ANCHORS BY HILTI, INC. OR APPROVED EQUAL. INSTALL IN ACCORD WITH MANUFACTURER'S RECOMMENDATIONS AND ICC-ES REPORT ER-5259
3. ADHESIVE ANCHORS SHALL BE HILTI INC., HIT HY 200 ADHESIVE ANCHORING SYSTEM OR APPROVED EQUAL, WITH EMBEDMENT NOTED IN THE EPOXY EMBEDMENT TABLE OR EMBEDMENT AS RECOMMENDED BY MANUFACTURER WHERE NO EMBEDMENT IS SHOWN. INSTALL IN ACCORD WITH MANUFACTURER'S RECOMMENDATIONS AND ICC-ES REPORT ESR-3187.
4. ANCHORS ARE NOT TO BE INSTALLED UNTIL CONCRETE OR GROUT HAS REACHED ITS DESIGN STRENGTH.
FIRE RATINGS:1. FOR FIRE-RATING REQUIREMENTS AND METHODS, SEE ARCHITECTURAL DRAWINGS.
STATEMENT OF STRUCTURAL INSPECTIONS:1. IN ACCORD WITH THE 2012 INTERNATIONAL BUILDING CODE, SECTION 1704, AS NOTED BELOW. TESTING AND INSPECTION SHALL BE BY AN INDEPENDENT TESTING/INSPECTION FIRM, UNDER THE SUPERVISION OF A LICENSED ENGINEER EMPLOYED BY THAT FIRM. THE BASIS FOR WELDING INSPECTOR QUALIFICATION SHALL BE AWS D1.1.
2. SPECIAL INSPECTION IS TO BE PROVIDED IN ADDITION TO THE INSPECTIONS CONDUCTED BY THE LOCAL DEPARTMENT OF BUILDING SAFETY AND SHALL NOT BE CONSTRUED TO RELIEVE THE OWNER OR HIS AUTHORIZED AGENT FROM REQUESTING THE PERIODIC AND CALLED INSPECTIONS REQUIRED BY THE 2012 INTERNATIONAL BUILDING CODE.
3. CONCRETE: PROVIDE PERIODIC INSPECTION OF REINFORCING STEEL, CONTINUOUS INSPECTION OF BOLTS TO BE INSTALLED IN CONCRETE, PERIODIC INPSECTION OF USE OF REQUIRED DESIGN MIX, CONTINUOUSLY SAMPLE FRESH CONCRETE FOR SPECIMENS FOR TEMPERATURE AND STRENGTH, SLUMP AND AIR CONTENT TESTS, CONTINUOUSLY INSPECT PROPER APPLICATION TECHNIQUES, PERIODIC INSPECTION FOR MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUE, PERIODIC INSPECTION OF PRECAST CONCRETE MEMBER ERECTION AND FORMORK FOR SHAPE, LOCATION AND DIMENSIONS.
4. STEEL: PERIODIC INSPECTION OF MATERIAL VERIFICATION OF HIGH STRENGTH BOLTS, NUTS AND WASHERS, CONTINUOUS INSPECTION OF COMPLETE AND PARTIAL PENETRATION GROOVE WELDOS, MUTLIPASS FILLET WELDS AND SINGLE-PASS FILLET WELDS > 5/16" AND PERIODIC INSPECTIONS FOR SINGLE-PASS FILLET WELDS <= 5/16" AND FLOOR AND ROOF DECK WELDS, PERIODIC INPSECTION OF WELDABILITY OF REINFORCING STEEL OTHER THAN ASTM A 706, CONTINUOUS INSPECTION OF WELDS OF REINFORCING STEEL FOR SHEAR REINFORCEMENT, PERIODIC INSPECTION OF WELDING REINFORCING STEEL IN ALL OTHER APPLICATIONS AND PERIODIC INSPECTION FOR STEEL FRAME JOINT DETAILS FOR COMPLIANCE WIH APPROVED CONSTRUCTION DOCUMENTS.
5. HIGH STRENGTH BOLTING: PERIODIC INSPECTION AS REQUIRED BY SECTION 1704.3.3 AND TABLE 1704.3.
6. VERIFICATION OF SOILS: PER SECTION 1705.6 AND TABLE 1705.6.
7. CONTINUOUS INSPECTION FOR EXPANSION BOLT, SCREW ANCHOR AND EPOXY ANCHOR INSTALLATION TO VERIFY INSTALLATION IN ACCORD WITH ICBO REPORTS NOTED PREVIOUSLY OR APPROVED EQUAL.
8. THE INSPECTOR SHALL OBSERVE THE WORK ASSIGNED TO BE CERTAIN IT CONFORMS WITH THE APPROVEDDESIGN DRAWINGS AND SPECIFICATIONS.
9. THE INSPECTOR SHALL FURNISH DAILY INSPECTION REPORTS ON THE WORK TO THE BUILDING OFFICIAL ANDTO THE ENGINEER OF RECORD FOR CONFORMANCE TO THE CONTRACT DOCUMENTS. ALL DISCREPANCIESSHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION, AND, IFUNCORRECTED, TO THE ENGINEER OF RECORD AND THE BUILDING OFFICIAL.
