2412-02_PCSB_Northeast_HS_Roof_Permit_Set_Structural_2025.04.16_S&S.pdf
PDF 2 MB Posted
- Attached to
- Reroof Buildings 3, 6, 19 and 28
- Solicitation number
- 25-CR-054
- Issued by
- Pinellas County, Florida
About this file
The provided document is a comprehensive structural engineering set of drawings for the Northeast High School Roof Replacement Project in St. Petersburg, Florida, prepared by Williamson Dacar Associates for Pinellas County Schools. The structural drawings cover wind load plans and structural details for Buildings 3, 6, 19, and 28, featuring detailed specifications for roof framing, rooftop equipment support, and structural modifications. The documents are dated April 18, 2025, and are marked as a Permit Set, indicating they are at the final stage of design approval. The drawings include precise technical details such as wind load calculations for different roof areas, joist configurations, roof curb supports, and mounting details for mechanical equipment like RTUs (Roof Top Units).
The structural drawings demonstrate extensive engineering considerations, including specific wind load pressures for different roof zones, steel joist reinforcement methods, and detailed connection strategies for new roof elements. The plans specify use of structural steel elements like HSS 6" x 4" x 1/4" subframes, steel shims, and various steel channel connections. Notably, the documents emphasize precise installation requirements, such as minimum 18" clearance for new structural curbing above roof membrane, specific bolt and weld configurations, and requirements for point load management on steel joists. The technical specifications reflect a high level of engineering precision aimed at ensuring structural integrity, wind resistance, and long-term performance of the roof replacement project.
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Text version
AREA A
AREA B
1'
06h = 14.0'
.6 h
.0
.2 h
.7
3 3
2 2
1'
.6 h
.7
0.6h = 8.7'
.2 h
.9
0.6h = 14.0'
.6 h
.7
A5.3
DRAWING TITLE:
SHEET NO.
WDA PROJ. NO:
OWNER PROJ. NO:
SCALE: REFER TO SHEET
ISSUE/REVISION OF DRAWINGS:
ARCHITECT: AA0002541
ENGINEER: EB 0006884
PHASE:
CHECKED:
DRAWN:
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WIND LOAD PLAN
- BUILDING 3
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P e te rs b u rg
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2412-02
PERMIT SET
N O
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A S
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Checker
Author
3/32" = 1'-0"S1.0
1 WIND LOAD PLAN - BUILDING 3
COMPONENTS AND CLADDING (ULTIMATE) UPLIFT PRESSURE SCHEDULE
1. PLUS AND MINUS SIGNS SIGNIFY PRESSURES ACTING TOWARD AND AWAY FROM THE SURFACES, RESPECTIVELY.
2. ALL WIND PRESSURE VALUES INDICATED ARE IN POUNDS PER SQUARE FOOT (PSF). MULTIPLY
ULTIMATE WIND PRESSURE BY 0.60 FOR ASD PRESSURE.
3. FOR NET UPLIFT CALCULATION, THE WEIGHT OF THE STRUCTURAL MEMBER AND THE STRUCTURAL
DECK SUPPORTED ARE THE ONLY TWO (2) LOADS THAT CAN BE DEDUCTED FROM THE UPLIFT
PRESSURES INDICATED ON THE SCHEDULES.
NOTE:
BASIC WIND SPEED (3 SECOND GUST):
RISK CATEGORY
EXPOSURE:
ENCLOSED BUILDING INTERNAL PRESSURE COEFFICIENT:
P= qh (GCp) - (GCpi):
COMPONENTS AND CLADDING WIND PRESSURES:
154 MPH
III
C
+/- 0.18
RE: TABLE ABOVE
ROOF CORNERS DISTANCE: AREA A: 0.2h = 2.9' 0.6h = 8.7'
AREA B: 0.2h = 4.7' 0.6h = 14.0'
MEAN ROOF HEIGHT:
AREA A = 14' - 6"
AREA B = 23' - 2"
10 SQ. FT.
EFFECTIVE WIND AREA
+22 PSF/-83 PSF
ZONE
2 +22 PSF/-109 PSF
20 SQ. FT.
+20 PSF/-78 PSF
+20 PSF/-102 PSF
50 SQ. FT.
+18 PSF/-70 PSF
+18 PSF/-93 PSF
100 SQ. FT.
+17 PSF/-65 PSF
+17 PSF/-86 PSF
200 SQ. FT.
+17 PSF/-59 PSF
+17 PSF/-79 PSF
500 SQ. FT.
+17 PSF/-52 PSF
+17 PSF/-70 PSF
3 +22 PSF/-149 PSF +20 PSF/-135 PSF+18 PSF/-116 PSF +17 PSF/-102 PSF +17 PSF/-88 PSF +17 PSF/-70 PSF
1' +22 PSF/-48 PSF +20 PSF/-48 PSF +18 PSF/-48 PSF +17 PSF/-48 PSF +17 PSF/-41 PSF +17 PSF/-33 PSF
AREA A
10 SQ. FT.
EFFECTIVE WIND AREA
ZONE 20 SQ. FT. 50 SQ. FT. 100 SQ. FT. 200 SQ. FT. 500 SQ. FT.
