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00-0044 <�='- <<<'<ACES-32 Ver. 1 - 1>>>>====== [ 011629 Hand cut»» : 3 . 86 Hand jig»» : 5 . 67 ••ffand apsemt)l }»} : '.Z•43 •y F ' ' Com cut 1 .34 C&m' assselrlbl • • gg . 0DD '''•,'..Customer : H.G.ENTERP.MOD-A ••• '•' Wed'Jul '•7•••07 .57 !Ol 2000 Project #: OA64 Truss ID : CJ6 Family # 204 Span 9-10-1 Quantity : 1 Top• Pitch 3,536/12 ==BLd(4/1/1998),v1 FORCES - LOAD CASE #1 REACTIONS - SIZE • • •• ' ' ' ' ' ' ' • 1-2=-985 4-5= 926 2-5= 118 1=-653 7.25 • • • • • • ' ' . . 2-3= 0 5-1= 926 2-4=-978 4=-405 2.50 ' • 3-4= 0 3=-398 2.50 ` `'PROVIDE FOR 680 LBS UPLIFT AT JOINT 1 (1.04) • . • • • • • .••• • • • • ' �PROVIDE FOR 301 LBS UPLIFT AT JOINT 4 (0.74) • • • • • : • • • PROVIDE FOR 435 LBS UPLIFT AT JOINT 3 (1.09) • • • PROVIDE FOR 254 LBS HORIZ. REACTION AT JOINT 1 "'• • •��•• • ��• • ���� ". ' (SYMMETRIC PLATING TURNED ON) 'BOT,T CHORD SPLICES:4-5=3x4; 1 -5 4-10-10 9-10-1 4-10-10 4-11 -6 2x4 3 3x4 2 5x6 U ED 5 t 4 2x4 4-10-10 9-10-1 Ax4 4-10-10 4-11 -7 �k - HL TO PK: 10-3-1 LEFT HEIGHT: 0-6-3 SPAN: 9-10-1 RISE:3-4-15 RIGHT HEIGHT-:3-4-15 _LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 . 830 TOP CHORD:2X4 No.2ND 19 SP TOP_ 30 15 BOTT 4-5=0 . 381 BOT CHORD:2X4 No.2ND 19 SP BOTT 0 10 LL.DEFL.Q5=0 . 02 < L/360 WEBS :2X4 No.3 19 SP SPACING 24 . 0 in. - o. c. iREP1TITIVE STRESSES NOT USED NO. OF MEMBERS 1' LOADINGSTRESS'INCREASE LOADING PANEL(PLF) / JOINTS(LBS) -F 1 LUMBER PLATE TYPE 1' - - 1.33 1.33 UNIFORM 1- 2= 58 2- 3= 164 4- 5= 37 5- 1= 13 TRUSS_f CHECKED FOR�,110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.5 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2:00'91 FROM OCEANLINE(ASCE7-93) PL`ATES.ARE MITEK.M20,249 200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) ATEkMUST BE INSTALLED,,ON=EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WADS DESIGN=SPECS, SSBC,ANSI/TPI-95 HISiDESIGN IS FOTRUSS,.FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER, � 1 "_.:; 1 . 1>>>>====== [' ACES-32 Ver. 1 . 1 ====== 011 628 ,«$ES: .TRi4 S49,C0;» >= _ =.= ===== S?w'Hand -cut»» : 5 . 67 Hand j ig»» : 7 . 54_====�H a.rid• assemb I y»». . 6 Comp cut 2 . 50 •Co4pavpSsemYZl y. ..*..0.00 • 'rCusomer : H.G.ENTERP.MOD-A Wed Jun 7 07 : 56 :59 2000 ; Project # : OA64 Truss ID T6 Family # 201 Span 7-10 Quantity 2 .Top Pitch :. 5/12 B1d(4/1/1998),v1.1_______________________________________y_i_�__=--�_J=�_J=-__J=�__�c•_c=====_ FORCES- GRAVITY LOADS REACTIONS - SIZE • • �• • • . • • • • • • • • • • • • • • • • • 1-2=-456 4-5= 407 2-5= 74 1=-516 7.25 • • • 0 5-1= 407 2-4=-453 4=-406 7.25 y 3-4=-170 rj+'R •••• •0000 ••• •••• PROVIDE FOR 447 LBS UPLIFT AT JOINT 1 (0.87) • ' • ' • • ' 0000 • • • • .PROVIDE FOR 459,LBS UPLIFT AT JOINT 4 (1.13) • • • • • • M4PROVIDE FOR 405 LBS HORIZ. REACTION AT JOINT 1 :•000 • •:••• • �•••• • :0000 • (SYMMETRIC PLATING TURNED ON) CHORD VL ICES:2-3=3x4; _« , 1-0 3-11 7-10 3-11 3-11 2x4 3 3x4 2 5x6 s 4 2x4 2X3 WEDGE 3-11 7-10 x4 3-11 3-11 L. HL TO PK: 8-5-13 LEFT HEIGHT: 0-6-3 SPAN:7-10 RISE :3-9-6 RIGHT HEIGHT:3-9-6 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1-2=0 .482 TOP CHORD:2X4 No.2ND 19 SP `'T TOP 30 15 BOTT 5-1=0 . 136 BOT CHORD:2X4 No.2ND 19 SP BOTT 0 , 1'0 LL.DEFL.Q5=0 . 01 < L/360 WEBS :2X4 No. 3 19 SP .STR..!INC -LUMB = 1 . 33 PLATE = 1 . 33 SPACING 24 . 0 in. o. c. 'RE-_PETsITIVE STRESSES USED NO. OF MEMBERS = 1 1 TRUSS CHECKED FOR110,MPH WIND, P.ENCL.BLDG.,WALL HGT. 13 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). 'PLATES ARE'MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLA` 'MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WADS DES1 NNPECS, SSBC,ANSI`/TPI-95 THIS DESIGN IS FOR,TRUSS`FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT'OR ENGINEER � e «ACES-32 Ver. 1 - 1>>>>====== [ 011627 Hand cut»» : 3 . 95 Hand j ig»» : 5 . 81 Hm i -dssgemblyy,>y9>> :• 2a M Comp cut 1 .38 Co p :asssembi�! :; 0 .La.: Customer H.G.ENTERP.MOD-A ••, ��j�1��1 Jrin 0 7 V7•:g 6 :�q 2000 Project # : OA64 Truss ID : T5 Family # 313 Span 7-10 Quantity : 1 Top Pitch 5/12 FORCES - GRAVITY LOADS REACTIONS - SIZE • • • • • • • • • • • • • •• • • • • • • • • • �1-2=-498 5-6= 73 2-6=-256 1=-516 7.25 • . . . . . . . . '4,2-3=-478 6-1= 441 3-6= 494 5=-406 7.25 .3-4= 0 rte .^ 3-5=-341 4-5=-31 •... 0000. ... 0000 _OVIDE FOR 461 LBS UPLIFT AT JOINT 1 (0.89) • • • • • • • 0000 . • • • r"PROVIDE 'FOR 435 .LBS UPLIFT AT JOINT 5 (1.07) • • • . • • "PROVIDE FOR ,37116S HORIZ. REACTION AT JOINT 1 :0000 . 0:600 . �.••• . :0000 • SYMMETRIC PLATING TURNED ON) TOPjCHORD SPLICES:2-3=3x4; ,t 1-0 3-6 7-0 -10 3-6 3-6 -10 4x5 2x4 3 4 2x4 z 5x6 I 6 5 3x4 2X3 WEDGE 3-6 7-10 x4 3-6 4-4 L. HL TO PK: 7-7 LEFT HEIGHT: 0-6-3 SPAN: 7-10 RISE : 3-5-3 RIGHT HEIGHT:3-5-3 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 .439 TOP CHORD:2X4 No.2ND 19 SP TOP 30 15 BOTT 6-1=0 . 143 BOT CHORD:2X4 No.2ND 19 SP BOTT 0 10 LL.DEFL.@6=0 . 01 < L/360 WEBS :2X4 No. 3 19 SP r"<STR. INC. : LUMB = 1 .33 PLATE = 1 . 33 SPACING : 24 . 0 in. o. c. -REPETITIVE STRESSES USED NO. OF MEMBERS- = l 3 RIGHT END VERTICAL IS NOT EXPOSED. , ,TRUSS CHECKED FOR 110 MPH WIND, .,P.ENCL.BLDG.,WALL HGT. 13 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00�MI FROM OCEANLINE(ASCE7-93).., �FLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) 0 `` P,LATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DES S, SSBC,ANSI/TPI-95 TH1S'DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CON$ll` 4'BLDG ARCHITECT OR ENGINEER. " t ««ACES-32 Ver. 1 . 1»»====== [ 011626 ;5 Hand cut-»» : 6 . 58 Hand i »» : 9 . 66 mbl »�> :. 4...3.4. . g Hand •ass�e Comp ut 2 .29 Amp %,g0spmb y .::.4 y ,t Customer H.G. ENTERP.MOD-A Wed Jun 7 07 : 56 :55 2000 Project # : 01662 Quantity : 1G3 Zppl$it¢h : .5 1,2 i FORCES - LOAD CASE #1 REACTIONS - SIZE : 0 00. • : : ••• • 1-2=-2843 576= 2552 2-7= 799 1=-1622 7.25 '0 •0• •.• •.• •0• •0• 2-3=72552 6-7= 2877 3-7=-405 5=-1622 7.25 '`3'-4==2552 7-1= 2552 3-6=-405 4=5=-2843 4-6= 799 00000 00.09 ; 0000• �...• & 0000 . 0 • -'PROVIDE FOR 1356 LBS UPLIFT AT JOINT 1 (0.84) • • • • • • PROVIDE FOR 1356 LBS UPLIFT AT JOINT 5 (0.84) :0000 0 00000 0 0000• 0 :0000 PROVIDE FOR 15 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFTY=TOP):[j6=3,2I,(SYMMETRIC PLATING TURNED ON) 1-0 5-0 8-1 11-2 16-2 .1-0 5-0 3-1 3-1 5-0 4x5 3x4 4x5 2 3 4 5X6 5X6 t 3 7 6 4x5 5x6 2X3 WEDGE 2X3 WEDGE 5-0 11-2 16-2 5-0 6-2 5-0 L. HL TO PK: 5-5 R. HL TO PK :5-5 LEFT HEIGHT: 0-6-3 SPAN: 16-2 RISE:2-7-3 RIGHT HEIGHT:0-6-3 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1-2=0 . 788 TOP CHORD:2X4 SS 19 SP TOP 30 15 BOTT 6-7=0 . 