10. THE TESTING/INSPECTION FIRM'S ENGINEER SHALL COMPLETE, SIGN AND SEAL A FINAL REPORT CERTIFYINGTHAT TO THE BEST OF HIS KNOWLEDGE, THE WORK IS IN CONFORMANCE WITH THE CONTRACTDOCUMENTS.
11. PRECONSTRUCTION MEETING IS REQUIRED TO BE SCHEDULED TO REVIEW SPECIAL INSPECTION REQUIREMENTS. THE OWNER, GENERAL CONTRACTOR AND THE SPECIAL INSPECTOR OF RECORD ARE REQUIRED TO ATTEND.
#3
#4
#5
#6
#7
#8
#9
#10
#11
-
2'-3"
2'-9"
3'-4"
4'-10"
5'-6"
-
-
- -
-
-
5'-6" -
-
-
-
4'-10"
3'-4"
2'-9"
2'-3"
1'-8" 1'-8"
2'-3"
2'-9"
3'-4'
4'-10" 4'-10"
3'-4"
2'-9"
2'-3"
1'-8" -
-
2'-0"
2'-5"
3'-6"
4'-0"
4'-6"
5'-1"
5'-7" 7'-3"
6'-7"
5'-10"
5'-2"
4'-6"
3'-1"
2'-7"
-
- -
-
3'-5"
4'-1"
5'-11"
6'-9"
7'-7"
8'-6"
9'-6"
-
-
-
-
CONCRETE SPLICE LENGTH TABLE
BAR SIZEFOOTING ORGRADE BEAM
SLAB COLUMNWALL
(VERTICAL)WALL
(HORIZONTAL)BEAM
(BOTTOM)BEAM(TOP)
PIER
-
-
2'-7"
3'-1"
4'-6"
5'-2"
5'-10"
6'-7"
7'-3"
NOTES:1. WHEN BARS OF DIFFERENT SIZE ARE LAP SPLICED, THE LARGER SPLICE LENGTH SHALL BE USED.2. TOP BAR IS DEFINED AS ANY HORIZONTAL BAR THAT HAS MORE THAN 12" OF FRESH CONCRETE BELOW THE BAR.3. TABLE SHALL ONLY BE USED WHEN:
● CONCRETE IS NORMAL WEIGHT
● REINFORCEMENT STEEL IS UNCOATED
● REINFORCEMENT STEEL MEETS ASTM A615, GRADE 60
#3 3 1/2"
EPOXY EMBEDMENT TABLE
BAR SIZEf'c=3,000 psi
MINIMUM EMBEDMENT DEPTH
NOTES:1. CONTRACTOR HAS THE OPTION TO EPOXY DOWELS AS AN ALTERNATE TO HOOKED OR CAST-IN-PLACE DOWELS WHERE NOTED ON DETAILS.2. SEE GENERAL STRUCTURAL NOTES FOR APPROVED EPOXY.
f'c=3,500 psi f'c=4,000 psi
5"
6 1/4"
7 1/2"
9"
10 1/2"
11 1/2"
13 1/2"
3"
4 3/4"
5 3/4"
7"
8 1/2"
9 3/4"
10 3/4"
13"
2 3/4"
4 1/4"
5 1/4"
6 1/2"
7 3/4"
9"
10"
12"
REINFORCING STEEL
3/8" 5 1/4"
ANCHORDIAMETER
MINIMUMEMBEDMENT
DEPTH
6 3/8"
7 1/2"
10"
11 1/4"
12 1/2"
15"
THREADED ROD ANCHORS
#4
#5
#6
#7
#8
#9
#10
1/2"
5/8"
3/4"
7/8"
1"
1 1/4"
1 1/4" 18"
DEFERRED SUBMITTALS:1. THE FOLLOWING ITEMS ARE DEFERRED SUBMITTAL ITEMS:
- STEEL JOISTS- COLD FORMED FRAMING
2. DEFERRED SUBMITTAL ITEMS SHALL BE PREPARED AND SEALED BY A LICENSED PROFESSIONAL ENGINEER IN THE STATE OF THE PROJECT WITH CALCULATIONS, DRAWINGS, DETAILS, AND CUT SHEETS SUBMITTED TO THE ENGINEER OF RECORD FOR REVIEW. ONCE REVIEWED, CONTRACTOR SHALL FORWARD TO THE BUILDING DEPARTMENT FOR APPROVAL. FABRICATION AND/OR INSTALLATION OF DEFERRED SUBMITTAL ITEMS SHALL NOT OCCUR UNTIL APPROVAL OF THE BUILDING DEPARTMENT IS RECEIVED.
SHOP DRAWING REVIEW:1. J&S STRUCTURAL ENGINEERS, PA WILL REVIEW SHOP DRAWINGS AND RELATED SUBMITTALS FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT AND THE INFORMATION GIVEN IN THE CONSTRUCTION DOCUMENTS. REVIEW OF A SPECIFIC ITEM SHALL NOT INCLUDE REVIEW OF AN ASSEMBLY OF WHICH THE ITEM IS A COMPONENT.
