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00-0773-001
I I ROOF PLYWOOD 5/S'(19/327 APA RATED 5HEATNING STAGGERED PANEL A 5" CLEAR(COORDINATE W/TRU55 MANUF.) 'DINTS. NAILS We 6'O.C.TYP. � ISSUANCE FOR .� BEAM SCHEDULE N � (2)16d NAILS EACH ENDS � TYPE SIZE TOP OF REINFORCMENT REMARKS ❑ 3 MEMBER BIDDING SET ONLY W D T.B. ELEV. TOP BOTT. INT. TIES L" GIRDER TRUSS 5^ (2)16d NAILS EACH MME []CONSTRUCTION SET-ONLY B-1 8" 16" + 11'-0" 2 #5 2 #6 #3 TIES ® 6" O.C. PROVIDE 2 #5 DIAG. BARS AT EA. SIDE OF ARCH. 3i8° STEEL PLATE TO \ /I III e N BUILDING PERMIT SET ONLY VIEW B-2 8" 32" + 9'-0" 2 #5 2 #6 2 #5 #3 TIES @ 8" O.C. PROVIDE 2 #5 DIAG. BARS AT EA. SIDE OF ARCH. Ira'STEEL PLATE 2 X 4 CONT.LATERAL WOOD BRAG REVi 3 B-3 g" 16" + 13'-0" 2 #5 2 #6 1 #3 TIES 0 12" O.C. PROVIDE 2 #5 DIAG. BARS AT EA. SIDE OF ARCH. ♦ NAILED TO BOTTOM CHORD MAXIMUM a REV2 :*�•*"•.. (3) 3/4' TNRU BOLTS (4) 3/4' DIA. X 5' EMBEDDED •°� • RB 8" 12" VARIES 2 #5 2 #5 #3 TIES 12" 0. . PROVIDE 2 #5 DIAG. BARS AT EA. DIRECTION 6 SPACING AND AS�REQUIRED BY Tp155 REV3 ° EXP. BOLTS (RED HEAD WEDGE) � MANUFACTURER 6 8 O O.0(TYP) 2X4 TOP CHORD TB 8° 12" 9'-0' 2 #5 2 #5 4 #3 TIES Q 12 O.0 ENDS & COLM. BAL C� 48 O.0 � � a 1 �'• ,°a, ��'"' BLOCKING(5EE PLAN) r , TB-1 8" 12" 11'-0" 2 #5 2 #5 4 #3 'PIES @1 12 O.0 ENDS & COLM. BAL @ 48 O.0 = - - GIRDER g , �, ,;, - _ _ r TB-2 8" 16" 13'-0" 2 #5 2 #6 4 #3 TIES 12" O.0 ENDS & COLM. BAL @ 48" O.0 0 N �� h • 2 I - - m PL 8" 8" VARIES PRECAST CONC. LINTEL. EXTEND 8" MIN. EA. SIDE OF OPENING. - - 3-3/4' THRU BOLTS ••• '+ 112 cc� a . c-Fi 'aasra•b. `Y o g 3/16' S, m m AMX SEAL HERE` ---- 0 TYP. 12" 5" CONCRETE FILLED ~ ROOF NOTES: �j I VIEW III SEAT STEEL COLL M WITH MSS NSION 1 501 E TR I C 3/16" FROI Y T V I E W 511D E VIEW T5 3i2'X31�s'XI�a' MANIFACTURE. 1. TRUSS MANUFACTURER SHALL SUBMIT DRAWINGS FOR PRE-FAB WOOD ENGINEERED ENGINEER REVIEW PRIOR TO FABRICATION ANCHOR LEGEND I (OVERLAP 6 SPLICES) � 2. HATCHED AREAS DENOTES VOLUME CEILING. �a STEEL PLATE 1 /4" STEEL BUCKET DETAIL 5L.00KING DETAIL. � • 1 HUGHES DTC STRAP W/ 4-10d TO SEAT AND DETAIL(� II�II 9-10d TO TRUSS - CAPACITY = 1365# H SCALE: 1-1/2'=1'-(d' 3. G.T. DENOTES GIRDER TRUSS BY MANUFACTURER a 20 CUSTOM GIRDER TRUSS ANCHORAGE 4. TRUSS MANUFACTURER SHALL VERIFY ALL KNEE HEIGHTS (SEE DETAIL 3 THIS SHEET) 30 CUSTOM BUCKET DETAIL AO(THIS SHEET) N 5. REFER TO TRUSS MANUFACTURER ENGINEERING DRAWINGS CAPACITY FOR ALL ROOF TRUSSES REQUIRED TEMPORARY AND GRAVITY= 17.0 K PERMANENT BRACING, GABLE END BRACING, DETAILS, UPLIFT=7.83K