826 BOT CHORD:2X4 No.2ND 19 SP BOTT 0 10 LL.DEFL.Q6=0 . 08 < L/360 WEBS :2X4 No. 3 19 SP ------------------------------------------------------------------------- SPACING : 24 . 0 in. o. c. REPETITIVE STRESSES NOT USED NO. OF MEMBERS = 1 LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTSUBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 2= 90 2- 4= 158 4- 5= 90 5- 6= 20 6- 7= 35 7- 1='20 CONCENTRATED 6= 402 7= 402 CHORD: 2-3; 3-4 TO BE 2X4 No.2ND 19 SP ,TRUSS CHECKED FOR 110 MPH WIND, P.ENCL.BLDG.,WALL HGT. 13 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DLJ.DO MI FROM OCEANLINE(ASCE7-93) PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) ;.`;P,LATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DES.IGNffSPECS, SSBC,ANSI/T,,RrI-95 ;,THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSUL'f BLDG ARCHITECT/OR ENGINEER. �✓ , ===««ACES-32 Ver. 1 . 1>>>>====== [ 011624 ] _=====t 1'L�$ES�.TRU,^�S.�O•S'3>?•�:;______ Hand cut»» : 3 . 92 Hand j ig»» : 5 . 76 Hand •asgembl y>�-> :• 2•.47• Com cut : 1 .37 Comp -asasembyy . :. 0 XV: Cus?ome r : H.G.ENTERP.MOD-A "' '•Wed Jtzn 07.47 :5 6 :5 2 2000 Project # : OA64 Truss ID : T2 Family # : 101 Span 12-6 Quantity : 1 Top Pitch : 5/12 ==Bld(4/1/1998),v1.1-------------------=--------------------=--='---'--'----'---'-------- FORCES - GRAVITY LOADS REACTIONS - SIZE • • •• • • • • • • • • • 1-2=-790 3-4= 714 2-4= 121 1=-775 7.25 • • • • • 2-3=-785 4-1= 714 3=-665 2.50 PROVIDE FOR 419 LBS UPLIFT AT JOINT 1 (0.54) �•�• ����� ��� ���� PROVIDE FOR 293 LBS UPLIFT AT JOINT 3 (0.44) . . . . . . • PROVIDE FOR 19 LBS HORIZ. REACTION AT JOINT 1 "" ' • • • (SYMMETRIC PLATING TURNED ON) :***a • • • • • BOTT CHORD SPLICES:3-4=3x4; , 1-0 6-3 12-6 6-3 6-3 4x5 z 5x6 5x6 3 4 2x4 2X3 WEDGE 2X3 WEDGE 6-3 12-6 6-3 6-3 L. HL TO PK: 6-9-4 R. HL . TO PK : 6-9-4 LEFT HEIGHT: 0-6-3 SPAN: 12-6 RISE:3-1-7 RIGHT HEIGHT:0-6-3 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1-2=0 . 737 TOP CHORD:2X4 No.2ND 19 SP TOP 30 15 BOTT 4-1=0 .298 BOT CHORD:2X4 No.2ND 19 SP BOTT 0 10 LL.DEFL.Q4=0 . 02 < L/360 WEBS :2X4 No..3 19 SP -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- STR. INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING : 24 . 0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS;:SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT,BLDG ARCHITECT OR ENGINEER. �C, ===««ACES-32 Ver. 1 - 1>>>>====== [ 011625 ] ======«o"BEST.TRUSS .Ca.z.,N>>_.-�_______ Hand cut»» : 5 .25 Hand j ig»» : 7 . 71 Hand Nss�mbl �.I�> : ; 3. 31: Comp cut : 1 . 83 Qom As embly • : .0 . b4•. Customer : H.G.ENTERP.MOD-A ••• ..inTed Jwn :7..0.7.:$6 :$ 2000 Project ##: OA64 Truss ID : G3 Family # : 101 Span : 12-6 Quantity : 1 Top Pitch : 5/12 ==Bld(4/1/1998),v1.1==================___________________=__�__:�__� FORCES - LOAD CASE #1 REACTIONS - SIZE 1-2=-1215 5-6= 1132 2-8= 124 1=-840 7.25 • • • • • • • • . . . . . . . . . . . . 2-3=-818 6-7= 1132 2-7=-288 5=-728 2.50 • . • . 3-4=-818 7-8= 1035 3-7= 247 4-5=-1293 8-1= 1035 4-7=-388 4-6= 126 .... •.�.• •.• •..• PROVIDE FOR 487 LBS UPLIFT AT JOINT 1 (0.58) ' • • • • • PROVIDE FOR 359 LBS UPLIFT AT JOINT 5 (0.49) •••• • ••••• • •.• . •..• PROVIDE FOR 19 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) BOTT CHORD SPLICES:6-7=3x4; , 1-0 2-0 6-3 10-6 12-6 2-0 4-3 4-3 2-0 4x5 3 3x4 3x4 2 4 5x6 5x6 s 8 7 B 2X3 WEDGE x4 3x8 2x4 2X3 WEDGE 2-0 6-3 10-6 12-6 2-0 4-3 4-3 2-0 L. HL TO PK: 6-9-4 R. HL TO PK :6-9-4 LEFT HEIGHT: 0-6-3 SPAN: 12-6 RISE:3-1-7 RIGHT HEIGHT: 0-6-3 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 4-5=0 .400 TOP CHORD:2X4 No.2ND 19 SP TOP 30 15 BOTT 6-7=0 .308 BOT CHORD:2X4 No.2ND 19 SP BQTT 0 10 LL.DEFL.@7=0 . 02 < L/360 WEBS :2X4 No. 3 19 SP -------------------------------------------------------------------------------- SPACING : 24 . 0 in. o. c. REPETITIVE STRESSES NOT USED NO. OF MEMBERS = 1 LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) �. LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 5= 90 5- 1= 20 CONCENTRATED 6= 64 8= 64 WEB: 2-8; 4-6 TO BE 2X6 No.2 19 SP % TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL F2 00.MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) i PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG A'RCHITEC��OR ENGINEER. 0 00000 000 ===««ACE,S-32 Ver. 1 - 1>>>>====== ( 011617 Hand cut»» : 14 . 90 Hand j ig»» : 21 . 90 Hand;aCss$mblyyS»S : : 9 .:'9': Comp ut : 5 . 19 Comp assembly • f•O!OV • • Customer s omer : H.G.ENTERP.MOD-A Wed Jun 7 07 : 56 :27 2000 Project #: OA64 Truss ID : S3 Family # : special Span 32-7 Quantity . 1 ap P2 Gh / �' 4) 0 i chi' :0 ==Bld(4/1/1998),v1.1====------------------------------------s—. ._. . 0 0 0 0 .�. ---------- --------- ---------- ------ FORCES - GRAVITY LOADS 0 REACTIONS'- S1ZE • 0 1-2=-3428 7-8= 3175 13-1= 3077 2-13= 107 5-9=-1158 1=-1880 7.25 2-3=-5477 8-9= 3175 2-12= 2571 6-9=-573 7=-1770 2.50 3-4=-5477 9-10= 0 3-12=-540 6-8= 109 0000 0000; 00060 0000 4-5=-6144 10-11= 44 4-12=-729 11-9= 3045 0.00 • • • • 5-6=-2876 11-12= 6157 4-11=-215 .' 6-7=-3500 12-13= 3077 5-11= 3935 0000 • 00000 ' 000 0 0000 0 0 PROVIDE FOR 898 LBS UPLIFT AT JOINT 1 (0.48) PROVIDE FOR 785 LBS UPLIFT AT JOINT 7 (0.44) PROVIDE FOR 186 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[j2=6,21,[15=10.5,23,(SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:3-4=3x6;5-6=3x6; BOTT CHORD SPLICES:9-10=3x6;12-13=3x6; 1-0 � 5-0 � 11-0 � 17-0 1 21-7 � 27-i � 32-7 � 5-0 6-0 6-0 4-7 5-6 5-6 5x12 2x4 3x4 5x16 2 3 4 S 5x6 A 3x4 1 6 5x6 13 12 2-6 2x4 4x12 7x1 2X3 WEDGE RN3 4 GE 2x4 4x12 2.4 5-0 11-0 17-0 21-7 27-1 32-7 5-0 6-0 6-0 4-7 5-6 5-6 L. HL TO PK: 5-5 R. HL TO PK : 11-11 LEFT HEIGHT: 0-6-3 SPAN:32-7 RISE: 5-1-3 RIGHT HEIGHT: 0-6-3 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 . 983 TOP CHORD:2X4 No.2ND 19 SP TOP 30 15 BOTT 12-13=0 . 739 BOT CHORD:2X4 No.2ND 19 SP BOTT 0 10 LL.DEFL.@10=0 . 55 < L/360 WEBS :2X4 /No.3 19 SP --------------------------------------------------------------- STR. INC. : LUMB = 1 .33 PLATE = 1 . 33 SPACING 24 Oin. o c REPETITIVE STRESSES USED NO. OF MEMBERS .= •1 NOTE: PROVIDE FOR 0.33 IN. HORIZONTAL DISPLACEMENT AT ONE BEARING CHORD: 2-3; 3-4; 4-5; 11-12 TO BE 2X4 SS 19 SP CHORD: 10-11 TO BE 2X4 No.3 19 SP WEB: 5-11 TO BE 2X4 No.2ND 19 SP TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.5 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WADS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR ENGINEER. ===««ACES-32 Ver. 1 . 1>>>>====== ( 011619 ] _____=<�;�BEST.�'RUS '.�©. >•s»�===_____ Hand cut»» : 18 . 46 Hand j ig»» : 27 . 13 Hind ;apselnbly�»} : •11ie3; Comp ut : 6 .43 Comp a9ssembly • :••gt•O • • Customer : Customer Wed Jun 7 07 :56 :35 2000 Project # : OA64 Truss ID : SG2 Family # : 313 Span . 