2. THE FOLLOWING IS A LIST OF REQUIRED SHOP DRAWINGS AND RELATED SUBMITTALS. THE CONTRACTOR SHALL REFER TO THE SPECIFICATIONS FOR MORE INFORMATION AND A COMPLETE LIST OF REQUIRED SUBMITTALS:
- ANCHOR BOLT LAYOUT DRAWINGS- CONCRETE MIX DESIGNS, TESTS AND MATERIAL CERTIFICATIONS- CONCRETE REINFORCING SHOP DRAWINGS AND REINFORCING MATERIAL CERTIFICATIONS.- STEEL JOIST SHOP DRAWINGS- STRUCTURAL STEEL SHOP DRAWINGS, MATERIAL CERTIFICATIONS AND WELDER CERTIFICATIONS.
ISSUE DATE:
HOEFER WYSOCKI #:
PROFESSIONAL SEAL
COPYRIGHT © BY
HOEFER WYSOCKI
ARCHITECTS, LLC
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4'-0" SQ X 3'-0" DEEP CONCSPREAD FTG REINF W/4 #6'S
EW BTM
4'-0" SQ X 3'-0" DEEP CONCSPREAD FTG REINF W/4 #6'S
EW BTM
4'-0" SQ X 3'-0" DEEP CONCSPREAD FTG REINF W/4 #6'S
EW BTM
4'-0" SQ X 3'-0" DEEP CONCSPREAD FTG REINF W/4 #6'S
EW BTM
4'-0" SQ X 3'-0" DEEP CONCSPREAD FTG REINF W/4 #6'S
EW BTM
4'-0" SQ X 3'-0" DEEP CONCSPREAD FTG REINF W/4 #6'S
EW BTM
4'-0" SQ X 3'-0" DEEP CONCSPREAD FTG REINF W/4 #6'S
EW BTM
4'-0" SQ X 3'-0" DEEP CONCSPREAD FTG REINF W/4 #6'S
EW BTM
4'-0" SQ X 3'-0" DEEP CONCSPREAD FTG REINF W/4 #6'S
EW BTM
4'-0" SQ X 3'-0" DEEP CONCSPREAD FTG REINF W/4 #6'S
EW BTM
4'-0" SQ X 3'-0" DEEP CONCSPREAD FTG REINF W/4 #6'S
EW BTM
4'-0" SQ X 3'-0" DEEP CONCSPREAD FTG REINF W/4 #6'S
EW BTM
S4.11 21
FR
AM
E E
/W
S4.11
4FRAME
S/NORTH
THEATER 1271
3147 SF
THEATER 2270
2,664 SF
THEATER 3276
1,744 SF
THEATER 4267
1,744 SF
THEATER 5268
2,664 SF
THEATER 6269
3,147 SF
101' - 6"
4" CONC SLAB ON GRADEW/ 6X6 - W1.4XW1.4 WWRON 6" CLEAN AGGREGATEFF = 100'-0" UNO ON PLAN
W
HH
S4.11
18FRAMES/SOUTH 26
27
28
29
ISSUE DATE:
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12 11 10 9 8 7 6 5 4 3 2 1
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H
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F
E
D
C
B
A
REVISION DATES:
1146
0 To
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awk C
reek
Par
kway
, Suit
e 40
0, L
eawo
od, K
ansa
s 662
11
P: 9
13.3
07.3
700
-F: 9
13.3
07.3
710
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.hoe
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M
FOUNDATION PLAN
M&
D W
AS
HIN
GTO
N
Issue Date
Project Number
0000 S
TR
EE
T N
AM
EA
IRW
AY
HE
IGH
TS
, W
A99001
Pro
ject S
tatu
s
S1.11 1/8" = 1'-0"
1FOUNDATION PLAN
T
V
13
1412
S
10
R
Q
11P
N
9
8
15 16 17 18 19
20
21 22 23B
1
24
CA
25
FF
X
Y
ZAA
BB
CCDD EE
W
7
L
6
K
3
F
M
H
D
2
E
4
J
5G
U
T
V
13
14
12
S
10
R
Q
P
N
9
8
11
U
15 16 17 18 19 20 21 22 23
B
1
24
C
25
A
FFXY Z
AA
BB
CC
EE
DD
7
L
6
K
3
F
M
H
D
2
E
4
J
5G
GG
S4.11 21
FR
AM
E E
/W
S4.11
4FRAME
S/NORTH
THEATER 1271
3147 SF
THEATER 2270
2,664 SF
THEATER 3276
1,744 SF
THEATER 4267
1,744 SF
THEATER 5268
2,664 SF
THEATER 6269
3,147 SF
7' - 6 3/4"
17' - 7 7/8"7' - 0 1/8" 8' - 0 1/8"
7' - 0"
22' - 7 7/8" 7' - 0" 8' - 0" 7' - 0" 7' - 0" 7' - 9 7/8"
24' - 0 1/8"
7' - 0"7' - 0"
7' - 11 7/8" 7' - 0 1/8"7' - 0"
7' - 11"