AREA B
1 +24 PSF/-91 PSF
2 +24 PSF/-120 PSF
+22 PSF/-85 PSF
+22 PSF/-112 PSF
+20 PSF/-77 PSF
+20 PSF/-102 PSF
+19 PSF/-71 PSF
+19 PSF/-94 PSF
+19 PSF/-65 PSF
+19 PSF/-86 PSF
+19 PSF/-57 PSF
+19 PSF/-76 PSF
3 +24 PSF/-163 PSF +22 PSF/-147 PSF +20 PSF/-127 PSF +19 PSF/-112 PSF +19 PSF/-97 PSF +19 PSF/-76 PSF
1' +24 PSF/-52 PSF +22 PSF/-52 PSF +20 PSF/-52 PSF +19 PSF/-52 PSF +19 PSF/-45 PSF +19 PSF/-36 PSF
NO. DATE DESCRIPTION
1 03/04/25 PH2 DD
2 04/01/25 PH3 100% CD
3 04/16/25 PH4 100% CD PERMIT
04/18/2025
AREA C
AREA D
AREA E
AREA F
AREA G
AREA G
AREA H
AREA I
A5.4
3 3
0.6h = 22.8'
0.2h = 7.6'
.6 h
.8
2 1
3 3
0.6h = 16.2'
.2 h
.4
0.6h = 16.2'
.6 h
.2
0.2h = 5.4'
0.6h = 9.6'
.2 h
.2
3 3
3 3
1'
1'
1'
0.6h = 9.3'
.2 h
.1
0.6h = 9.3'
0.6h = 9.3'
0.2h = 3.1'
0.6h = 9.3' 0.6h = 9.3'
DRAWING TITLE:
SHEET NO.
WDA PROJ. NO:
OWNER PROJ. NO:
SCALE: REFER TO SHEET
ISSUE/REVISION OF DRAWINGS:
ARCHITECT: AA0002541
ENGINEER: EB 0006884
PHASE:
CHECKED:
DRAWN:
T H
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WIND LOAD PLAN
- BUILDING 6
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2412-02
PERMIT SET
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Author
3/32" = 1'-0"S1.1
1 WIND LOAD PLAN - BUILDING 6
COMPONENTS AND CLADDING (ULTIMATE) UPLIFT PRESSURE SCHEDULE
1. PLUS AND MINUS SIGNS SIGNIFY PRESSURES ACTING TOWARD AND AWAY FROM THE SURFACES, RESPECTIVELY.
2. ALL WIND PRESSURE VALUES INDICATED ARE IN POUNDS PER SQUARE FOOT (PSF). MULTIPLY
ULTIMATE WIND PRESSURE BY 0.60 FOR ASD PRESSURE.
3. FOR NET UPLIFT CALCULATION, THE WEIGHT OF THE STRUCTURAL MEMBER AND THE STRUCTURAL
DECK SUPPORTED ARE THE ONLY TWO (2) LOADS THAT CAN BE DEDUCTED FROM THE UPLIFT
PRESSURES INDICATED ON THE SCHEDULES.
NOTE:
BASIC WIND SPEED (3 SECOND GUST):
RISK CATEGORY
EXPOSURE:
ENCLOSED BUILDING INTERNAL PRESSURE COEFFICIENT:
P= qh (GCp) - (GCpi):
COMPONENTS AND CLADDING WIND PRESSURES:
154 MPH
III
C
+/- 0.18
RE: TABLE ABOVE
ROOF CORNERS DISTANCE:
AREA C: 0.2h = 7.6'
0.6h = 22.8'
AREA D: 0.2h = 5.4' 0.6h = 16.2'
AREA E: 0.2h = 5.4' 0.6h = 16.2'
AREA F: 0.2h = 3.2' 0.6h = 9.6'
AREA G: 0.2h = 4.1' 0.6h = 12.3'
AREA H: 0.2h = 3.1' 0.6h = 9.3'
AREA I: 0.2h = 3.1' 0.6h = 9.3'
MEAN ROOF HEIGHT:
AREA C = 38' - 0"
AREA D = 27' - 0"
AREA E = 27' - 0"
AREA F = 16' - 0"
AREA G = 20' - 6"
AREA H = 15' - 6"
AREA I = 15' - 6"
