00-1316-013 DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY ALL
STRUCTURAL STEEL NOTES: j DIMENSIONS AND ADVISE CONSULTANTS OF ANY ERRORS OR
OMISSIONS. NO VARIATIONS OR MODIFICATIONS TO WORD(
SHOWN SHALL BE IMPLEMENTED WITHOUT PRIOR WRITTEN
1. FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE FOLLOWING CODES APPROVAL. ALL PREVIOUS ISSUES OF THIS DRAWING ARE
AISC-ASD-1989 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS SUPERSEDED BY THE LATEST REVISION. ALL DRAWINGS
AND SPECIFICATIONS REMAIN THE PROPERTY O
AISC CODE OF STANDARD PRACTICE D MORRISON HERSHFIELD CORPORATION. NEITHER
EXTERIOR WALL OF CHURCH MORRISON HERSHFIELD NOR THE ARCHITECT WIL
2. FABRICATOR AND WELDERS MUST BE CERTIFIED TO APPLICABLE SECTIONS OF ANSI/AWS _ S1.3 BE PROVIDING CONSTRUCTION REVIEW OF THIS PROJEC�.
D1.1-94 - STRUCTURAL WELDING CODE - STEEL. is
I JOINTMASTER SEISMIC WALL SYSTEM
3. ALL WELDS NOT SHOWN ON DESIGN DRAWINGS SHALL BE SUCH AS TO DEVELOP 100% OF PART# 616-AO7-450 AVAILABLE
STRENGTH OF THE BASE METAL.
� F � FROM JOINTMASTER IN PRO TEL. # I,
4. ALL BOLTED CONNECTIONS SHALL BE BEARING TYPE CONNECTIONS CONFORMING TO "RCSC I 1-800-222-5556
SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS". SEE DETAIL "Cu N 10"x1/4" ROLLED PLATE
5. UNLESS OTHERWISE SHOWN, ALL BEAM CONNECTIONS SHALL BE STANDARD FRAMED OR ON S1.3 3 6• 6 ' 0 EVERY 5 ft.- RADIUS
SEATED CONNECTIONS AS SHOWN IN PART 4 OF THE AISC MANUAL OF STEEL PIPE LENGTH WILL VARY Y.3IIIIII� a TO SUIT 26"O.D. "
CONSTRUCTION ALLOWABLE STRESS DESIGN. UNLESS GREATER REACTIONS ARE INDICATED ON o / MONOPOLE. 3-3/4
THE DRAWINGS, CONNECTIONS SHALL BE DESIGNED TO SUPPORT AT LEAST ONE HALF OF A325 BOLTS
THE TOTAL UNIFORM LOAD CAPACITY OF THE GIVEN MEMBER.
EXISTING 7"x3/4" STIFFENER
6. UNLESS LARGER MEMBER FORCES ARE INDICATED ON THE DRAWINGS, ALL CONNECTIONS PLATES AT 120' APART, 4'-0" LIS
FOR TRUSS MEMBERS, BRACING, LACING AND SIMILAR MEMBERS SHALL BE DESIGNED FOR
26"0 MONOPOLE
l (x2)
ONE-HALF THE ALLOWABLE TENSION FORCE IN THE MEMBER BUT NOT LESS THAN 6 KIPS. 120'
HSS 2.375 X .154
7. IN ALL CASES CONNECTIONS SHALL MEET THE REQUIREMENTS OF AISC-ASD-1989.
CUT TO SUIT
8. FABRICATOR SHALL NOTIFY ENGINEER OF ANY DISCREPANCIES AND/OR ERRORS ON THE I i
DESIGN DRAWINGS IN TIME TO PREVENT ANY FABRICATION ERRORS. 2 3 5/8" STEEL CW STUDS (TYP.) (20ga.) ��.e�'`"�`���i���'
9. CONTRACTOR SHALL SUPPLY SIX PRINTS OF SHOP DRAWINGS FOR REVIEW BY THE ENGINEER a S1.3 WT302.5 TYPICAL. ALL SIDES :' :�,..• °•• ;����, �it�
PRIOR TO COMMENCING FABRICATION. APPROVAL OF SHOP DRAWINGS DOES NOT RELIEVE ® 5FT. INTERVALS
THE CONTRACTOR IN ANY WAY FROM HIS RESPONSIBILITY FOR ACCURACY AND FIT. *
MT-C6174.02 4-
7"x3/4" REPAIR STIFFENER �4� G+ •'� �
10. SURFACE PREPARATION OF ALL STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH THE SECTOR RING MOUNT " PLATES FROM EL. 3'-0" TO
LATEST ISSUE OF STEEL STRUCTURES PAINTING COUNCIL SPECIFICATION FOR COMMERCIAL CLAMP ® 5FT NOTE: 4 -0 EL. 36'-0" (x3) e . %�� 0� •:
SECTION AT CHASE CONNECTION 26" OD MONOPOLE BY OTHERS °ate °°° O ��`O':
Q� � ,
BLAST CLEANING SPPC-SP6 INTERVALS �!�'1', • G
11• STANDARD SPECIFICATION A1123 WITH FIELD MEET THE
REQUIREMENTS OF
ASTM HSS 2.375 X .154 TYPICAL AT 5FT. INTERVALS 1 P��I,y� •. •,• 0�
CONSTRUCTION. STARTING ® 4 -o (MAX.) THRU S1.3 Choon Hon�11�Taa.36'-0" (x8)
MATERIALS wT3X12.5 STRUCTURAL
Professional Engineer
TEE DETAIL State of Florida
STRUCTURAL STEEL A572 (50 KSI)
rA No. 49812
X-BRACING ANGLES A36
ANGLES & PLATES A36 S1.3 SCALE: 1" = 1'-0"
RECTANGULAR STRUCTURAL TUBING A500 GRADE B (46KSI)
STANDARD PIPE A500 GRADE B 42KS1 B
HIGH STRENGTH BOLTS A325 N OR SC CLASS A 7
S1,3 /
METAL ROOF DECK 1-1/2", GALV. TYPE B, 20 GA.