31-9-12 Quantity : 1 ••• 'T4oP P)10�cjl. : ��•1�•• ==BId(4/1/1998),v1.1_________________________________________.= FORCES - LOAD CASE #1 ; ;REAIIONC• -;S:ZE: 1-2= 114 7-8=-7618 9-10= 7494 15-1= 0 2-15= 6550 6-13= 693 • 2=x3996 • 5.00 • • 2-3=-5648 8-9=-8347 10-11= 7494 3-15=-3093 6-12=-1511 9=-4137 4.90 3-4=-9087 11-12= 7032 3-14= 4019 7-12= 3367 4-5=-9087 12-13= 9917 4-14=-998 7-11= 663 •••• ••"•• ••• •••• 5-6=-10510 13-14= 10510 5-14=-1663 8-11=-507 :...• •� • • 6-7=-9918 14-15= 5648 5-13=-137 8-10= 654 PROVIDE FOR 1916 LBS UPLIFT AT JOINT 2 (0.48) PROVIDE FOR 1974 LBS UPLIFT AT JOINT 9 (0.48) PROVIDE FOR 203 LBS HORIZ. REACTION AT JOINT 2 PLATE OFFSETS (X=LEFT,Y=TOP):[12=10,51,[j7=5,41,[j10=4,1.51,(SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:4-5=5x6; BOTT CHORD SPLICES:12-13=7x6W/B;14-15=5x6; 0-5-8 5-0-12 9-11-12 14-10-12 19-9-12 24-10-8 28-4-8 31-9-12 5-0-12 4-11 4-11 4-11 5-0-12 ' 3-6 ' .3-5-4 7X16.5 3x10 2x4 3x4 3x4 6x10 2 3 4 5 6 7 3x4 e 7X10+6x10 9 15 14 13 12 11 10 2-6 506 5x16 3x4 3x8 3x4 3x6 2X8 WEDGE 2x4 5-0-12 9-11-12 14-10-12 19-9-12 24-10-8 284-8 312 5-0-12 4-11 4-11 4-11 5-0-12 3-6 3-5-4 R. HL TO PK : 7-.6-3 LEFT HEIGHT:3-5-3 SPAN:31-9-12 RISE:3-5-3 RIGHT HEIGHT: 0-6-8 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 8-9=0 . 931 TOP CHORD:2X6SS 19 SP TOP 30 15 BOTT 13-14=0 . 748 BOT CHORD:2X6 , SS 19 SP BOTT 0 10 LL.DEFL.@13=0 .47 < L/360 WEBS :2X4` No. 3' 19 SP SPACING : 24...0, n:- o. c. REPETITIVE STRESSES NOT USED NO. OF MEMBERS ,= 1 LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE ?';: �• 1 1.33 1.33 UNIFORM 2- 7= 203 7- 9= 90 9-11= 194 11- 1= 45 -• ; w CHORD: 7-8; 8-9 TO BE 2X4 No.2ND 19 SP + WEB: 2-15 TO BE 2X4 SS 19 SP ��+ G'j WEB: 3-14; 7-12 TO BE 2X4 No.2ND 19 SP LEFT END VERTICAL IS NOT EXPOSED. WEB 2-15; 3-14; 5-14; 7-12 BRACED at 1/2 POINTS AS SHOWN ABOVE Note:Use 1x4 or 20 Cont.Bracing conn.w/2-8d naits,or T-brace of same size and grade as web conn. to narrow face w/10d nails 6 in. o.c TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.5 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PI ATFC ARF MTTFIC MNn-749 Inn MANIIFACTIIRFn FRnM ARTM A "A r.Rn A rAI VANT7Fn CTFFI lFxrFPT AC CHnwmi ===««ACES-32 Ver. 1 . 1>>>>====== ( 011605 Hand cut»» : 15 . 54 Hand j ig»» : 22 . 83 Harld;a mbly�>>> 1. 74 Comp 5 -Com •as usomr : H.GENTERP.MOD-A Cd Juno '7•*0'7 1555 ? 3'7 2000 Project # : OA64 Truss ID : S15 Family # : special Span 31-10-8 Quantity 1 E Pitch _�5/12------- ==Bld(4/1/1998),v1.1====___________________________________r7T-==TY T-�--'•-T�-=------- FORCES - GRAVITY LOADS ; ;'VACT ON; ISJ Ze 1-2=-3333 7-8=-1901 9-10= 0 2-14=-143 6-12= 896 • 1C-1847 • • 7%25 • 2-3=-3118 8-9= 43 10-11= 1901 3-14= 261 6-11=-942 '8=-178)'' '5.00 3-4=-2501 11-12= 3203 3-13=-588 7-11= 1659 4-5=-2499 12-13= 3906 4-13= 1464 7-10=-1414 ••�� �•�s• ••• ���� 5-6=-3906 13-14= 2750 5-13=-1860 8-10= 2422 • 6-7=-3203 14-1= 2983 5-12=-455 "" • • 0000 PROVIDE FOR 877 LBS UPLIFT AT JOINT 1 (0.48) • 00900 0 900 • 0009 • PROVIDE FOR 834 LBS UPLIFT AT JOINT 8 (0.47) PROVIDE FOR 247 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[j8=2.5,33,(SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:2-3=3x6;6-7=3x6; BOTT CHORD SPLICES:11-12=3x6;13-14=3x6; 1-0 0-5-8 4-5-3 8-10-5 13-3-8 18-11-13 23-3-6 27-6-15 31-10-8 4-5-3 4-5-3 4-5-3 5-8-5 4-3-9 4-3-9 4-3-9 4x5 4 3x4 4x5 3x4 3x4 5x16 3 2x4 5 6 7 a z 5x6 1 14 13 12 11 10 3x4 3x8 3x4 3x4 3x6 J-6 2X3 WEDGE 6-7-12 13-3-8 18-11-13 23-3-6 27-6-15 31-10-8 9Y4 6-7-12 6-7-12 5-8-5 4-3-9 4-3-9 4-3-9 L. HL TO PK: 14-4-13 LEFT HEIGHT: 0-6-3 SPAN:31-10-8 RISE: 6-0-10 RIGHT HEIGHT:3-8-3 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 4-5=0 . 761 TOP CHORD:2X4 No.2ND 19 SP TOP 30 15 BOTT 12-13=0 . 902 BOT CHORD:2X4 No.2ND 19 SP BOTT 0 10 LL.DEFL.@12=0 .25 < L/360 WEBS :2X4 No. 3 19 SP STR. INC. : LUMB = 1 .33 PLATE = 1 . 33 SPACING 24 . 0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 CHORD: 4-5 TO BE 2X4 SS 19 SP RIGHT END VERTICAL IS NOT EXPOSED. WEB 5-13 BRACED at 1/2 POINTS AS SHOWN ABOVE Note:Use 1x4 or 2x3 Cont.Bracing conn.w/2-8d nails,or T-brace of same size and grade as web conn. to narrow face w/1Od nails 6 in. o.c TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.5 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL',2.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) :'- a PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN,SPECS, SSBC,ANSI/T�PY-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR ENGINEER. '0 Jas 1 ===««ACES-32 Ver. 1 . 1>>>>====== ( 011606 Hand cut»» : 15 . 78 Hand j ig»» : 23 . 19 I4ALhd: asbembb1y54» : 9.At Customer : H.G5ENTERP.MOD-A �9 • $Wed Jun• ''f'b'7 !55 !42 2000 Project # : OA64 Truss ID : S16 Family # special Span : 31-10-8 Quantity : 1 •Top GPii~,ch :: . 57;2i ==BId(4/1/1998),v1.1__ ====== FORCES - GRAVITY LOADS : : :*RNEATCONI ••SdZf : : : : J 1-2=-3333 7-8=-1720 9-10= 0 2-14=-143 6-12= 573 ••• ••9L=-184.7.• ••7•.25 ••• 000 2-3=-3118 8-9= 50 10-11= 1720 3-14= 261 6-11=-818 8=-1787 5.00 3-4=-2501 11-12= 2798 3-13=-588 7-11= 1416 4-5=-2498 12-13= 3235 4-13= 1551 7-10=-1364 .... .,,ti.. ... ...• 5-6=-3235 13-14= 2750 5-13=-1407 8-10= 2258 • • • • • 6-7=-2798 14-1= 2983 5-12=-285 :•••. .• : f • . • 0 :0060 ;10 PROVIDE FOR 871 LBS UPLIFT AT JOINT 1 (0.47) i PROVIDE FOR 841 LBS UPLIFT AT JOINT 8 (0.47) PROVIDE FOR 299 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFTY=TOP):[j8=2,31,(SYMMETRIC PLATING TURNED ON) TON CHORD SPLICES:2-3=3x6;6-7=3x6; BOTT CHORD SPLICES:11-12=3x6;13-14=3x6; i { 1-0 0-5-8 4-5-3 8-10-5 13-3-8 16-11-13, 21-11-6 26-10-15 31-10-8 -' 4-5-3 4-5-3 4-5-3 3-8-5 4-11-9 4-11-9 4-11-9 4x5 4 f 3x4 4x5 3x4 3x4 5x12 3 5 6 7 ( 8 2x4 2 5x6 1 14 13 12 11 10 j 2X3 WEDGE 3x4 3x8 3x4 3x4 3x6 J-6 � i 6-7-12 13-3-8 . 16-11-13. 21-11-6 26-10-15 31-1018 9-4 6-7-12 6-7-12 3-8-5 4-11-9 4-11-9 4-11-9 f I i L. HL TO PK: 14-4-13 LEFT HEIGHT: 0-6-3 SPAN: 31-10-8 RISE: 6-0-10 RIGHT HEIGHT:4-6-3 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 5-6=0 . 683 TOP CHORD:2X4 No..°2ND 19 SP TOP 30 15 BOTT 12-13=0 . 767 BOT CHORD:2X4 N6?2ND 19 SP BOTT 0 10 LL.DEFL.@12=0 .21 < L/360 WEBS :2X4 No.3 19 !SP STR. INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING : 241.0 in. o. C. REPETITIVE STRESSES USED NO. OF MEMBERS= 1 , .,• RIGHT END VERTICAL IS NOT EXPOSED. ~ TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.5 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF D 2.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) I - : -- PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN:SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT"BLDG ARCHITECT /0 ENGINEER. w ===««ACES-32 Ver. 1 . 