10 SQ. FT.
EFFECTIVE WIND AREA
+26 PSF/-100 PSF
ZONE
2 +26 PSF/-132 PSF
20 SQ. FT.
+24 PSF/-94 PSF
+24 PSF/-124 PSF
50 SQ. FT.
+22 PSF/-85 PSF
+22 PSF/-112 PSF
100 SQ. FT.
+21 PSF/-78 PSF
+21 PSF/-104 PSF
200 SQ. FT.
+21 PSF/-72 PSF
+21 PSF/-96 PSF
500 SQ. FT.
+21 PSF/-63 PSF
+21 PSF/-84 PSF
3 +26 PSF/-180 PSF +24 PSF/-163 PSF+22 PSF/-141 PSF +21 PSF/-124 PSF +21 PSF/-107 PSF +21 PSF/-84 PSF
1' +26 PSF/-58 PSF +24 PSF/-58 PSF +22 PSF/-58 PSF +21 PSF/-58 PSF +21 PSF/-50 PSF +21 PSF/-39 PSF
AREA C
10 SQ. FT.
EFFECTIVE WIND AREA
ZONE 20 SQ. FT. 50 SQ. FT. 100 SQ. FT. 200 SQ. FT. 500 SQ. FT.
AREA D
1 +24 PSF/-94 PSF
2 +24 PSF/-123 PSF
+23 PSF/-87 PSF
+23 PSF/-115 PSF
+21 PSF/-79 PSF
+21 PSF/-105 PSF
+19 PSF/-73 PSF
+19 PSF/-97 PSF
+19 PSF/-67 PSF
+19 PSF/-89 PSF
+19 PSF/-59 PSF
+19 PSF/-79 PSF
3 +24 PSF/-168 PSF +23 PSF/-152 PSF +21 PSF/-131 PSF +19 PSF/-115 PSF+19 PSF/-100 PSF +19 PSF/-79 PSF
1' +24 PSF/-54 PSF +23 PSF/-54 PSF +21 PSF/-54 PSF +19 PSF/-54 PSF +19 PSF/-46 PSF +19 PSF/-37 PSF
10 SQ. FT.
EFFECTIVE WIND AREA
ZONE 20 SQ. FT. 50 SQ. FT. 100 SQ. FT. 200 SQ. FT. 500 SQ. FT.
AREA E
1 +24 PSF/-94 PSF
2 +24 PSF/-123 PSF
+23 PSF/-87 PSF
+23 PSF/-115 PSF
+21 PSF/-79 PSF
+21 PSF/-105 PSF
+19 PSF/-73 PSF
+19 PSF/-97 PSF
+19 PSF/-67 PSF
+19 PSF/-89 PSF
+19 PSF/-59 PSF
+19 PSF/-79 PSF
3 +24 PSF/-168 PSF +23 PSF/-152 PSF +21 PSF/-131 PSF +19 PSF/-115 PSF+19 PSF/-100 PSF +19 PSF/-79 PSF
1' +24 PSF/-54 PSF +23 PSF/-54 PSF +21 PSF/-54 PSF +19 PSF/-54 PSF +19 PSF/-46 PSF +19 PSF/-37 PSF
10 SQ. FT.
EFFECTIVE WIND AREA
ZONE 20 SQ. FT. 50 SQ. FT. 100 SQ. FT. 200 SQ. FT. 500 SQ. FT.
AREA F
1 +22 PSF/-84 PSF
2 +22 PSF/-111 PSF
+20 PSF/-79 PSF
+20 PSF/-104 PSF
+19 PSF/-71 PSF
+19 PSF/-94 PSF
+17 PSF/-66 PSF
+17 PSF/-87 PSF
+17 PSF/-60 PSF
+17 PSF/-80 PSF
+17 PSF/-53 PSF
+17 PSF/-71 PSF
3 +22 PSF/-151 PSF +20 PSF/-137 PSF +19 PSF/-118 PSF +17 PSF/-104 PSF +17 PSF/-90 PSF +17 PSF/-71 PSF
1' +22 PSF/-49 PSF +20 PSF/-49 PSF +19 PSF/-49 PSF +17 PSF/-49 PSF +17 PSF/-42 PSF +17 PSF/-33 PSF
10 SQ. FT.
EFFECTIVE WIND AREA
ZONE 20 SQ. FT. 50 SQ. FT. 100 SQ. FT. 200 SQ. FT. 500 SQ. FT.