W AND REQUIRED GRAVITY BRACING. ALSO REFER TO (� WIND BRACING PLAN PREPARED BY STRUCTURAL ® HUGHES TA16 W/ 6 10d NAILS RG-5.8 K UPLIFT CAPACITY=1002 # RG=1870 # y ENGINEER AS PART OF THIS SET OF DWGS. RG=3.43 K � UP= 5.00 K 5 HUGHES DTC (1 + TA16 4 UP= 3.36 K UP=1300 # ^ 1�1 6. ALL BRACING TO BE 2 X 4 HEM-FIR OR EQUAL WITH A O UPLIFT CAPACITY=2367 O CONNECTOR "5„ CONNECTOR "2" MINIMUM FIBER STRESS OF 1,000 P.S.I., NAILED TO EACH # R - 6'-0" CONNECTOR »2„ TB-1 ,--I INTERSECTING TRUSS MEMBER WITH 2-16D NAILS MINIMUM B-1 B- B-1 TB-1 rTl r� 7. PROVIDE METAL HI-HATS AT 16" O.C. ATTACHED TO THE UNDERSIDE OF BOTTOM CHORD 12. EXTEND THE MAIN ROOF SHEATHING UNDERNEATH THE Z W VALLEY SET TRUSSES, ALSO ANCHOR EACH END OF THE PL II I I P I I I I PL I I I I I I I I I I I I I I I I I II I PL I I 8. PROVIDE 2 #5 X 2'-6" X 2'-6" CORNER BARS AT EXTERIOR VALLEY SET TRUSSES TO THE MAIN ROOF TRUSSES. - - - - - - -r - - - - - �T� FACE OF CONCRETE BEAM - - -I- - _ _ 1- - -I- - g w 13. ALL BEARING WALL OPENINGS SHALL HAVE - - T - - - - - - I I I 1 r I 0 O I I I I I I I I I I I I I I I I I I I 1 9. GIRDER TRUSS TO HAVE CONNECTIONS AS (2) 2 X 12 HEADERS (TYPICAL UNLESS NOTED) 1 II 1 I I I I I I I I I I I I I I I I I I I I I I II I I 1 � � � INDICATED ON ROOF PLAN. WITH 19/32" PLYWOOD IN BETWEEN. _ II I I ° I r I I I I I I I I I I I 1 I I I I I I I I � Q° 10. ROOF TRUSSES LOADING: 14. ROOF PLYWOOD 5/8" (19/32") APA W • • RATED SHEATHING STAGGERED PANEL I II I I I I I I I I I I I I I I I I 1 I I I I I I I DEAD LOAD = 25 P.S.F. I1 - - - - _ ° N JOINTS. NAILS 10D s' O.C. TYP. - - - - - - - -I I I I I I I I I I I I I I I I I I I I I I I I I I I I • • • • VIN TOP CHORD = 15 P.S.F. � ' •.Y,•� BOTTOM CHORD = 10 P.S.F. 15. TRUSS MANUFACTURER SHALL PROVIDE I II I I I 1 ( I I -LL I I I I I I I I I I I I I I LIVE LOAD = 30 P.S.F. AND ENGINEER ALL WOOD TO WOOD I 2' X14" BOOM CHORD BRACING W/16 N ILS (T P) II I TOTAL = 55 P.S.F. - - - - - - II I I I I I I 1 I I I I I I I I I I I I I I I CONNECTIONS. �� - - - - - - - - - - - - - - - - - - - - s -I - - - - x 1�-I �j ^ • . b�� �- I- - -I - 1- rt - 1- - -I- I I I I 1- - -I- - -I- - - 1-- - -I- - I - - r - -1- - -I - - 1- - -1- - I - - 1- - �I � I � _ � w ^ � ^ Z ,. AS PER ASCE 7-95, 110 MPH EXPOSURE C 1 11 I 1 I I I I I I--1 f-1 NOTE:PROVIDE 1 2" CDX PLYWOOD AT I 1 1 SEE DETAIL I I I I I I I I I I I I 1 II _ _ _ - f•••� MEAN ROOF HGT. < 17'-0' ROOF PITCH 5:12 UNDERSIDE OF TRUSSES - 1 - - - - -I I I O a ZONE 1 = 30 P.S.F. NET w/ 8D © 6" O.0 (TYP) I z II I I I I I