1>>>>====== [ 011607 >s ====___ Hand cut»» : 17 .23 Hand j ig»» : 25 .31 Ha%d;as embly�>>> $0 . S5 Comp o' p.as tn 5 Cusomer : H.G.ENTERP.MOD-A Go. Jun * '1"6+7 15 ?46 2000 Project # : OA64 Truss ID : S17 Family ## : special Span : 31-10-8 Quantity : 1 Top Pitch : 5712 ==Bld(4/1/1998),v1.1==================----------------=====1---s:---1--- ---- '--*-------- ri--r----s-.-s-s-- .- -�------- FORCES - GRAVITY LOADS :VALTCON; ;•S ZL 1-2=-3331 7-8=-1701 10-11= 257 2-15=-142 6-13= 253 • k-1847 • • E5 • • • • 2-3=-3117 8-9= 0 11-12= 1701 3-15= 260 6-12=-657 '9=-178r 15.00 ' 3-4=-2500 9-10= 1701 12-13= 2512 3-14=-587 7-12= 1114 4-5=-2494 13-14= 2696 4-14= 1631 7-11=-1247 ���� •.y•• *�� ��•� 5-6=-2696 14-15= 2748 5-14=-1223 8-11= 1985 • • • • . • 6-7=-2512 15-1= 2981 5-13=-103 8-10=-1.659 "" 0 • • PROVIDE FOR 865 LBS UPLIFT AT JOINT 1 (0.47) PPROVIDE FOR 846 LBS UPLIFT AT JOINT 9 (0.47) PROVIDE FOR 333 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFTY=TOP):[j9=3,31,(SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:2-3=3x6;7-8=3x6; BOTT CHORD SPLICES:12-13=3x6;14-15=3x6; 1-0 0-5-8 4-5-3 8-10- 13-3-8 1J-11:-413 20-4-3 25-8-10 31-1 31:11Q:;8 4-5-3 4-5-3 4-5-3 1-8-5 5-4-6 5-4-6 5-4-6 0-9-8 4x5 4x5 3x4 3x4 4x5 4 5x8 3x4 s 6 7 a e 3 2x4 2 5x6 "4. Ivz 1 15 14 13 12 11 3x4 3x8 3x4 3x4 3x6 ;a-6 2X3 WEDGE 6-7-12 13-3-8 14-11-,13 20-4-3 25-8-10 31-10-8 .3Y6 6-7-12 6-7-12 1-8-5 5-4-6 5-4-7 6-1-14 L. HL TO PK: 14-4-13 R. HL TO PK : 0-10-5 LEFT HEIGHT: 0-6-3 SPAN: 31-10-8 RISE: 6-0-11 RIGHT HEIGHT: 5-0-4 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 5-6=0 . 731 TOP CHORD:2X4 No.2ND 19 SP TOP 30 15 BOTT 15-1=0 . 750 BOT CHORD:2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL.@13=0 . 19 < L/360 WEBS :2X4 No. 3 19 SP STR. INC. : LUMP = 1 .33 PLATE = 1 . 33 SPACING : 24 . 0/in.ro. c. REPETITIVE STRESSES USED NO. OF MEMBERS' =r1 r RIGHT END VERTICAL IS NOT EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.5 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL-,2.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) ', j PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT-,BLDG ARCHITECT�OR ENGINEER. 4 ° .66• •60 6 • 066.6 .60 ===««ACES-32 Ver. 1 - 1>>>>====== [ 011608 ] _____- ,6«$ES:C.TR S#9;CO:>> ______ Hand cut»» : 13 . 12 Hand j ig»» : 19 .2 8 Aagd• assembyy>r»r _ Custut : 4 . 57 *rcAp'.azbsemZly. 6.16.0:00: . omer : H.G.ENTERP.MOD-A Wed Jun 7 07 :55 :50 2000 Project #: OA64 Truss ID : S10 Family # : special Span 26-3-8 Quantity : 1 .aop 6Pltoch :. 5/J.2 FORCES - GRAVITY LOADS • • • rACT DNS • 9#IZE • • • • 1-2=-2645 7-8= 47 8-9= 0 2-12=-194 6-10= 984 •.� 66 -151% �.�25 006 •.6 2-3=-2411 9-10= 1293 3-12= 301 6-9=-1080 7=-1480 5.00 3-4=-1750 10-11= 2022 3-11=-615 7-9= 1746 4-5=-1748 11-12= 2076 4-11= 975 06.• 0"06 000 666. 5-6=-2022 12-1= 2367 5-11=-618 :060' .' 6-7=-1293 5-10=-578 • • • • • . . . 0 6.•0 • 06600 • 000 • 0.66 • PROVIDE FOR 731 LBS UPLIFT AT JOINT 1 (0.48) PROVIDE FOR 710 LBS UPLIFT AT JOINT 7 (0.48) PROVIDE FOR 299 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFTY=TOP):[j7=2,31,(SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:2-3=3x6;5-6=3x6; BOTT CHORD SPLICES:8-9=3x6;11-12=3x6; . 1-0 4-5-3 8-10-5 13-3-8 16-11-13 21-7-11 26-3-8 .0-5-8 4-5-3 4-5-3 4-5-3 3-8-5 4-7-14 4-7-14 4x5 4 33 45 364 5x12 2x4 2 5x6 3x 3x 3x 314 J-6 2X3 WEDGE 2x4 6-7-12 13-3-8 16-11-13 21-7-10 26-3-8 6-7-12 6-7-12 3-8-5 4-7-13 4-7-14 L. HL TO PK: 14-4-13 LEFT HEIGHT: 0-6-3 SPAN:26-3-8 RISE: 6-0-10 RIGHT HEIGHT:4-6-3 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 . 528 TOP CHORD:2X4 No.2ND 19 SP TOP 30 15 BOTT 12-1=0 . 637 BOT CHORD:2X4 No.2ND 19 SP BOTT 0 10 LL.DEFL.@11=0 . 11 < L/360 WEBS :2X4 No. 3 19 SP STR. INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING 24 . 0 ,,in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS' = 1 RIGHT END VERTICAL IS NOT EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.5 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL{200'MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) '- : f . PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS-OESIGN(SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT,QR ENGINEER. ] ======<*-"KBLST;TRU9••: • �'» •••-*------ ___««ACES-32 Ver. 1 - 1>>>>======= [ 011609 -_ Hand cut»» : 13 . 00 Hand j ig»» : 19 . 11 Hand lss&mbl4» * : TT _ Com cut : 4 . 53 Comp asssctnb •y ' R"O.dO ' • Customer : H.G.ENTERP.MOD-A Wed Jun 7 07 : 55 : 53 2000 Project # : OA64 Truss ID : S9 Familyy # pe ial Span 26-3-8 Quantity : 1 ••• x6p $1,tcPI. OPE ==B[d(4/1/1998),v1.1________________________________________: :t= -±= —E--'—�-:-O '------ FORCES - GRAVITY LOADS • • REAETION6 • 9S a ••• ••• 1-2=-2645 7-8= 37 8-9= 0 2-12=-194 5-9=-1215 • 1='--1539 ' 7. 5 2-3=-2411 9-10= 2214 3-12= 301 6-9=-329 7=-1480 5.00 3-4=-1750 10-11= 2214 3-11=-615 7-9= 1806 4-5=-1748 11-12= 2076 4-11= 887 •"' ""' "• •••• 5-6=-1324 12-1= 2367 5-11=-698 •••• • • 6-7=-1324 5-10= 93 : : •• • • • PROVIDE FOR 740 LBS UPLIFT AT JOINT 1 (0.48) PROVIDE FOR 702 LBS UPLIFT AT JOINT 7 (0.47) PROVIDE FOR 247 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFTY=TOP):(j7=2,31,(SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:2-3=3x6; BOTT CHORD SPLICES:9-10=3x6;11-12=3x6; , 1-0 4-5-3 8-10-5 13-3-8 18-11-13 22-7-11 26-3-8 0-5-8 4-5-3 4-5-3 4-5-3 5-8-5 3-7-14 3-7-13 4x5 4 3x34 4512 264 5x12 214 5x6 N!--IQQ U-ul M; 3 x1 3x 2x 3x8 J-6 2X3 WEDGE 2x4 6-7-12 13-3-8 18-11-13 22-7-10 i 26-3-8 6-7-12 6-7-12 5-8-5 3-7-13 3-7-14 L. HL TO PK: 14-4-13 LEFT HEIGHT: 0-6-3 SPAN:26-3-8 RISE: 6-0-10 RIGHT HEIGHT:3-8-3 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 4-5=0 . 954 TOP CHORD:2X4 No.2ND 19 SP TOP 30 15 BOTT 12-1=0 . 637 BOT CHORD:2X4 N6.2ND 19 SP BOTT 0 10 LL.DEFL.@11=0 . 11 < L/360 WEBS :2X4 jNo. 3 19 SP STR. INC LUMB = 1 . 33 PLATE = 1 . 33 SPACING : 24�. O' in. o c REPETITIVE STRESSES USED NO. OF MEMBERS, =,.1 I RIGHT END VERTICAL IS NOT EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.5 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DC,200'MI FROM OCIANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) - 17 PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN-SPECS, SSBC,4NSI/TPII 95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT' ENGINEER. _==<«<ACES-32 Ver. 1 - 1>>>>====== [ 011618 ] ______«<� ST,,.TRUSS,.CO•. ,_ ,_ _-___ Hand cut»» : 15 . 66 Hand j ig»» : 23 . 01 Hasp asselvblyy>o>&o*: 8.6 Comp ut 5 .45 ComJ3'asCssdmbly; ;: 0;. 00;... ; Customer : H.G.ENTERP.MOD-A ••.