AREA G
1 +23 PSF/-88 PSF
2 +23 PSF/-117 PSF
+22 PSF/-83 PSF
+22 PSF/-109 PSF
+20 PSF/-75 PSF
+20 PSF/-99 PSF
+18 PSF/-69 PSF
+18 PSF/-92 PSF
+18 PSF/-63 PSF
+18 PSF/-84 PSF
+18 PSF/-56 PSF
+18 PSF/-74 PSF
3 +23 PSF/-159 PSF +22 PSF/-144 PSF +20 PSF/-124 PSF +18 PSF/-109 PSF +18 PSF/-94 PSF +18 PSF/-74 PSF
1' +23 PSF/-51 PSF +22 PSF/-51 PSF +20 PSF/-51 PSF +18 PSF/-51 PSF +18 PSF/-44 PSF +18 PSF/-35 PSF
10 SQ. FT.
EFFECTIVE WIND AREA
ZONE 20 SQ. FT. 50 SQ. FT. 100 SQ. FT. 200 SQ. FT. 500 SQ. FT.
AREA H
1 +22 PSF/-84 PSF
2 +22 PSF/-110 PSF
+20 PSF/-78 PSF
+20 PSF/-103 PSF
+19 PSF/-71 PSF
+19 PSF/-94 PSF
+17 PSF/-65 PSF
+17 PSF/-87 PSF
+17 PSF/-60 PSF
+17 PSF/-80 PSF
+17 PSF/-53 PSF
+17 PSF/-70 PSF
3 +22 PSF/-150 PSF +20 PSF/-136 PSF +19 PSF/-117 PSF +17 PSF/-103 PSF +17 PSF/-89 PSF +17 PSF/-70 PSF
1' +22 PSF/-48 PSF +20 PSF/-48 PSF +19 PSF/-48 PSF +17 PSF/-48 PSF +17 PSF/-42 PSF +17 PSF/-33 PSF
10 SQ. FT.
EFFECTIVE WIND AREA
ZONE 20 SQ. FT. 50 SQ. FT. 100 SQ. FT. 200 SQ. FT. 500 SQ. FT.
AREA I
1 +22 PSF/-84 PSF
2 +22 PSF/-110 PSF
+20 PSF/-78 PSF
+20 PSF/-103 PSF
+19 PSF/-71 PSF
+19 PSF/-94 PSF
+17 PSF/-65 PSF
+17 PSF/-87 PSF
+17 PSF/-60 PSF
+17 PSF/-80 PSF
+17 PSF/-53 PSF
+17 PSF/-70 PSF
3 +22 PSF/-150 PSF +20 PSF/-136 PSF +19 PSF/-117 PSF +17 PSF/-103 PSF +17 PSF/-89 PSF +17 PSF/-70 PSF
1' +22 PSF/-48 PSF +20 PSF/-48 PSF +19 PSF/-48 PSF +17 PSF/-48 PSF +17 PSF/-42 PSF +17 PSF/-33 PSF
NO. DATE DESCRIPTION
1 03/04/25 PH2 DD
2 04/01/25 PH3 100% CD
AREA J
AREA K
AREA L
3 3
1'
1'
0.6h = 12.0'
0.2h = 4.0'
0.6h = 12.0' 0.6h = 12.0'
0.6h = 9.0'
0.2h = 3.0'
0.6h = 9.0' 0.6h = 9.0'
0.6h = 10.5'
.2 h
.5
0.6h = 10.5'
DRAWING TITLE:
SHEET NO.
WDA PROJ. NO:
OWNER PROJ. NO:
SCALE: REFER TO SHEET
ISSUE/REVISION OF DRAWINGS:
ARCHITECT: AA0002541
ENGINEER: EB 0006884
PHASE:
CHECKED:
DRAWN:
T H
IS
D
O C
U M
E N
T C
O N
T A
IN
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C O
P Y
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WIND LOAD PLAN
- BUILDING 19
th
S t.
N S t.