I I I I I I I I I I I I I I I I I 1 I I I U 0 a ZONE 2 = 54 P.S.F. NET I `° II I I I I I I I I I I I I I I I I I I I I I I I `�' -OPEN-TERRACES -65 P.S.F. NET--- - F "La P.T 3" x 12" s.Y.P #2 w/ 3/4" x 7-1/2" RED HEAD " z I I I I I I I I I I I I I I I I I I I I I I I I I I I I z l m WEDGE" ANCHORS @ 12' O.0 MIN. EMBEDMENT=3-1/2" 11 I 1 1 1 I I 1 1 I 1 1 1 1 I I I I 11 II ( m I I I II -0i (TYP) o I I I I I I I t o I I cf, I I I I I I I I I I I I I I I I I I I I I I I I a .. 1. PROVIDE 4 #3 TIES @ 12" O.C. AT CORNERS AND AT EACH - - -� - - - - -I1 I I _ I I_ _ I I_ _ cn END, BALANCE @ 48 O.C. 1 0 - - - - - - - - - - - - 1 - - L_ - _I- - 1 - _ III- I I I I I I I T- - -I- - - - - -I- - - - - -1- - - - - -I- - - - ef- ° I . . a 2. CONC. BEAM DEPTH OVER DOOR/WINDOW OPENINGS MAY I I I I I II VARY AS PER MFR. DOOR/WINDOW HGT. (FRENCH OR 11 w 1 I I I I ( I I I I I I I I I I I I I I I I I I _ Z W O SLIDING DOORS AND WINDOWS UP TO 3' DEEPER) I -11 p� I I I I I I I I I I I I I I I I I I I I I I I D 1 °I- 1 � PA � o • 3. SPLICING 18" AT STRAIGHT RUNS AND 30" AT CORNERS I d 11 Of I I I I I I I I I 1 1 1 I I I I I I 1 1 1 1 I 1 11 I RB-6'-0" -i �a >J y. 4. ALL TIE BEAMS SHALL HAVE #3 TIES @ 6" O.C. OVER OPENINGS - _ x_ _ _ _ _ _11 1 I I I 1 I 1 I I I I 1 1 TRUSSI CONECTOR - t, DADE OUNTY NOA 9 -1216. 7 5. PRECAST CONCRETE LINTELS TO BE DADE COUNTY 11 I 1 I I I I 1 I _ . I- •-• 1�. _ I_ I I HUGHEE EUH �8-10 I I I I I PRODUCT APPROVED FOR SPAN AND LOADING REQUIRED I' E BACIG I I I I 1 1 1 1 I I lY I T 6 I I I I 1 I II N 1 a a SUBMIT TO ENGINEER AND CITY FOR APPROVAL WITH - - _ _ _ _ _ I 1 ( 1 GRAVIT LOAD--'ICAPACI Y=203 # II 2 SETS OF SHOP DWGS. OR NOTICE OF ACCEPTANCE m I -I I I I I I I I _ . I-� I I I I I I I UPLIFT(LOAD CAP.=12b0# I I 1 1 I I I 11 I o>o I I I I I I I F - I- - - I HUGHE� EUH 48-10 1 I I I I I I _ _ ASCE 7-88 I - -1- - � - � -1- - - - 1- - -� I I L - -1- - W/14�16d N ILS ®_ffADERL_ - -1- - -1 - - - -1- - -I - �- - II _ M - - -I- - - - - - - , o � -{ - - �- -1- - _- - 5-1 d NAIL TR SS �1- - - - -I- - g l� - - - - - - - - - - - .M� REFER TO STRUCTURAL CALCULATIONS ON SHTS. S-1 AND S-2 I II I I 1 1 `• 1 I I 1 I _ _ 1 _ _I_ � I I I I 1 I I I 11 1 �' Q+ 4 - - - - - �I "La" L GER I I I I I I I I I I I I I I I I I I I I I I I I - t ° O r--� REFER TO ROOF PLAN FOR 00 II I I I I I I I - I I I I I I I I - - - � - - - - - - - - - - - - - � � ^� TOP OF TIE BEAM ELEV. I I Al B-3 .I_ . _ . _ . _ . _ . _ . _ . _ . _ . fi . _ . _ II I - - - - - - - -1 - - - -1- - � - - �- I I I I 1 I 1 � 8" X 12" MIN. CONC. STUB _ I I 11 - - - - - - - �1 I I I I I I I I I I I I L I COLUMNS WITH 4-#5 VERT. -4- -- -- -- - - -- -- - - - - 1 =4.00I K I I RG- 10. K LL - II I I I I I I I I c=7.d K I I U� .50 1 1 II G=2.53 K - - c� �..