•• • d �TuN 7, 47%56;;31; ;000 Project # : OA64 Truss ID : S2 amily # : special Span 31-10-8 Quantity : 1 Top Pitch : 5712 FORCES - GRAVITY LOADS • EJC�TIOUS• IPE • • " • • 1-2= 23 7-8=-3054 9-10= 3172 15-1= 0 2-15= 1562 6-13=-131 : =•T935 . .9 e. • 2-3=-1005 8-9=-3511 10-11= 3172 3-15=-1177 6-12=-383 5%• '.' '"' 3-4=-2505 11-12= 2816 3-14= 1983 7-12= 795 4-5=-3342 12-13= 3445 4-14=-1109 7-11= 261 5-6=-3342 13-14= 2505 4-13= 1057 8-11=-392 .... foes. efo ..., 6-7=-3445 14-15= 935 5-13=-463 8-10= 89 • • • • • •Vtoo PROVIDE FOR 974 LBS UPLIFT AT JOINT 2 (0.50) '0 0 0' ' ' ' PROVIDE FOR 779 LBS UPLIFT AT JOINT 9 (0.45) PROVIDE FOR 215 LBS HORIZ. REACTION AT JOINT 2 PLATE OFFSETS (X=LEFT,Y=TOP):[12=10,33,(SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:5-6=3x6;7-8=3x6; BOTT CHORD SPLICES:11-12=3x6;13-14=3x6; 1-8-8 -3-8 7-5-4 12-7 17-8-12 22-10-8 7-4- 31-10- _ -3-8 5-1-12 5-1-12 5-1-12 5-1-12 4-6 4-6 4x9 3x4 2x4 3x4 4x9 3 4 5 6 7 5x12 3x4 2 g 5x6 9 iS 14 13 12 11 10 2-¢ 3x4 3x6 3x8 3x4 3x4 2x4 2X WEDGE X43-8 7-5-4 12-7 17-8-12 22-10-8 27-4-8 31-108 -3-8 5-1-12 5-1-12 5-1-12 5-1-12 4-6 4-6 L. HL TO PK:2-5-13 R. HL TO PK : 9-9 LEFT HEIGHT:3-3-12 SPAN:31-10-8 RISE:4-3-3 RIGHT HEIGHT: 0-6-3 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 6-7=0 . 787 TOP CHORD:2X4 Ne.2ND 19 SP TOP 30 15 BOTT 12-13=0 . 762 BOT CHORD:2X4 Ndi' = 19 SP BOTT 0 10 LL.DEFL.@12=0 .23 < L/360 WEBS :2X4 No.3 19 SP STR. INC. : LUMB = 1 .33 PLATE = 1 . 33 SPACING : 24 . 0 in. .•o. C. REPETITIVE STRESSES USED NO. OF MEMBERS- =.-1 LEFT END VERTICAL IS NOT EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.5 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL;2:00,MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) - : V. t' PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESI6N',SPECS,..SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT,BLDG ARCHITECT,OR ENGINEER. ===««ACES-32 Ver. 1 - 1>>>>====== [ 011616 ] __====<a«�$Fa6'fi�•TRUS�•.Cb >o»�==-_____ Hand cut»» : 17 . 07 Hand j ig»» : 25 . 09 Haff?.&selnblyS>'>S: : 100:.' 5: Comp cut 5 . 94 CoUG0a% s�ptb y • y D . Customer H.G.ENTERP.MOD-A Wed Jun '1 a7 -'1 2'2 2000 Project # : OA64 Truss ID : S4 Family # special Span 32-7 Quantity : 1 Tp P�,tcl; 5y 2. 16-17 12/12, 19-20 12 12 • �o pio O/ 2 ==8Ld(4/1/1998),v1.1=====________________________________===J—L�—L--L l—f------ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-3568 7-8=-4519 11-12= 3177 17-18= 5861 2-20=-3052 5-17= 863 8-13=-1991 1=-1880 7.25 2-3=-7065 8-9=-2629 12-13= 2884 18-19= 6523 2-19= 3826 6-17= 4601 9-13=-6,13.. 11=-41.7;9. 2."o .... 3-4=-4758 9-10=-3286 13-14= 0 19-20= 4461 3-19= 1520 6-16=-4412 9-12= ]pi„• ,• ; ; ; 4-5=-4386 10-11=-3520 14-15= 24 20-1= 3155 3-18=-2286 6-15=-26 10-12=-196 • • • • 5-6=-6542 15-16= 4549 4-18= 1562 7-15=-237 15-13= VW2.' . .:... . '...' . :... . 6-7=-4530 16-17= 6431 5-18=-1708 8-15= 3415 PROVIDE FOR 898 LBS UPLIFT AT JOINT 1 (0.48) PROVIDE FOR 785 LBS UPLIFT AT JOINT 11 (0.44) PROVIDE FOR 192 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[j8=6,27,[j16=6,6],[j17=5,6],[j20=5,5.51,(SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:5-6=3x6;8-9=3x6; BOTT CHORD SPLICES:12-13=3x6; 1-0 4- - 4-4 -1 3-4 _J j-8 3-8 3-8 -8 -7 4-4 4-4 4-4 4x5 3x4 5x16 2x4 502 40 3x6 4 5 e 7 e 3x4 3 z 5x6 9 2x4 1 10 t1a 1s 1 5x6 207x6 3x8 10x 1 tF is 11 2-6 7x10 6x1dJ 2X3 WEDGE 8.5X12 14 GE 13 IZ 2N- WfjP 2x4 402 3x4 -4 - - -4 1 - -6 3-4 1- -8 6-4 1- -8 -7 6 6-6 L. HL TO PK: 7-7 INTERNAL RISE: 1-0 R. HL TO PK : 14-1 .LEFT HEIGHT: 0-6-3 SPAN:32-7 RISE: 5-11-3 RIGHT HEIGHT: 0-6-3 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 5-6=0 . 764 TOP CHORD:2X4 No.2ND 19 SP 'FOP 30 15 BOTT 15-16-0 . 874 BOT CHORD:2X4 No".2ND 19 SP BOTT ----0---10------LL_DEFL_Q17=0_58 < L/360 WEBS -----_2X4- JNo_3_19-SP -------------------------------------------------------------------------------- STR. INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING 24t*0-' in.- o. c. REPETITIVE STRESSES USED NO. OF MEMBERS ;- 'l NOTE: PROVIDE FOR 0.53 IN. HORIZONTAL DISPLACEMENT AT ONE BEARING - `+ ee- ^ CHORD: 14-15 TO BE 2X4 No.3 19 SP '- CHORD: 16-17; 17-18; 18-19 TO BE 2X4 SS 19 SP + WEB: 2-19; 6-17; 8-15; 15-13 TO BE 2X4 No.2ND 19 SP WEB 6-16; 8-13 BRACED at 1/2 POINTS AS SHOWN ABOVE Note:Use 1x4 or 2x3 Cont.Bracing conn.w/2-8d nails,or T-brace of same size and grade as web conn. to narrow fac4 w 7.10d,nai[s 6 in. o.c TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.5 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOI NT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THTR nFCTr.N TR FnR TRIIRR FARRTrATTnN nN1Y.FnR PFRMANFNT ANn TFMPnRARY RRAT:TmuwwTrH TC AIIJAYC RFonlrnNC111T Rlnr. ARrNTTFrT nR FNrTNFFR_ __='<<<<ACRS-32 Ver. 1 . 1>>>>====== [ 011615 ] ______« .��EST.►TRUS� .CO..:.aa> .==_____ Hand cut»» : 16 . 95 Hand j ig»» : 24 . 92 HU4 a:ssEtrblyyy%3} : ; 10; 68; Custut : 5 . 90 Cgmp;a—essembly • : 0 ••• omer : H.G.ENTERP.MOD-A 000 .Wed•Jun J •0�*;0 : 1$ •2 0 0 0 Project #: OA64 Truss ID : S5 Family # : special Span 32-7 Quantity : 1 Top Pitch : 5/ 2 ••• Bot p>•tchi : 941+2 14-15 12/12 , 17-18 12/12, .• ==BLd(4/1/1998),V1.1 ----- FORCES - GRAVITY LOADS • REACTIONS•- SIZE • • 1-2=-3568 7-8=-2955 9-10= 3191 15-16= 3778 2-18=-3052 5-15= 3280 8-11=-510 1=-1880 7.25 2-3=-6920 8-9=-3522 10-11= 3191 16-17= 4372 2-17= 3675 5-14=-3464 8-10= 103 9=-1770 2.50 3-4=-4101 11-12= 0 17-18= 4461 3-17= 2526 5-13=-31 13-11= 3063• ••�•• ••• •••• 4-5=-4644 12-13= 50 18-1= 3155 3-16=-929 6-13= 1096 :...• .• 5-6=-3561 13-14= 3580 4-16= 694 7-13= 769 6-7=-3731 14-15= 5061 4-15= 1044 7-11=-1036 •••• • ••••• • ••• • •••• • PROVIDE FOR 903 LBS UPLIFT AT JOINT 1 (0.48) PROVIDE FOR 789 LBS UPLIFT AT JOINT 9 (0.45) PROVIDE FOR 198 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[j13=6,31,[j14=5,5.5],[j15=5,7],[j18=5,5.57,(SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:2-3=3x6;6-7=3x6; BOTT CHORD SPLICES:10-11=3x6; _ 1-0 13-4 1 7-2 1T0 14-4 �7-7 22-2-5 27-4-11 I 32-7 i 3-4 3-10 1-10 5-4 3-3 5-2-5 5-2-5 4x9 4x12 4.5 5x12 S s 4x7 3 3x4 7 2 5x6 3x4 1 e 17 la 1 5x6 1Q7x6 3x4 t0xl0 1 y 2-6 700 70 2X3 WEDGE 7x10 12 GE n 10 2x4 402 2x4 -4 3-4 1- 4-8 4-4 1- -8 5-2-5 5-2-5 L. HL TO PK: 9-9 INTERNAL RISE: 1-0 R. HL TO PK : 16-3 DEFT HEIGHT: 0-6-3 SPAN:32-7 RISE: 6-9-3 RIGHT HEIGHT: 0-6-3 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 8-9=0 . 723 TOP CHORD:2X4 No..2ND 19 SP TOP 30 15 BOTT 14-15=0 . 