P e te rs b u rg
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S1.2
2412-02
PERMIT SET
N O
R T
H E
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T H
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Checker
Author
3/32" = 1'-0"S1.2
1 WIND LOAD PLAN - BUILDING 19
COMPONENTS AND CLADDING (ULTIMATE) UPLIFT PRESSURE SCHEDULE
1. PLUS AND MINUS SIGNS SIGNIFY PRESSURES ACTING TOWARD AND AWAY FROM THE SURFACES, RESPECTIVELY.
2. ALL WIND PRESSURE VALUES INDICATED ARE IN POUNDS PER SQUARE FOOT (PSF). MULTIPLY
ULTIMATE WIND PRESSURE BY 0.60 FOR ASD PRESSURE.
3. FOR NET UPLIFT CALCULATION, THE WEIGHT OF THE STRUCTURAL MEMBER AND THE STRUCTURAL
DECK SUPPORTED ARE THE ONLY TWO (2) LOADS THAT CAN BE DEDUCTED FROM THE UPLIFT
PRESSURES INDICATED ON THE SCHEDULES.
NOTE:
BASIC WIND SPEED (3 SECOND GUST):
RISK CATEGORY
EXPOSURE:
ENCLOSED BUILDING INTERNAL PRESSURE COEFFICIENT:
P= qh (GCp) - (GCpi):
COMPONENTS AND CLADDING WIND PRESSURES:
154 MPH
III
C
+/- 0.18
RE: TABLE ABOVE
ROOF CORNERS DISTANCE:
AREA J: 0.2h = 3.0'
0.6h = 9.0'
AREA K: 0.2h = 3.5' 0.6h = 10.5'
AREA L: 0.2h = 4.0' 0.6h = 12.0'
MEAN ROOF HEIGHT:
AREA J = 15' - 0"
AREA K = 17' - 6"
AREA L = 20' - 0"
10 SQ. FT.
EFFECTIVE WIND AREA
+22 PSF/-83 PSF
ZONE
2 +22 PSF/-109 PSF
20 SQ. FT.
+20 PSF/-78 PSF
+20 PSF/-102 PSF
50 SQ. FT.
+18 PSF/-70 PSF
+18 PSF/-93 PSF
100 SQ. FT.
+17 PSF/-65 PSF
+17 PSF/-86 PSF
200 SQ. FT.
+17 PSF/-59 PSF
+17 PSF/-79 PSF
500 SQ. FT.
+17 PSF/-52 PSF
+17 PSF/-70 PSF
3 +22 PSF/-149 PSF +20 PSF/-135 PSF+18 PSF/-116 PSF +17 PSF/-102 PSF +17 PSF/-88 PSF +17 PSF/-70 PSF
1' +22 PSF/-48 PSF +20 PSF/-48 PSF +18 PSF/-48 PSF +17 PSF/-48 PSF +17 PSF/-41 PSF +17 PSF/-33 PSF
AREA J
10 SQ. FT.
EFFECTIVE WIND AREA
ZONE 20 SQ. FT. 50 SQ. FT. 100 SQ. FT. 200 SQ. FT. 500 SQ. FT.
AREA K
1 +22 PSF/-86 PSF
2 +22 PSF/-113 PSF
+21 PSF/-80 PSF
+21 PSF/-106 PSF
+19 PSF/-73 PSF
+19 PSF/-96 PSF
+18 PSF/-67 PSF
+18 PSF/-89 PSF
+18 PSF/-61 PSF
+18 PSF/-82 PSF
+18 PSF/-54 PSF
+18 PSF/-72 PSF
3 +22 PSF/-154 PSF +21 PSF/-139 PSF +19 PSF/-120 PSF +18 PSF/-106 PSF +18 PSF/-91 PSF +18 PSF/-72 PSF
1' +22 PSF/-49 PSF +21 PSF/-49 PSF +19 PSF/-49 PSF +18 PSF/-49 PSF +18 PSF/-43 PSF +18 PSF/-34 PSF
10 SQ. FT.
EFFECTIVE WIND AREA
ZONE 20 SQ. FT. 50 SQ. FT. 100 SQ. FT. 200 SQ. FT. 500 SQ. FT.
AREA L
1 +23 PSF/-88 PSF
2 +23 PSF/-116 PSF
+21 PSF/-82 PSF
+21 PSF/-109 PSF
+20 PSF/-75 PSF
+20 PSF/-99 PSF
+18 PSF/-69 PSF
+18 PSF/-91 PSF
+18 PSF/-63 PSF
+18 PSF/-84 PSF
+18 PSF/-55 PSF
+18 PSF/-74 PSF
3 +23 PSF/-158 PSF +21 PSF/-143 PSF +20 PSF/-123 PSF +18 PSF/-109 PSF +18 PSF/-94 PSF +18 PSF/-74 PSF
1' +23 PSF/-51 PSF +21 PSF/-51 PSF +20 PSF/-51 PSF +18 PSF/-51 PSF +18 PSF/-44 PSF +18 PSF/-34 PSF
NO. DATE DESCRIPTION
1 03/04/25 PH2 DD
2 04/01/25 PH3 100% CD
AREA M
AREA N
AREA O
3 3
DRAWING TITLE:
SHEET NO.
