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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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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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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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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FOUNDATION DETAILS

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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

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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