940 BOT CHORD:2X4 No.2ND -19 SP BOTT 0 10 LL.DEFL.Q15=0 .46 < L/360 WEBS :2X4 No. 3 19 SP ---__________________ STR. INC. : LUMB = 1 .33 PLATE = 1 .33 SPACING : 24 .'Oin. o. c . REPETITIVE STRESSES USED NO. OF MEMBERSa:= 1 / NOTE: PROVIDE FOR 0.46 IN. HORIZONTAL DISPLACEMENT AT ONE BEARING " t CHORD: 4-5; 5-6 TO BE 2X4 SS 19 SP �' ■, CHORD: 12-13 TO BE 2X4 No.3 19 SP WEB: 2-17 TO BE 2X4 No.2ND 19 SP p�� WEB 5-14 BRACED at 1/2 POINTS AS SHOWN ABOVE Note:Use 1x4 or 2x3 Cont.Bracing conn.w/2-8d naiLs,or T-brace of same size and grade as web conn. to narrow face w/10d nails 6 in. o.c TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.5 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 TNTR nFRInN TR FnR TRIMS FARRTrATTnN nNlY-FnR PFRMANFNT ANn TFMPnRARY RRACTmn1wNTCN TS AIUAYR Mn1CnNRlllT RIna ARCNTTFr-T nR FNr.TNFFR- ===««ACES-32 Ver. 1 . 1>>>>====== [ 011614 Hand cut»» : 18 . 16 Hand j ig»» : 26 . 69 Hand;4ssE!mbly:-»5 : : llr 44: _ Comp ut : 6 . 32 Comp assisembly ' s•O?OU ' ' Customer : H.G.ENTERP.MOD-A Wed Jun 7 07 : 56 : 13 2000 Project #: OA64 Truss ID : S6 Family # special Span 32-7 Quantity . 1 � �3 C1R� : �'/1�' 14-15 12/12 , 17-18 12/12 , 9 ; ;�•pi�0 . 0 0/0 ==B1d(4/1/1998),v1.1________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-3568 7-8=-2955 9-10= 3191 15-16= 3321 2-18=-3052 5-15= 2383 8-11=-510 1=-1800 7.25 2-3=-6920 8-9=-3522 10-11= 3191 16-17= 4368 2-17= 3675 5-14=-1212 8-10= ', ••• 9=-11to: 2,16*0 :**66 3-4=-3600 11-12= 0 17-18= 4461 3-17= 2531 6-14=-1296 13-11= 30456• •• 4-5=-3600 12-13= 50 18-1= 3155 3-16=-1208 6-13= 1077 5-6=-2914 13-14= 3383 4-16= 565 7-13= 747 6-7=-3705 14-15= 3355 4-15= 529 7-11=-1036 PROVIDE FOR 910 LBS UPLIFT AT JOINT 1 (0.48) PROVIDE FOR 796 LBS UPLIFT AT JOINT 9 (0.45) PROVIDE FOR 205 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[j5=3,2),[j13=6,31,[j14=3,5.51,[j18=5,5.5),(SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:2-3=3x6;6-7=3x6; BOTT CHORD SPLICES:10-11=3x6; 1-0 -4 7- 11- 1 -7 17 -4- -7 3-4 3-10 3-10 4-7-1 1- 5-2-5 5-2-5 4x9 5x6 3x4 5x12 4 3 s 4x7 3 3x4 2 5x6 3x4 1 e 17 16 1 5x6 X1 10X 3x4 6x 1014 1 y 2-6 7x10 70 2X3 WEDGE 7x10 12 GE 11 10 2x4 4x12 2x4 4 4- 11- 1 -414 4 7- 22-2-5 27-4-11 32-7 3-4 1- 6-8 -4 1- -8 5-2-5 5-2-5 5-2-5 L. HL TO PK: 11-11 INTERNAL RISE: 1-0 R.. HL TO PK : 18-5 LEFT HEIGHT: 0-6-3 SPAN:32-7 RISE: 7-7-3 R-,IGHT HEIGHT: 0-6-3 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 4-5=0 . 809 TOP CHORD:2X4 No.2ND 19 SP TOP 30 15 BOTT 16-17=0 . 978 BOT CHORD:2X4 No.2ND 19 SP BOTT 0 10 LL.DEFL.@15=0 . 39 < L/360 WEBS :2X4 Nb. 3 19 SP -------------------------------------------------------------------------------- STR. INC. : LUMB = 1 .33 PLATE = 1 . 33 SPACING • 24 . Ocin. o. c. !' REPETITIVE STRESSES USED NO. OF MEMBERS=� 1 NOTE: PROVIDE FOR 0.42 IN. HORIZONTAL DISPLACEMENT AT ONE BEARING CHORD: 12-13 TO BE 2X4 No.3 19 SP c G WEB: 2-17 TO BE 2X4 No.2ND 19 SP TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.5 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93): PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. =='=« <ACES-32 Ver. 1 . 1>>>>====== [ 011621 ] =====e•�«�BEST.T US$ ���Q�>; Hand cut»» : 30 . 10 Hand j ig»» : 34 . 52 '.Jiarid 4sselltbIy+ >>-> : **2 00 Com cut 13 .26 Cpl;p assseim Customer : H.G.ENTERP.MOD-A ••• ... Jdec� J *1 0-7 : 5*6 4 0 2 0 0 0 Project # : OA64 Truss ID : HG1 Family 1 3 t Span 22-3-4 Quantity : 3 Top Pitch 512 FORCES - LOAD CASE #1 : i i• 8E4CT;On I • • • 1-2=-18436 7-8=-18558 10-11= 0 16-17= 16344 2-17= 51 5-14=-313 8-11=.-19i1� 1=*87'30 . 2-3=-19407 8-9=-16450 11-12= 15185 17-1= 16344 2-16= 1700 6-14= 2593 9-11- 15748 10=-013ft 4.4'6.' 3-4=-23500 9-10=-10471 12-13= 17103 3-16=-671 6-13=-1788 4-5=-26429 13-14= 24296 3-15= 9778 7-13= 8746 5-6=-26429 14-15= 23500 4-15=-2258 7-12= 1949 •••• ••g•• ..• ..•• 6-7=-24296 15-16= 17886 4-14= 3561 8-12= 2115 :•..0 .' ' • • PROVIDE FOR 4385 LBS UPLIFT AT JOINT 1 (0.50) '0.0 • 00000 • w.• • •.•• • PROVIDE FOR 5586 LBS UPLIFT AT JOINT 10 (0.49) PROVIDE FOR 46 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[13=6,23,[j9=7,2.53,(SYMMETRIC PLATING TURNED ON) SOP CHORD SPLICES:5-6=3x6; BOTT CHORD SPLICES:14-15=6x10; 1-0 -8-10 5-5-4 7-1-8 10-7-4 14-1 17-6-1 -3- ?2-3-4 2-8-10 2-8-10 1-8-4 3-5-12 3-5-12 3-5-12 2-8-10 -11-14 6x12 4x5 3x4 4x5 4x9 3 4 S 6 7 4x5 4x5 2 L a 6x10 5x6+7X6 9 1 17 '6 '5 14 13 12 11 3x4 4x5 8x10 6x10 6x10 600 6x12 10 2X3 WEDGE 2-8-10 5-5-4 7-1-8 10-7-4 14-1 17-6-12 20-3-6 22_3_4 2-8-10 2-8-10 1-8-4 3-5-12 3-5-12 3-5-12 2-8-10 111`-14 L. HL TO PK: 5-10-11 R. HL TO PK :5-1-3 LEFT HEIGHT: 0-6-3 SPAN:22-3-4 RISE:2-9-6 RIGHT HEIGHT: 0-9-13 ------------------------ _LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 4-5=0 . 925 TOP CHORD:2X4 No.2ND 19 SP TOP 30 15 BOTT 13-14=0 . 743 BOT CHORD:2X6 SS 19 SP BOTT 0 10 LL.DEFL.@14=0 . 34 < L/360 WEBS :2X4 No.3 19 SP SPACING : 24 . 0 in. o. c . REPETITIVE STRESSES NOT USED NO. OF MEMBERS = 3 LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 9= 90 10-15= 916 15- 1= 20 CONCENTRATED 15= 4137 WEB: 4-15 TO BE 2x6 N0.2 19 SP WEB: 9-11 TO BE 2X4 No.2ND 19 SP RIGHT END VERTICAL IS NOT EXPOSED. 3 MEMBERS NAILED TOG. W/1 ROW(S) OF .131x3 in. NAILS 12 in. o.c(TOP CHS.),AND 16d NAILS 12 in. o.c.(BOTT. CHORD) For Webs use 1 ROW of NAILS 12 in. o.c. ****NOTE:Special hanger and conn. is reqd. on bottom chord to dist. concentrated and uniform loads to all plies.**** TRIIRR CNFCKFn FnR 11n MPH WTNn FNrI -Rlnr.- WAIT Nr.T- in FT RInr- CAT. T FXP_ MT. r 1nf5+51 PRF nl ;1-nn MT FRnM nCFANITNF(ARrF7-9-4)_ ' 0000 •.. 0000. ... ===««ACES-32 Ver. 1 - 1>>>>====== [ 011613 Hanoi cut»» : 17 . 80 Hand j ig»» : 26 . 16 not Cisspmbl J> : ; 11!21 � Com cut : 6 .20 I�Ip asssembl»y • •:••0•. 00 • • Cuspomer : H.G.ENTERP.MOD-A Wed Jun 7 07 :56 : 09 2000 Project # : OA64 Truss ID : S7 Family # special Span 32-7 Quantity : 1 T o KtA •5 z � Fytc�h K .9. 1. 14-15 12/12 , 17-18 12/12, • • • • • ==Bld(4/1/1998),v1.1________________________________________t=�----�--•-_---•---•------- ---- ---- ----------------- FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-3568 7-8=-2955 9-10= 3191 15-16= 3842 2-18=-3052 5-15= 3633 8-11=-510 1=-18R0 7.25 2-3=-7065 8-9=-3522 10-11= 3191 16-17= 6522 2-17= 3826 5-14=-1714 8-10='105•• 9='1715; 25000 ;0000 3-4=-4157 11-12= 0 17-18= 4461 3-17= 1478 6-14=-1371 13-11=U43 • • 0 • 4-5=-3160 12-13= 50 18-1= 3155 3-16=-2751 6-13= 1077 0 0 • • • 0 0 0 0 0 0 5-6=-2861 13-14= 3383 4-16= 558 7-13= 747 0000 ••••• • 000 0 0000 0 6-7=-3705 14-15= 4171 4-15=-1090 7-11=-1036 PROVIDE FOR 910 LBS UPLIFT AT JOINT 1 (0.48) PROVIDE FOR 796 LBS UPLIFT AT JOINT 9 (0.45) PROVIDE FOR 212 LBS HORIZ. REACTION AT JOINT 1 RLATE OFFSETS (X=LEFT,Y=TOP):[j5=4,2],[jl3=6,31,[114=5,5.5],[jl5=7,3],[jl8=5,5.57,(SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:3-4=3x6;5-6=3x6;6-7=3x6; BOTT CHORD SPLICES:10-11=3x6; 1-0 -9-12 1 13-3-8 117-0 22-2-5 -i 27-4-11 f 32-7 1 3-4 1- 4-5-12 4-5-12 3-8-8 5-2-5 5-2-5 5-2-5 5x8 s 3 3x4 x4 4 e 4x7 3x6 3x4 7 2 5x6 3x4 T e 17 le 1 5x6 1e/x6 3x4 6x1014 y 2-6 700 7x1 2X3 WEDGE 7x10 12 GE lT To RX5 V1 2x4 402 2x4 -4 4- -i 1 -4 14 4 7- -4-11 3-4 1- 4-6 4-6 1- -8 5-2-5 5-2-5 5-2-5 L. HL TO PK: 14-4-13 INTERNAL RISE: 1-0 R. HL TO PK :20-10-13 LEFT HEIGHT: 0-6-3 SPAN:32-7 RISE: 8-6-10 RIGHT HEIGHT: 0-6-3 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 . 