WDA PROJ. NO:
OWNER PROJ. NO:
SCALE: REFER TO SHEET
ISSUE/REVISION OF DRAWINGS:
ARCHITECT: AA0002541
ENGINEER: EB 0006884
PHASE:
CHECKED:
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WIND LOAD PLAN
- BUILDING 28
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3/32" = 1'-0"S1.3
1 WIND LOAD PLAN - BUILDING 28
COMPONENTS AND CLADDING (ULTIMATE) UPLIFT PRESSURE SCHEDULE
1. PLUS AND MINUS SIGNS SIGNIFY PRESSURES ACTING TOWARD AND AWAY FROM THE SURFACES, RESPECTIVELY.
2. ALL WIND PRESSURE VALUES INDICATED ARE IN POUNDS PER SQUARE FOOT (PSF). MULTIPLY
ULTIMATE WIND PRESSURE BY 0.60 FOR ASD PRESSURE.
3. FOR NET UPLIFT CALCULATION, THE WEIGHT OF THE STRUCTURAL MEMBER AND THE STRUCTURAL
DECK SUPPORTED ARE THE ONLY TWO (2) LOADS THAT CAN BE DEDUCTED FROM THE UPLIFT
PRESSURES INDICATED ON THE SCHEDULES.
NOTE:
BASIC WIND SPEED (3 SECOND GUST):
RISK CATEGORY
EXPOSURE:
ENCLOSED BUILDING INTERNAL PRESSURE COEFFICIENT:
P= qh (GCp) - (GCpi):
COMPONENTS AND CLADDING WIND PRESSURES:
154 MPH
III
C
+/- 0.18
RE: TABLE ABOVE
ROOF CORNERS DISTANCE:
AREA M: 0.2h = 5.6'
0.6h = 16.8'
AREA N: 0.2h = 3.0' 0.6h = 9.0'
AREA O: 0.2h = 2.9' 0.6h = 8.7'
MEAN ROOF HEIGHT:
AREA M = 28' - 0"
AREA N = 15' - 0"
AREA O = 14' - 6"
10 SQ. FT.
EFFECTIVE WIND AREA
+24 PSF/-94 PSF
ZONE
2 +24 PSF/-124 PSF
20 SQ. FT.
+23 PSF/-88 PSF
+23 PSF/-116 PSF
50 SQ. FT.
+21 PSF/-80 PSF
+21 PSF/-106 PSF
100 SQ. FT.
+19 PSF/-74 PSF
+19 PSF/-98 PSF
200 SQ. FT.
+19 PSF/-68 PSF
+19 PSF/-90 PSF
500 SQ. FT.
+19 PSF/-59 PSF
+19 PSF/-79 PSF
3 +24 PSF/-169 PSF +23 PSF/-153 PSF+21 PSF/-132 PSF +19 PSF/-116 PSF+19 PSF/-100 PSF +19 PSF/-79 PSF
1' +24 PSF/-54 PSF +23 PSF/-54 PSF +21 PSF/-54 PSF +19 PSF/-54 PSF +19 PSF/-47 PSF +19 PSF/-37 PSF
AREA M
10 SQ. FT.
EFFECTIVE WIND AREA
ZONE 20 SQ. FT. 50 SQ. FT. 100 SQ. FT. 200 SQ. FT. 500 SQ. FT.
AREA N
1 +22 PSF/-83 PSF
2 +22 PSF/-109 PSF
+20 PSF/-78 PSF
+20 PSF/-102 PSF
+18 PSF/-70 PSF
+18 PSF/-93 PSF
+17 PSF/-65 PSF
+17 PSF/-86 PSF
+17 PSF/-59 PSF
+17 PSF/-79 PSF
+17 PSF/-52 PSF
+17 PSF/-70 PSF
3 +22 PSF/-149 PSF +20 PSF/-135 PSF +18 PSF/-116 PSF +17PSF/-102 PSF +17 PSF/-88 PSF +17 PSF/-70 PSF
1' +22 PSF/-48 PSF +20 PSF/-48 PSF +18 PSF/-48 PSF +17 PSF/-48 PSF +17 PSF/-41 PSF +17 PSF/-33 PSF
10 SQ. FT.
EFFECTIVE WIND AREA
ZONE 20 SQ. FT. 50 SQ. FT. 100 SQ. FT. 200 SQ. FT. 500 SQ. FT.