22' - 7 7/8"7' - 0"8' - 0"7' - 0"7' - 0"7' - 9 7/8"
7' - 6 3/4"
17' - 7 7/8"
7' - 0 1/8"
8' - 0 1/8"
7' - 0"
24' - 0 1/8"
7' - 0"
7' - 0"
7' - 11 7/8"
7' - 0 1/8"
7' - 0"
7' - 11"
W0' - 6 1/8"
HH
S4.11
18FRAMES/SOUTH 26
27
28
29
HSS6X6X1/2
HSS
6X6X
1/2
HS
S10X
0.5
00
HSS6X6X1/2
HSS6X6X1/2
HSS6X6X1/2
HSS6X6X1/2 HSS6X6X1/2 HSS6X6X1/2
HS
S10X
0.5
00
TOS
99' - 0" 100' - 0" 101' - 0" 102' - 0" 103' - 6" 105' - 0" 106' - 6"
100' - 0" 101' - 6" 103' - 0" 104' - 6" 106' - 0" 107' - 6"
100' - 0" 101' - 6" 103' - 0" 104' - 6" 106' - 0"
99' - 0"100' - 0"101' - 0"102' - 0"103' - 6"105' - 0"106' - 6"
100' - 0"101' - 6"103' - 0"104' - 6"106' - 0"107' - 6"
100' - 0"101' - 6"103' - 0"104' - 6"106' - 0"
ISSUE DATE:
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COPYRIGHT © BY
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C
B
A
REVISION DATES:
1146
0 To
mah
awk C
reek
Par
kway
, Suit
e 40
0, L
eawo
od, K
ansa
s 662
11
P: 9
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RISER PLAN
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Issue Date
Project Number
0000 S
TR
EE
T N
AM
EA
IRW
AY
HE
IGH
TS
, W
A99001
Pro
ject S
tatu
s
S2.10
KITCHEN
123
CONC.
120
MENS'
117
AUDITORIUM 4
131
AUDITORIUM 5
133
AUDITORIUM 6
136
AUDITORIUM 2
109
LOBBY
102
CORR
114
VEST.
100
AUDITORIUM 3
113
OFFICE
115
MECH
125
ELEC.
126
STOR.
116
CORR.
124
WOMENS'
118
DINING
101
A1 ENTRY
105
A1 EXIT
107
A2 ENTRY
108
A2 EXIT
110
A3 ENTRY
111
A6 ENTRY
135
A6 EXIT
137
A5 ENTRY
132
A5 EXIT
134
A4 ENTRY
129
SERVERS
122
SODA EQ.
119
SERV. BAR
121
STOR.
112
STOR.
130
T
V
13
1412
S
10
R
Q
11P
N
9
8
15 16 17 18 19
20
21 22 23B
1
24
CA
25
FF
X
Y
ZAA
BB
CCDD EE
W
7
L
6
K
3
F
M
H
D
2
E
4
J
5G
U
10
11
15 16 17 18 19 20 21 22 23
7
L
K
3
M
W2
1X
50
W2
4X
62
W12X26
W2
1X
50
W2
7X
84
W12X
26
W16X26
W27
X8
4
W3
0X
10
8
W12X26
W12X
26W12X26 W12X
26
W12
X26
W12X26 W12X26
W12X26
W12X26
W12X26 W12X26
W12X26
4
W21
X5
0
W12X26
W2
7X
84
W12
X26
W30X
10
8
W12X26
W24
X6
2
W3
0X
90
W2
7X
84
W16X26
W16X26
W16X26
GG
36LH08 SP
36LH08 SP
36LH08 SP
36LH08 SP
36LH08 SP
36LH08 SP
36LH08 SP
36LH08 SP
36LH08 SP36LH08 SP
40LH08
36LH08 SP
36LH08 SP
36LH08 SP
36LH08 SP
36LH08 SP
36LH08 SP
36LH08 SP
36LH08 SP
36LH08 SP
36LH08 SP 36LH08 SP
36LH08 SP
36LH08 SP
36LH08 SP
36LH08 SP
36LH08 SP
36LH08 SP
36LH08 SP
36LH08 SP
36LH08 SP
W12X
26
36LH08 SP
36LH08 SP36LH08 SP
36LH08 SP
36LH08 SP
36LH08 SP
36LH08 SP
36LH08 SP
36LH08 SP
36LH08 SP
36LH08 SP
40LH08
40LH08
36LH08 SP
36LH08 SP
36LH08 SP
36LH08 SP
36LH08 SP
36LH08 SP
36LH08 SP
36LH08 SP
36LH08 SP
36LH08 SP36LH08 SP
36LH08 SP
36LH08 SP36LH08 SP
36LH08 SP
36LH08 SP
36LH08 SP
36LH08 SP
36LH08 SP
36LH08 SP
36LH08 SP
36LH08 SP
48LH12
48LH12
48LH12
48LH12
48LH12
48LH12
48LH12
48LH12
48LH12
48LH12
48LH12
26K5
26K5
26K5
26K5
26K5
26K5
26K5
48LH12
26K5
26K5
26K5
26K5
26K5
W12X26
26K5
26K5
26K5
26K5
26K5
26K5
26K5
W12X26
26K5
26K5
26K5
26K5
26K5
W2
4X
62
W2
4X
62
S4.11 21
FR
AM
E E
/W
S4.11
4FRAME
S/NORTH
THEATER 1271
3147 SF
THEATER 2270
2,664 SF