852 TOP CHORD:2X4 No.2ND 19 SP TOP 30 15 BOTT 17-18=0 . 829 BOT CHORD:2X4 No.2ND -19 SP BOTT 0 10 LL.DEFL.@15=0 .43 < L/360 WEBS :2X4 No. 3 19 SP STR. INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING : 24 . 0 in. o. c . REPETITIVE STRESSES USED NO. OF MEMBERS = 1 / NOTE: PROVIDE FOR 0.48 IN. HORIZONTAL DISPLACEMENT AT ONE BEARING / CHORD: 12-13 TO BE 2X4 No.3 19 SP CHORD: 15-16; 16-17 TO BE 2X4 SS 19 SP WEB: 2-17; 5-15 TO BE 2X4 No.2ND 19 SP WEB 3-16; 5-14 BRACED at 1/2 POINTS AS SHOWN ABOVE Note:Use 1x4 or 20 Cont.Bracing conn.w/2-8d nails,or T-brace of same size and grade as web conn. to narrow face w/10d nails 6 in. o.c TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.5 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIR nFRTnM iR FnR TRIISC FARRTrATTnN nNIY_FnR PFRMANFNT ANn TFMPnRARY RRAr.TNr(WNTrH TR AIWAYR RFon)rnNC111T RInr ARrHTTF(:T OR FNrTNFFR_ _==«.5<AQES-32 Ver. 1- 1>>>>====== [ 011610 ] _===-At'&geE$T.TIIU SI.Wgf> Hand cut»» : 12 . 88 Hand j ig»» : 18 . 93 •FIgnji assembl&Ia»a : :8 . 11 Comp cut : 4 .48 Cam atsseTDb • : �j•b Customer H.G.ENTERP.MOD-A '•• ••• Wed•Jul" •• •-07 :51 :.57 2000 . Project #: 0A64 Truss ID : SG3 Family # special Span : 26-3-8 Quantity : 1 Top Pitch 5712 ==B1d(4/1/1998) v1.1______________________________________�__�a __�_ FORCES - LOAD CASE #1 :—: �•• REA&T1ONS•�SlZEi 1-2=-2712 7-8= 199 8-9= 0 2-12=-189 6-10=-525 • . . - 1=-WD : :7.21 2-3=-2479 9-10= 2602 3-12= 297 6-9=-1016 ' " 7=-17`42 • 5.00 • • 3-4=-1823 10-11= 2164 3-11=-612 7-9= 2888 4-5=-1823 11-12= 2142 4-11= 1030 5-6=-2342 12-1= 2427 5-11=-709 i"'• ""' '•' •••• 6-7=-2602 5-10= 368 ;•••• •'• • • • • • • • PROVIDE FOR 761 LBS UPLIFT AT JOINT 1 (0.49) .••' ' 0'400 ' ••• • •*'• • - PROVIDE FOR 826 LBS UPLIFT AT JOINT 7 (0.47) PROVIDE FOR 196 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[j7=3.5,31,(SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:2-3=3x6;4-5=3x6; BOTT CHORD SPLICES:9-10=3x6;11-12=3x6; , 1-0 4-5-3 8-10-5 13-3-8 17-1-10 20-11-13 26-3-8 .0-5-8 4-5-3 4-5-3 4-5-3 3-10-2 3-10-2 5-3-11 4x5 4 3x34 3 s4 2 Z4 4)5 6x14 5x6 t 3x 3xA 3x 3x8 J-6 2X3 WEDGE 2x4 6-7-12 13-3-8 17-1-10 20-11-13 26-3-8 6-7-12 6-7-12 3-10-2 3-10-2 5-3-11 L. HL TO PK: 14-4-13 LEFT HEIGHT: 0-6-3 SPAN:26-3-8 RISE: 6-0-10 RIGHT HEIGHT:2-10-3 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 6-7=0 . 666 TOP CH0RD:2X4 No. 2ND 19 SP TOP 30 15 BOTT 12-1=0 . 678 BOT CH0RD:2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL.@10=0 . 13 < L/36O WEBS :2X4 No. 3 19 SP SPACING : 24 . 0 in. o. c. REPETITIVE STRESSES NOT USED NO. OF MEMBERS = 1 LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) / LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 7= 90 8- 9= 75 9- 1= 20 CHORD: 6-7 TO BE 2X4 SS 19 SP c> RIGHT END VERTICAL IS NOT EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.5 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WADS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR ENGINEER. ===«f<ACES-32 Ver. 1 - 1>>>>====== [ 011603 ] __===-rc«]BEST.TRUSS..CQ...> Hand cut»» : 27 . 79 Hand jig»» : 36 . 92 ••i3a4d a'ssemVY»} : 922% 15 Comp ut 12 .24 COurp aGssse - : .OD Customer : H.G.ENTERP.MOD-A ••• ••• Wed• Jun ..V..09 :55 X29 2000 Project #: OA64 Truss ID : SG5 Family # : special Span 31-10-4 Quantity : 2 To Pitch : 57 2 • •• Bot pitch .: 9.0/12 -- • • • • • • i--tJ—•--•--------- --Bld(4/1/.1998),v1.1_____________________________________;=FSaF=�.=..-_�=�--s—rz—.—�--0000-- FORCES - LOAD CASE #1 : : : : REAtT;ON; a S1Z 1-2=-3428 7-8=-2984 10-11= 1769 16-1= 3069 2-16=-137 6-14=-369 14-12='3419 1=-1888 7.25e 2-3=-3216 8-9= 0 11-12= 1769 3-16= 256 7-14= 1554 10=-2093 2.91 3-4=-2604 9-10=-266 12-13= 0 3-15=-584 7-12=-2749 4-5=-2604 13-14= 45 4-15= 1662 8-12= 1687 ;"•• •0400 ••• sees 5-6=-4877 14-15= 3215 5-15=-1403 8-11= 75 0000 .0 6-7=-4854 15-16= 2842 5-14= 2161 8-10=-2517 .' • • sees . .e... . .•. s ••.• PROVIDE FOR 922 LBS UPLIFT AT JOINT 1 (0.49) PROVIDE FOR 955 LBS UPLIFT AT JOINT 10 (0.46) PROVIDE -FOR 114 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):(j12=4,2),(SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:2-3=3x6; BOTT CHORD SPLICES:15-16=3x6; 1-0 1 1 4-5-3 1 8-10-5 116-5-4_119-7 1 24-2-10 1 28-0-13 1 .31-10-4 4-5-3 4-5-3 4-5-3 3-1-12 3-1-12 4-7-10 3-10-3 3-9-7 4x5 4 4x5 4x5 s s 3x4 3x4 6 2 4x5 4x9 2x4 5x6 7 6 9 t 16 1S 2-6 4x5 4x9 6x4 2X3 WEDGE 13 u tt 2x4 5x8 3x4 10 1 6-7-12 1 13-3-8 1 19-7 1 24-2-10 28-0-13 1 31-10-4 ax6 6-7-12 6-7-12 6-3-8 4-7-10 3-t0-3 3-9-7 L. HL TO PK: 14-4-13 LEFT HEIGHT: 0-6-3 SPAN:31-10-4 RISE: 8-6-10 RIGHT HEIGHT:4-0 -------------------------------------------------------------------------------- - --------------------------------------------------------------------------0000-- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 5-6=0 . 386 TOP CHORD:2X4 No.2ND 19 SP TOP 30 15 BOTT 14-15=0 .411 BOT CHORD:2X4 No.2ND 19 SP . BOTT 0 10 LL.DEFL.@13=0 . 15 < L/360 WEBS :2X4 No.3 19 SP -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- SPACING : 24 . 0 in.. o. c. REPETITIVE STRESSES NOT USED NO. OF MEMBERS = 2 LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE tl 1 1.33 1.33 UNIFORM 1- 7= 90 7- 9= 145 10-13= 20 14- 1= 20 / CHORD: 13-14 TO BE 2X4 N0.3 19 SP WEB: 9-10 TO BE 2X6 No.2 19 SP CMG WEB: 14-12 TO BE 2X4 No.2ND 19 SP ©6c e2s RIGHT END VERTICAL IS NOT EXPOSED. 2 MEMBERS NAILED TOG. W/1 ROW(S) OF .131x3 in. NAILS 12 in. o.c.(TOP CHS.),AND 1 ROW(S) OF .131x3 in. NAILS 12 in. o.c(BOTT. CHS.) For Webs use 1 ROW of NAILS 12 in. o.c. TRIICC r.HFrI(Fn FnR 11n MPH WTNn FNri _Rlnf._ WAIT HrT_ 11.5 FT RInr_ rAT_ T FXP_ rAT_ r 1n(wii) PCF Ill 2-nn MT FRnM nrFANI TNF(ARrF7-01)_ 1 ===««ACES-32 Ver. 1 . 1>>>>====== [ 011611 .TRUSS.CA.>>??�,_________ Hand cut»» : 24 . 93 Hand j ig»» : 33 . 12 f'Zang[ absem41 >>J: •19 :87 Comp ut : 10 . 98 '.C�:'{aVsse . • Q.X40 Customer : H.G.ENTERP.MOD-A Ju ..'S.J0 J : 5 Q :J01 2000 Project # : OA64 Truss ID : SG7 Family # : special Span 26-3-12 Quantity 2 To Pitch : 5/],2 • •• Bo� pitch i 90/12 �s�==.=r-2.