AREA O
1 +22 PSF/-83 PSF
2 +22 PSF/-109 PSF
+20 PSF/-78 PSF
+20 PSF/-102 PSF
+18 PSF/-70 PSF
+18 PSF/-93 PSF
+17 PSF/-65 PSF
+17 PSF/-86 PSF
+17 PSF/-59 PSF
+17 PSF/-79 PSF
+17 PSF/-52 PSF
+17 PSF/-70 PSF
3 +22 PSF/-149 PSF +20 PSF/-135 PSF +18 PSF/-116 PSF +17 PSF/-102 PSF +17 PSF/-88 PSF +17 PSF/-70 PSF
1' +22 PSF/-48 PSF +20 PSF/-48 PSF +18 PSF/-48 PSF +17 PSF/-48 PSF +17 PSF/-41 PSF +17 PSF/-33 PSF
NO. DATE DESCRIPTION
1 03/04/25 PH2 DD
2 04/01/25 PH3 100% CD
16' - 0"
A5.3
A5.3
A5.3
A5.3
A5.3
A5.3
A5.3
A5.3
/2
EXISING 22K6 JOISTS @ 5'-0" O.C.
/2
KSF-1
2,151 LBS
KSF-2
1,194 LBS
KSF-3
1,116 LBS
EXISING 12K1 JOISTS @ 5'-0" O.C.
EXISING 26K6 JOISTS @ 5'-0" O.C.
S5.1
S5.1
1 SIM.
S5.1
1 SIM.
S5.1
DRAWING TITLE:
SHEET NO.
WDA PROJ. NO:
OWNER PROJ. NO:
SCALE: REFER TO SHEET
ISSUE/REVISION OF DRAWINGS:
ARCHITECT: AA0002541
ENGINEER: EB 0006884
PHASE:
CHECKED:
DRAWN:
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PARTIAL ROOF
FRAMING PLAN -
BUILDING 19
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NO. DATE DESCRIPTION
1 04/16/25 PH4 100% CD PERMIT
3/32" = 1'-0"S1.4
1 ROOF FRAMING PLAN - BUILDING 19
EXISTING 20K6 JOISTS @ 5'-0" O.C.
HSS 6" x 4" x 1/4" SUBFRAME
NEW RTU (SEE MECH. DWGS.) REFER
TO FRAMING PLAN FOR RTU LOCATIONS
SPAN MIN. (5) JOISTS KSF-2 & 3, (6) JOISTS KSF-1
20' - 4 1/2" (V.I.F)
1/4" 3"
TYP. @ JOISTS
HSS 6" x 4" x 1/4" STEEL FRAME
EXISTING STEEL JOISTS
@ 5'-0" O.C.
RTU
NEW STRUCTURAL CURBING. VERIFY
TOP OF NEW CURBING IS MIN. 18"
ABOVE ROOF MEMBRANE (PROVIDE
SHOP DRAWINGS AND
CALCULATIONS FOR REVIEW AND
APPROVAL)
1/4" - 14 TEK SCREW @ 8" O.C. ALL ABOUT
EXISTING 1-1/2" METAL
DECK TO REMAIN
PROVIDE 7" x 3" x 1-1/2" SOLID STEEL SHIMS
BETWEEN TOP OF JOISTS AND NEW STEEL
FRAME. WELD SHIMS TO TOP OF JOISTS
(TYP. @ LOCATIONS OF STEEL FRAME
BEARING ON JOISTS)
1/4"
TYP.
1/4" 3"
TYP. @ JOISTS
NOTE: JST. STIFF. NOT
REQUIRED FOR POINT LOADS:
< 250 LBS @ TOP CHORD
<100 LBS @ BOT. CHORD
EQUIP. CURB
POINT LOAD, ETC.
STEEL JOIST
POINT
LOAD
WELD L 2 1/2" x 2 1/2" x 1/4"
FROM LOCATION OF LOAD TO
NEAREST PANEL POINT (ON
OPP. CHORD OF JOIST)
( WHERE POINT LOADS OCCUR BETWEEN JOIST PANEL POINTS )
5'-0" VERIFY IN FIELD
S5.1
EXISTING STEEL
JOIST
C8x11.5 W/ (3) 1/2"∅
A325 THRU BOLTS
BETWEEN MIDDLE OF
JOIST TOP CHORD
(TYP. @ BOTH ENDS)
C7x9.8
ALUMINUM PLATE
FOR
PIPE STANDS PER
MANUFACTURER.