THEATER 3276
1,744 SF
THEATER 4267
1,744 SF
THEATER 5268
2,664 SF
THEATER 6269
3,147 SF
W12X26
HH
S4.11
18FRAMES/SOUTH 26
27
28
29
10K
110
K1
10
K1
10
K1
16
K3
16
K3
16
K3
16
K3
16
K3
16
K3
10
K1
10
K1
16
K3
16
K3
14
K1
10
K1
14
K1
10
K1 1
6K
3
16
K3
10
K1
10
K1
10
K1
10
K1
10
K1
10K
1
TRUSS - SEE 4.11 FOR ELEVATION
ISSUE DATE:
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COPYRIGHT © BY
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F
E
D
C
B
A
REVISION DATES:
1146
0 To
mah
awk C
reek
Par
kway
, Suit
e 40
0, L
eawo
od, K
ansa
s 662
11
P: 9
13.3
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700
-F: 9
13.3
07.3
710
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FRAMING PLAN
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D W
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Issue Date
Project Number
0000 S
TR
EE
T N
AM
EA
IRW
AY
HE
IGH
TS
, W
A99001
Pro
ject S
tatu
s
S2.11 1/8" = 1'-0"
1ROOF FRAMING
SEE PLANS FOR GRADEBEAM REINFORCEMENT
SIZE & QUANTITY
ADDITIONAL REINFORCEMENTSIZE & QUANTITY TO MATCH
GRADE BEAM REINFORCEMENT
SEE PLANS FOR GRADEBEAM REINFORCEMENT
SIZE & QUANTITY
OPTIONALCONTROL
JOINT
CONCRETEGRADE BEAM
SEE PLANS
NOTES:1. SEE CONCRETE SPLICE LENGTH TABLE FOR SPLICE REQUIREMENTS
2. ADDITIONAL REINFORCEMENT IS REQUIRED AT THE TOP AND BOTTOM FOR GRADE BEAM
AINTERSECTION - PLAN
BCORNER - PLAN
NOTE:SEE PLANS FOR TYPICALSLAB-ON-GRADE REINFORCEMENT
2-#4x2'-0"2" BELOW SURFACE
SLAB EDGE& TRENCH DRAIN
2-#4x2'-0"2" BELOW SURFACE
CONSTRUCTION JOINTOR CONTROL JOINT
0' - 2"
0' - 2"
0' -
2"
0' -
2"
AINTERNAL CORNER
BDISCONTINUOUS JT INTERSECTION
T/4
"T"T/2
1/4" @ EXPOSED FLOOR1/8" @ ELSEWHERE
JOINT FILLER @ SEALANT@ EXPOSED FLOOR
1/4" WIDE x 1/2" DEEPGROOVE WITH SEALANT@ EXPOSED FLOOR
JOINT #4x3'-0" @ 1'-6" OC
FACE OF WALL ORCOLUMN
3/4" EXPANSION JOINT FILLER
3/8" WIDE x 1/2" DEEPGROOVE WITH SEALANT@ EXPOSED FLOOR
3/8" ISOLATION JOINT
COLUMN
6" CLR
SEALANT @ TOP 1/2"
ACONTROL (CONTRACTION) JOINT (CJ)
CISOLATION JOINT (IJ)
BCONSTRUCTION JOINT (CONST JT)
DISOLATION JOINT @ COL
CONCRETE SLABSEE PLAN
#4 DOWEL@ 24" OC MAX
2'-0"2
'-0
"
3"
CL
R 3" CLR
SEE PLAN
UN
O O
N P
LA
N
2'-8
" #3 SUPPORT TIES@ 48" OC3-#5 T&B CONTINUOUS LONGITUDINAL REINF UNO
#3 SUPPORT BAR@ EA DOWEL
#4x7'-0" DOWELS @ 12" OC CENTER AT DOOR MIN OF 3 PER DOOR
CONCRETE SLABSEE PLAN
3"
CL
R 3" CLR
SEE PLAN
UN
O O
N P
LA
N
2'-8
"
CL
CON'T TRENCHFTG REINF THROUGHSPREAD FTG
SEE PLAN FOR REINF
CONCRETE SLABSEE PLAN
#4 DOWEL@ 24" OC MAX
2'-0"
2'-
0"
3"
CL
R 3" CLR
1'-4"
UNO ON PLAN
UN
O O
N P
LA
N
2'-8
"
#3 SUPPORT TIES@ 48" OC
2-#6 CONTINUOUS LONGITUDINAL REINF UNO
#3 SUPPORT BAR@ EA DOWEL
METAL STUDS W/ 1/4" DIA POWER DRIVEN SCREWS
4 SIDES3/16 1 1/2
1/4
SEE PLANS FOR SIZE AND REINFORCEMENT
SE
E P
LA
NS
5 1
/2"
PR
OJE
CT
ION
UN
O
SHIM PACKSAS REQ'D
STEEL COLUMN & BASEPLATESEE PLANS (PROVIDE 1 5/16" ØHOLES IN BASEPLATE)
(4) 3/4"Øx1'-3" HEADED ANCHORRODS UNO. LOCATE BOLTS 2"FROM EDGE OF BASEPLATE UNO.