WELDING ELECTRODES E70XX = 6
MT-C6174.02 4- 1, fi10(�� 5
SECTOR RING MOUNT FIRST APPLICATION
CLAMP OF DETAIL B/S1.3 c° n EXTERIOR WALL OF CHURCH
EL. 41'-D" I I �`j Pc-c�G S 4
HSS 2.375 X .154
(j 3 06/22/0 1 ISSUED FOR CONSTRUCTION
358CW20 STUDS - N
1/4"
TYP. 2 05/22/01 CHASE REVISION
c, 1 03/30/01 REVISED
3/4" P.T. PLYWOOD W/ I
STAINLESS METAL SCREWS JOINTMASTER SEISMIC WALL SYSTEM
TO STUDS ® 6" O.C. + PART# 616-AO7-450 AVAILABLE A
FROM JOINTMASTER IN PRO TEL. # No. Date Action
1-800-222-5556
SECTION 3 5/8" STEEL CW STUDS (TYP.) (20ga.) p n
A n g r,3 DRYVIT- RESIDENTAL MD
HSS 2.375 X .154 0 u r
z CUT TO SUIT
S1.3 SCALE: 3" = 1 '-0" s1,3 WIRELESS
MT-C6174.02 4 SECTOR
RING MOUNT CLAMP
10"x1/4" ROLLED _ @ EVERY 5ft. ,
PLATE a X M 0 R R I S 0 N
(3)7 x3/4 REPAIR I WT3x12.5 TYPICAL. ALL SIDES
STIFFENER PLATES in 4'-0" 5FT. INTERVALS HERS H F I E L D
NOTE:
HSS 2.375 X .154 3730 Chamblee Tucker Rd. Atlanta, GA. 30341
SECTION AT CHASE CONNECTION 26" OD MONOPOLE BY OTHERS Tel: (770) 939 2370 Fax: (770) 934 9470
TYPICAL AT 5FT. INTERVAL 1
TYP STARTING ® ELEVATION 41'-0" S1.3
1/4" AND ABOVE. REPAIR STIFFENER
1/2"x10" ROLLED PLATES BELOW
PLATE D ETAI L
B
L-3x3x5/16" S1.3
SCALE: 1" = 1'-0"
A TYP.
1/411
S 1.3r Project:
TOP OF REPAIR - 6"X2" 1/4" BENT PLATE HSS 2.375 X .154 wTEX12. 5 STRUCTURAL FHGO CELL SITE
1 1/2 X LONG
SECTION
STIFFENER PLATES HOPE LUTHERAN CHURCH
,S
5 EL. 39 -o 6330 BIRD ROAD
S1.3 SCALE: 3" = 1 '-0" MIAMI, FLORIDA
LAST APPLICATION
OF DETAIL A/S1.3
EL. 36'-0" .Drawing Title,
TYP. .3/4-0/4"� A325 BOLT '
204 1/4 (3)7„x3/4„ REPAIR SEE DETAIL "C" DETAIL MONOPOLE CHASE
STIFFENER PLATES ON S1.3 & CONNECTIONS
S1 .3 SCALE: 3" = 1'-0"
DETAILS
26" O.D. SEE DETAIL "D" 5 " TYP.
MONOPOLE ON S1.3 S1,3 IIII�I�� '- 1/4
_ 4
A PIPE LENGTH WILL VARY WT3X12.5 S1.3 Scales Project No,
"' / WT3X12.5 As Shown £003708
1 1/2" SLOTTED HOLES Designers Date,
10"x1/4" ROLLED PLATE, FOR LOWER 3/4"0 DP 6/22/01
RADIUS TO SUIT 26" O.D. ELEVATION BOLTS Drawn Bys Checked Bp
MONOPOLE 1 JC DT
358CW20
S1.3 SCALE: 1 1/2" = 1 '-0" 358CW20 Drawing File, Client Approval
L-30x5/16"
Issue No, Drawing No,
D DETAIL 4 SECTION SECTION 3 S1 3
2
S1.3 SCALE: 1 1/2" = 1'-0" S1.3 SCALE: 3" = 1 '-0" S1 .3 SCALE: 1 1 /2" = 1'-0"
i