1/4" 5 1/2"TYP. @
BOTH
ENDS
CUT EXISTING DECK TO
ACCOMMODATE NEW C8x11.5 x
10" LONG @ EXISTING JOIST
1"
3/4" V.I.F. IF SMALLER
V .I .F
5"
EXISTING
STEEL
JOIST TO
REMAIN
NEW C8x11.5
NOTIFY ARCH.
C8x11.5x 10" LONG W/ (3) 1/2"
A325 THRU
BOLTS BETWEEN MIDDLE OF JOIST TOP
CHORD W/ 12" x 2" x 1/4" PLATE ON
BOTTOM SIDE OF TOP CHORD (TYP. @
BOTH ENDS)
TOP OF NEW
ROOF LEVEL
NEW C7x9.8
1/4" 5 1/2"TYP. @
BOTH
ENDS
C12x20.7 x 13" LONG W/ (4) 1/2"⌀
A325 THRU BOLTS BETWEEN
MIDDLE OF JOIST TOP CHORD
GALV. STEEL PIPE
GUARDRAIL SUPPORT
C9x13.4
CUT EXIST. DECK TO
ACCOMMODATE NEW
C12x20.7 @ EXIST. JOIST
ALL STEEL CHANNELS TO
BE PAINTED WITH A
PRIMER. SEE SPEC.
EXISTING L3" x 3" x 1/4" x CONT.
PROVIDE (2) NEW 3/4"⌀
EXPANSION ANCHORS IN
EXISTING ANGLE ON EITHER
SIDE OF THE HSS STEEL.
PROVIDE MIN. 4" EMBEDMENT
PROVIDE 7" x 3" x 1-1/2" SOLID STEEL SHIMS
BETWEEN TOP OF ANGLE AND NEW STEEL
FRAME. WELD SHIMS TO TOP OF ANGLE
(TYP. @ LOCATIONS OF STEEL FRAME
BEARING ON EDGE ANGLE)
1/4" 3"
TYP. @ JOISTS
EXISTING CONCRETE TIE-
BEAM TO REMAIN
DRAWING TITLE:
SHEET NO.
WDA PROJ. NO:
OWNER PROJ. NO:
SCALE: REFER TO SHEET
ISSUE/REVISION OF DRAWINGS:
ARCHITECT: AA0002541
ENGINEER: EB 0006884
PHASE:
CHECKED:
DRAWN:
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STRUCTURAL
DETAILS
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NO. DATE DESCRIPTION
1 04/16/25 PH4 100% CD PERMIT
1/4" = 1'-0"S5.1
1 TYPICAL RTU SUPPORT DETAIL
1/2" = 1'-0"S5.1
2 TYPICAL RTU SUPPORT SECTION
3/4" = 1'-0"S5.1
3 JOIST STIFFENER DETAIL
1" = 1'-0"S5.1
4 TYPICAL ROOF CURB SUPPORT
3" = 1'-0"S5.1
5 ENLARGED CURB SUPPORT CONNECTION
1" = 1'-0"S5.1
6 ROOF GUARDRAIL SUPPORT
3/4" = 1'-0"S5.1
7 TYPICAL RTU STEEL SUPPORT CONNECTION @ WALL
| Sheets |
| S1.0 - WIND LOAD PLAN - BUILDING 3 |
| S1.1 - WIND LOAD PLAN - BUILDING 6 |
| S1.2 - WIND LOAD PLAN - BUILDING 19 |
| S1.3 - WIND LOAD PLAN - BUILDING 28 |
| S1.4 - PARTIAL ROOF FRAMING PLAN - BUILDING 19 |
| S5.1 - STRUCTURAL DETAILS |
| 2025-04-18T14:35:50-0400 | |
| Theodore J. Williamson |
| 2025-04-18T14:35:53-0400 | |
| Theodore J. Williamson |
| 2025-04-18T14:35:56-0400 | |
| Theodore J. Williamson |
| 2025-04-18T14:36:00-0400 | |
| Theodore J. Williamson |
| 2025-04-18T14:36:03-0400 | |
| Theodore J. Williamson |
| 2025-04-18T14:36:06-0400 | |
| Theodore J. Williamson |
File details come from the government source that posted it. Updated .