PLATE WASHER5/16x2 1/2x2 1/2W/ 13/16"Ø HOLES
2" NON-SHRINK GROUT
3" CLR
3"
CL
R
CL
TOF ELEVATION
SEE PLANS
SLAB PER PLAN
CONCRETE SLABSEE PLAN
SEE PLAN
UN
O O
N P
LA
N
1'-0
"
0' -
8"
0' -
4"
2' -
0"
1' -
0"
(2)#5 CONT
#3'S SPA AT 18" OC
(3) #4 LONG
#4 DOWELS SPA AT 18" OC
ISSUE DATE:
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PROFESSIONAL SEAL
COPYRIGHT © BY
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12 11 10 9 8 7 6 5 4 3 2 1
K
J
H
G
F
E
D
C
B
A
REVISION DATES:
1146
0 To
mah
awk C
reek
Par
kway
, Suit
e 40
0, L
eawo
od, K
ansa
s 662
11
P: 9
13.3
07.3
700
-F: 9
13.3
07.3
710
www
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FOUNDATION DETAILS
M&
D W
AS
HIN
GTO
N
Issue Date
Project Number
0000 S
TR
EE
T N
AM
EA
IRW
AY
HE
IGH
TS
, W
A99001
Pro
ject S
tatu
s
S3.10
3/4" = 1'-0"S3.10
13 TYP CORNER REINF DETAIL 1 1/2" = 1'-0"S3.10
12 ADDITIONAL SLAB-ON-GRADE REINF 1 1/2" = 1'-0"S3.10
11 TYPICAL SLAB-ON-GRADE JOINTS
3/4" = 1'-0"S3.10
22 TYP DETAIL AT MAN DOOR 3/4" = 1'-0"S3.10
23 EXT FTG AT COLUMN 3/4" = 1'-0"S3.10
21 TYP TRENCH FTG AT STORE FRONT 3/4" = 1'-0"S3.10
24 TYPICAL INTERIOR FOOTING
3/4" = 1'-0"S3.10
14 TYP THEATER FOOTING DETAIL
DIA
PH
RA
GM
PE
RIM
ET
ER
6"
1'-
0"1
'-0
"
MET DECKSPAN
1'-6 OC MAX5/8
6"
1'-
0"
1'-
0"
1'-
0"
6"
STL ANGLE
6"
6"
6"
DE
CK
SID
EL
AP
S
AON PLANS
ATTACHMENT@ SUPPORTS
4 W
EL
DS
(3
6/4
)
5 W
EL
DS
(3
6/5
)
7 W
EL
DS
(3
6/7
)
6"
SP
AC
ING
W/
6"
SP
AC
ING
W/
SP
AC
ING
W/
@ SIDELAPATTACHMENT
5/8
CL OF STL JST, BMOR DECK BRG WALL
36/7: 7-5/8"DIA PER
36/5: 5-5/8"DIA PER
36/7: 7-5/8"DIA PER
D36" WIDE SHEET.
C.
B
36" WIDE SHEET
36" WIDE SHEET
36" WIDE SHEET
@ 1/5 POINTS
2-NO 10 SCREWS
@ 1/3 POINTS
@ 1/4 POINTS
3-NO 10 SCREWS
4-NO 10 SCREWS
REMARKS
USE UNO
DECK ATTACHMENT SCHEDULE
36/4: 4-5/8"DIA PER
TYPE
ATTACHMENT
@ SUPPORTS
ATTACHMENT
2-NO 10 SCREWS
ATTACHMENT
@ SIDELAPS
@ 1/3 POINTS
EDGE OF DECK
CONNECTION SCHEDULE (LRFD)
NOTES:
1. BOLTS ARE 3/4"DIA A325N BOLTS. HOLES ARE 13/16"DIA HOLES INSUPPORT MEMBER AND 13/16"X1" HORIZ SHORT SLOTS IN PLATES.
PLAN
W24
W27
W21
W16, W18
W12, W14
W8, W10
SIZE
MIN BM
BOLTED CONN
SCHED
STL COL
SEE
1 1
/2"
1 1
/2"
NO
BO
LT
S
1 1
/2"
L
PIPE ORTS COL
SCHEDSEE
1/2"
1 1/2"
PLATE SIZESEE SCHED
STL BM
@3
"OC
6
7
5/16"
3/8"
5 5/16"
1/4
1/4
1/4
1/4"
4
3
1/4"
2 1/4"
3/16
3/16
3/16
87K
99K
70K
53K
36K
18K
NO OF
BOLTS SIZE
PLATE WELD
SIZE
SHEAR
CAPACITY
7/16"
3/8"
W36
W30, W33
9
8
1/4
1/4
123K
111K
BA
CL CL
CL
METALROOF DECK
L4x4x3/8
STEEL JOIST OR BEAM
3/16
3/16 1 0' - 2"0' - 0 1/2"OPENING SIZE
1 1/2"1 1/2"
3 SIDES3/16
4-3/4"DIA BOLTS
STL COL
CAP PL 1/2
STL BM
STIFFENER PL 3/8EACH SIDECLIP CORNERS
END OF BMS WHERESHOWN ON PLANS
CL
1/2" MAX
METAL DECK
EXISTING STEEL JOIST
EXISTING STEEL BEAM
'K' SERIES 1/8x2'LH' & 'DLH'
SERIES 1/4x3
JB ELEVATION
CL
STEEL JOIST
NOTE:PROVIDED REINFORCEMENT WHENCONCENTRATED LOAD IS MORETHAN 4" FROM PANEL POINT
P
P
PANEL POINT
L2x2x3/16 EA SIDE
STEEL JOIST
L2x2x3/16 EACH SIDE
PANEL POINT
STEEL JOIST
3/16 1TYP
TYP3/16 1
ATOP CHORD CONCENTRATED LOADS LESS THAN 400 LBS
BBOTTOM CHORD CONCENTRATED LOADS LESS THAN 200 LBS
METAL DECK
STEEL JOIST
STEEL BEAM
CL
EXTEND JOIST END 0' - 3"
14 GAx6" CONT STRAPW/ 2-#10 SCREWS EAFLUTE AS REQ'D
L3x3x1/4 CONT
COLD FORMED FRAMING W/ METAL TRACK
DIM (A)
LL
(2)
LL
(1)
DL
DIM C DIM D
NOTES:1. SEE PLANS FOR ADDITIONAL MECHANICAL UNIT WEIGHTS AND/OR SPECIALTY EQUIPMENT WHERE OCCURS. COORDINATE WEIGHTS AND LOCATIONS WITH MECHANICAL AND/OR SPECIALTY EQUIPMENT CONTRACTOR.2. ALT(LL) IS RAIN-ON-SNOW AUGMENTED DESIGN LOAD AND SHALL BE CONSIDERED WHEN DETERMINING MAXIMUM LOAD CASE. DESIGN JOIST FOR MAXIMUM LOADING CASE.3. SEE PLANS FOR LOCATIONS OF JOIST EXTENSIONS. DIMENSIONS "C" AND "D" EQUAL 0'-0" UNO ON PLANS.4. LL(1) EQUALS BALANCED SNOW LOAD PLUS ANY PARALLEL SNOW DRIFT. SEE GENERAL STRUCTURAL NOTES FOR BALANCED SNOW LOAD INTENSITY.
ATYPE A
SPECIAL JOIST SCHEDULE
DESC DIM (A) DIM (B) DIM (C) DL LL(1) LL(2)LL(3) LEFT END RIGHT END
DIRECTION OF BEARING
ALT LLTYPE
LOADING (PSF)
SP1 8'-6" 20 37 19 25A
SP3 20 35
XX
25A
NOTESDRIFT LENGTH (FT)
SP2 8'-6" 20 32 25A
SP4 20 25A
SP5 20
24
25A
AL
T L
L
LL
(2)
LL
(1)
DL
DIM C DIM D
BTYPE B
AL
T L
L
DIM (B)
8'-6"
7'-4"
7'-4"
23
20
28
SOUTH XX
XX
XX
XX
SOUTH
SOUTH
SOUTH
SOUTH
SP6 20 32 25A 7'-4" XXNORTH
SP7 20 22 25B 5'-0" XX
20
20
SP8 20
4
255'-0" XX
SP9 20
19
255'-0" XX38
23
SP10 20 15 25A 8'-6" XX40
DIM (A)
LL
(3)
746
BEARING DIR MIRRORED SOUTH OF LINE C SP1,SP2,SP3
NORTH
NORTH
NORTH
NORTH
5'-0"
B 5'-0"
B 5'-0" 4
19
TOS SEE PLANS
5/8 OR 1'-8" OC MAX
1 1/23/16
SPACE AS REQDFOR DIAPHRAGM
METAL DECK
L6X4X5/16 LLH
COLD FORM FRAMING