� HOOK INTO TIE BEAM AT I 1-#5 VERT. FROM I I I RG=8.1 K 1 P= 2.2z K 1 I U 1.40 K CL TOP & BOTTOM II II I RG=110 K I - - - - - - - - rt - - - -I- - � - - fi IUP= 35 K \ W COL. BELOW CONT. I I UP= 4.7 K I 1 I 1 REFER TO ROOF PLAN FOR I THRU STUB COL. & I 1 I CONNECTOR "2" - - - - - - - - -I I UPS 5.6 K I 1 1 I I tLa" LEbGER I CONNE�TOR I I 1 IRDER TRUS oN ECT)R 3 GI D R IRUS TOP OF TIE BEAM ELEV. - - - HOOK INTO UPPER I I - - - - - _ _ - � _ - - J - - - �- T1 �1 - -r - - - - - - = 1= = � I I N - - - - - - - - - - - - - - - - - - - -- - - - - - - - � TIE BEAM - � 3 MEMBERS I - 3 EMBERS _ - - - � m ETAIL B II B _ - -II - - - - - - - - - - - - - ° I I I 8" X 12" MIN. TIE I I I I - - - - - - - - - _ - - \-3 caJ I- m I I BEAM WITH 4-#5 I I RG=1.22 K 1 - - - - - - - - - - - I cXj I I I I 1 RG=1b 6 K RG=9.07 K a = I 1 HOOK TOP BARS I 1 I UP= 1.20 K - + - - - - - - - - - - - - - -RG--85 K - - - GI DER ITRU m I - _I (�. _ P= .7 K- - - - - - - - - - UP= 6,75 K rn I I CONNECTOR "1" I UP= .83 K RG= 5 K � 8" X 12" MIN. TIE i � i VERT. REINF. IN I i I G=.85 K - - - - - - - - - - - - - - - - - - Y BEAM WITH 4- 5 I I MASONRY GROUT - - - - GIRD TRUSS CONNECTOR "1" - 2.23 1 P= .s K - I- GIRDER TRUSS ,1 I CONNECTOR "2" ° M # I I I I 1 I = _ - - - _ _ - _ - _ _ _ - - _ - _ _ _ _ = NNECTOR� „5" I �ONNECITOR „1" - _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ - _I _- - - _- - _ - -_ - - o HOOK TOP BARS I FILLED CELL HOOK I I I r 1 I RG= .92 K I T I T T - - - c o 11 I INTO UPPER TIE I I I - - _I I I I _I _ _ _ _ 1 _ I I I I I I I I I I D = I I BEAM (SEE PLAN I i I 1 1 1 - 1- - 1' I - -I- UP= 5.34 K I I I FOR NUMBER OF I 1 I PL 1 I PL I I - _I- _ _I_ _ L _ _1_ _ I I CONNECTOR I"3" I CD C_:R- C) I I #5 BARS) I I I 1 I I I I 1 m l I I I I I I I I I I I I e CD I ° m DETAIL N . I < � � 1 I I I I IPL I I In X1 - 1 - I -I- - 1 - - 1 -1- ! - - jk _ o a1 3 - - ll \ I I i�g_1 I I 1 • TB RB TB B-3 l �' I I I I I I I I I I 7 0�00��000 CD CD M U ) TB a I U 1 I l� a , 0 B-2 m MEN 11 CD C�j >_ • � a .� V oa00000ao / J U1 E7 W 1 f� PLAN 4 " Leo Llanos, P.E. Consulting Structural Engineer cj cr 18495 South Dixie Higway, # 337 (305) 378 6916 Leo Llanos P.E. DATE w _ _ _^_ _ _ ____ _ ___ Miami, Florida 33157 Fla. reg. 33175 S-2 < U Ir Ln CD if] - of 3 --D _ b I in cn cm wn r n -. ^ '. n - ^ 'y /