TOW ELEVATION
SEE PLANSTOS SEE PLANS
5/8 OR 1'-8" OC MAX
1 1/23/16
SPACE AS REQDFOR DIAPHRAGM
METAL DECK
COLD FORM FRAMING
1 1/23/16
TOW SEE ARCH
TOW ELEVATION
SEE PLANS
'K' SERIES 1/8x2 'LH'& 'DLH' SERIES 1/4x3
SPACE AS REQ'D FORDIAPHRAGM OR1'-6" OC MAX
JOIST BEARING ELEVATION
SEE PLANS
4" @ 'K' SERIES6" @ 'LH' & 'DLH'
SERIES
L4x3x1/4 CONT (LLV)
METAL DECK
STEEL JOIST
5/8
1/8 2
TOW ELEVATION
SEE ARCH
METAL DECK
STEEL JOIST
STEEL BEAM
CL
14 GAx6" CONT STRAPW/ 2-#10 SCREWS EAFLUTE AS REQ'D
L3x3x1/4 CONT
COLD FORMED FRAMING W/ METAL TRACK
ISSUE DATE:
HOEFER WYSOCKI #:
PROFESSIONAL SEAL
COPYRIGHT © BY
HOEFER WYSOCKI
ARCHITECTS, LLC
K
J
H
G
F
E
D
C
B
A
12 11 10 9 8 7 6 5 4 3 2 1
12 11 10 9 8 7 6 5 4 3 2 1
K
J
H
G
F
E
D
C
B
A
REVISION DATES:
1146
0 To
mah
awk C
reek
Par
kway
, Suit
e 40
0, L
eawo
od, K
ansa
s 662
11
P: 9
13.3
07.3
700
-F: 9
13.3
07.3
710
www
.hoe
ferw
ysoc
ki.co
m
8/2
8/2
01
7 1
1:3
9:5
0 A
M
FRAMING DETAILS
M&
D W
AS
HIN
GTO
N
Issue Date
Project Number
0000 S
TR
EE
T N
AM
EA
IRW
AY
HE
IGH
TS
, W
A99001
Pro
ject S
tatu
s
S4.10
1" = 1'-0"S4.10
21 TYP ROOF DECK ATTACH 1" = 1'-0"S4.10
22 TYP STEEL BEAM/COLUMN CONN 1" = 1'-0"S4.10
23 TYPICAL ROOF OPENING DETAIL
1" = 1'-0"S4.10
13 TYPICAL BEAM TO COLUMN DETAIL
1" = 1'-0"S4.10
41 JOIST BEARING AT EXISTING
1" = 1'-0"S4.10
14 TYPICAL JOIST REINFORCING DETAIL
1" = 1'-0"S4.10
31 JOIST BEARING AT LOW ROOF
1" = 1'-0"S4.10
44 SPECIAL JOIST SCHEDULE
1" = 1'-0"S4.10
32 TYP DECK BRG DETAIL 1" = 1'-0"S4.10
33 TYPICAL DECK SUPPORT
1" = 1'-0"S4.10
24 TYP JOIST BEARING DETAIL
1" = 1'-0"S4.10
42 DECK BEARING AT LOW ROOF
FOUNDATIONPLAN
100' - 0"
ROOF FRAMING124' - 3 1/2"
RISER113' - 0"
W21X50 W21X50
W12X26 W12X26
HSS6X6X3/16HSS6X6X3/16
HSS6X6X3/16 HSS6X6X3/16
W21X50
FOUNDATIONPLAN
100' - 0"
ROOF FRAMING124' - 3 1/2"
RISER113' - 0"
HSS6X6X3/16
HSS6X6X3/16
W12X26
W16X26
FOUNDATIONPLAN
100' - 0"
ROOF FRAMING124' - 3 1/2"
W16X26
HSS6X
6X3/
16
W12X26
HSS6X
6X3/16
2
12
4
10
27 24
WT8x25WT8X20 (2)L3X3X1/4, TYP AT WEBS
EQ EQ EQ EQ EQ EQ EQ EQ
ISSUE DATE:
HOEFER WYSOCKI #:
PROFESSIONAL SEAL
COPYRIGHT © BY
HOEFER WYSOCKI
ARCHITECTS, LLC
K
J
H
G
F
E
D
C
B
A
12 11 10 9 8 7 6 5 4 3 2 1
12 11 10 9 8 7 6 5 4 3 2 1
K
J
H
G
F
E
D
C
B
A
REVISION DATES:
1146
0 To
mah
awk C
reek
Par
kway
, Suit
e 40
0, L
eawo
od, K
ansa
s 662
11
P: 9
13.3
07.3
700
-F: 9
13.3
07.3
710
www
.hoe
ferw
ysoc
ki.co
m
8/2
8/2
01
7 1
1:3
9:5
1 A
M
FRAMING ELEVATIONS
M&
D W
AS
HIN
GTO
N
Issue Date
Project Number
0000 S
TR
EE
T N
AM
EA
IRW
AY
HE
IGH
TS
, W
A99001
Pro
ject S
tatu
s
S4.11
1/8" = 1'-0"S4.11
21 FRAME E/W 1/8" = 1'-0"S4.11
4 FRAME S/NORTH 1/8" = 1'-0"S4.11
18 FRAME S/SOUTH
1/8" = 1'-0"S4.11
11 TRUSS ELEVATION