=ia FORCES - LOAD CASE #1 ;REA(0'fIQN% :SIZE 1-2=-2646 7-8= 0 9-10= 733 15-1= 2368 2-15=-195 6-13= 1038 • 1=-1589 0 7.2?"o 2-3=-2411 8-9=-144 10-11= 733 3-15= 302 6-11=-1309 9=-1530 2.50 3-4=-1749 11-12= 0 3-14=-615 7-11= 697 4-5=-1749 12-13= 35 4-14= 979 7-10= 56 0000 0060• ••0 .... 5-6=-2208 13-14= 2027 5-14=-623 7-9=-1550 �•0•� 00 : ' 6-7=-1319 14-15= 2076 5-13= 315 13-11= 1503 : ; .' ' • • PROVIDE FOR 762 LBS UPLIFT AT JOINT 1 (0.49) PROVIDE FOR 690 LBS UPLIFT AT JOINT 9 (0.45) PROVIDE FOR 114 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):(jll=4,21,(SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:2-3=3x6; BOTT CHORD SPLICES:14-15=3x6; 1- 4- - -1 - 1 - - 17- - 4- - 26-1-12., 4-5-3 4-5-3 3-7-5 -1-2 4x5 4 4x3 4xs 4x5 3x4 B 2 4x12 2x4 s 5x6 i 4x8 4A 6x 1 O 2-6 2X3 WEDGE 2x 5xA 3A t 3x6 -7-1 13-3-8 17- -7- -1 6-7-12 6-7-12 3-8-8 3-7-5 3-7-5 -1-2 L. HL TO PK: 14-4-13 LEFT HEIGHT: 0-6-3 SPAN:26-3-12 RISE: 8-6-10 RIGHT HEIGHT:4-0 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 .297 TOP CHORD:2X4 No.2ND 19 SP TOP 30 15 BOTT 15-1=0 . 333 BOT CHORD:2X4 No.2ND 19 SP BOTT 0 10 LL.DEFL.@14=0 . 05 < L/360 WEBS :2X4 No. 3 19 SP SPACING : 24 . 0 in. o. c. REPETITIVE STRESSES NOT USED NO. OF MEMBERS = 2 LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) / LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 7= 90 7- 8= 145 9-12= 20 13- 1= 20 CHORD: 12-13 TO BE 2X4 No.3 19 SP WEB: 8-9 TO BE 2X6 No.2 19 SP RIGHT END VERTICAL IS NOT EXPOSED. 2 MEMBERS NAILED TOG. W/1 ROW(S) OF .1310 in. NAILS 12 in. o.c.(TOP CHS.),AND 1 ROW(S) OF .1310 in. NAILS 12 in. o.c(BOTT. CHS.) For Webs use 1 ROW of NAILS 12 in. o.c. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.5 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PI ATFC ARF MTTFK m;)n-;)40 2nn MANIIFArTIIRFn FRnM ACTM A 44A rRn A r.Al VANi7Fn CTFFI (FXrFPT AC CHOWN) __``««'ACES-32 Ver. 1 . 1>>>>====== [ 011623 ] =====�cu«$XST.T$US�.�Q Harid cut»» : 11 . 70 Hand j ig»» : 17 .20 •. n.Ci assemN >>>>:: .9'. 37 Com cut : 4 . 07 • COM aessellblIt ; : 0,AAQQ Customer : H.G.ENTERP.MOD-A ..• ... vied Ju4' x.3..0q i2 :48 2000 Project #: OA64 Truss ID : G2 Family # SpeLi'al Span 22-3-4 Quantity : 1 Top Pitch 5712 --------- FORCES - LOAD CASE #1 ; ; ;• RfAgTIQNS.SIZE• 1-2=-2894 7-8=-2708 9-10= 0 2-14=-44 6-12= 1792 • • • • 1=-'�6 .7.25: • • 2-3=-2753 8-9=-1704 10-11= 5553 3-14= 1821 6-11= 93 ••• '.' 9=-UIS '.'2.50 .' •�• 3-4=-2749 11-12= 5553 4-14=-4349 6-10=-3257 4-5=-7232 12-13= 6539 4-13= 63 7-10= 728 5-6=-7232 13-14= 6539 4-12= 760 8-10= 2566 •060 0000. ... .0.. 6-7=-2502 14-1= 2581 5-12=-348 0..' .' • PROVIDE FOR 801 LBS UPLIFT AT JOINT 1 (0.50) 0000 • 0000• • •.. . ..•. • PROVIDE FOR 835 LBS UPLIFT AT JOINT 9 (0.46) PROVIDE FOR 48 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFTY=TOP):[j8=7,21,(SYMMETRIC PLATING TURNED ON) BOTT CHORD SPLICES:12-13=5x6; 1-0 3-1-8 6-3 9-6 12-6-12 16-3-6 f 20-0 .22-3-4 3-1-8 3-1-8 3-3 3-0-12 3-8-10 3-8-10 2-3-4 4x5 3 2x4 4x12 2x4 3x8 4x5 2 4 S 6 7 6x10 5x6 6 T 14 13 12 TT Io 3x10 2x4 - 6x12 2x4 5x12 9 6-3 9-6 12-6-12 16-3-6 20-0 .22-3-4 6-3 3-3 3-0-12 3-8-10 3-8-10 223-4-� L. HL TO PK: 6-9-4 R. HL TO PK :2-5-8 LEFT HEIGHT: 0-6-3 SPAN:22-3-4 RISE: 3-1-7 RIGHT HEIGHT: 0-9-13 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 5-6=0 .541 TOP CHORD:2X4 No.2ND 19 SP ` TOP 30 15 BOTT 13-14=0 . 890 BOT CHORD:2X6 No.2 19 SP BOTT 0 10 LL.DEFL.@12=0 .35 < L/360 WEBS :2X4 No. 3 19 SP --------------------------------- SPACING : 24 . 0 in. o. c. REPETITIVE STRESSES NOT USED NO. OF MEMBERS = 1 LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 5= 90 5- 7= 113 7- 8= 90 9-10= 103 10-12= 25 12- 1= 20 CONCENTRATED 12= 517 CHORD: 4-5; 5-6; 6-7 TO BE 2X4 SS 19 SP _ WEB: 5-12 TO BE 2X6 No.2 19 SP RIGHT END VERTICAL IS NOT EXPOSED. WEB 4-14; 6-10 BRACED at 1/2 POINTS AS SHOWN ABOVE Note:Use 1x4 or 2x3 Cont.Bracing conn.w/2-8d naiLs,or T-brace of same size and grade as web conn. to narrow face w/10d nails 6 in. 0.1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PIATF MIICT AF TNCTAIIFn nN FA_ FArr nF .InTv CYMMFTRTrAIIY(FXrFPT AC CNn m)nFSTrN rnNFnRMC u/NDC nFRIrN CPFCC Mr. ANCT/TPT-95 ===««ACES-32 Ver. 1 . 1>>>>====== [ 011612 ] �, < Hand cut»» : 16 .47 Hand j ig»» : 24 .21 •I<vn; assembl •a»�: :10 ;37 Comp ut 5 . 73 Coup a&sserObl� 'OQ Customer : H.G.ENTERP.MOD-A "' ••• Wed •Jun ••0.41 : 56 :45 2000 Project # : OA64 Truss ID : S8 Family # : special Span 32-7 Quantity : 1 To� Pitch : 5712 •• Bo �pAch . 9V12 ==B1d(4/1/1998),v1.1______________________________________'_•-••=-r_c�= =c�=F�=F=====___ FORCES - GRAVITY LOADS : : :REA6TIbN9 iSIZE: 1-2=-3408 7-8=-3522 8-9= 3191 14-1= 3050 2-14=-138 6-12= 747 • • 1=-18$0 • 7.25 • • 2-3=-3195 9-10= 3191 3-14= 257 6-10=-1036 8=-1770 2.50 3-4=-2583 10-11= 0 3-13=-585 7-10=-510 •��• •��•� •�• �••� 4-5=-2583 11-12= 50 4-13= 1620 7-9= 103 5-6=-3705 12-13= 3380 5-13=-1505 12-10= 3043 •"' • 6-7=-2955 13-14= 2823 5-12= 1160 ��•�• • 0:00• . . :•.0; PROVIDE FOR 910 LBS UPLIFT AT JOINT 1 (0.48) PROVIDE FOR 796 LBS UPLIFT AT JOINT 8 (0.45) PROVIDE FOR 212 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[j12=6,31,(SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:2-3=3x6;4-5=3x6;5-6=3x6; BOTT CHORD SPLICES:9-10=3x6;13-14=3x6; 1-0 � 8-10-5 � 13-3-8 i 17-0 1 22-2-5 27-4-11 � 32 4-5-3 4-5-3 5-2-5 5-2-5 4x5 3x4 4 3x4 3 s 2x4 3x4 2 6 5x6 3x4 t � 5x6 14 1J e 276 3x4 3x8 7x1 2X3 WEDGE 11 GE 10 9 2*3 1w 2x4 4x12 2x4 6-7-12 13-3-8 X17-0 22-2-5 27-4-11 32-7 6-7-12 6-7-12 3-8-B 5-2-5 5-2-5 5-2-5 L. HL TO PK: 14-4-13 R. HL TO PK :20-10-13 LEFT HEIGHT: 0-6-3 SPAN:32-7 RISE: 8-6-10 RIGHT HEIGHT: 0-6-3 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 5-6=0 . 769 TOP CHORD:2X4 No.2ND 19 SP TOP 30 15 BOTT 12-13=0 . 794 BOT CHORD:2X4 No.2ND 19 SP - BOTT 0 10 LL.DEFL.@11=0 .27 < L/360 WEBS :2X4 No. 3 19 SP -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- STR. INC. : LUMB = 1 .33 PLATE = 1 . 33 SPACING : 24 . 0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 CHORD: 11-12 TO BE 2X4 No.3 19 SP TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.5 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WADS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECYOR ENGINEER. ===«'«ALES-32 Ver. 1 . 1>>>>====== [ 011622 ] _______•��.«�ES�.TR`S•S;CO;»�>=3=====__ Hand cut»» : 10 . 35 Hand j ig»» : 15 . 21 Hand; as ;emb-2y Com cut : 3 . 60 Fomp •asssem15ly: ••:•,0 :00 ; Customer : H.G.ENTERP.MOD-A Wed Jun 7 07 : 56 :45 2000 Span # : 2261-8 Quantity 11 .Taomily # special p y p .Pitch :. 57J-2 FORCES - GRAVITY LOADS 1 EACTIO • 9IZE • • • • 1-2=-2199 7-8=-1154 8-9= 0 2-12=-36 6-10= 1152 • •1=-1306' ••?.25 ••• •,• 2-3=-2099 9-10= 1696 3-12= 161 6-9=-176 8=-1195 2.50 3-4=-2690 10-11= 2491 3-11= 1659 7-9= 1717 4-5=-2751 11-12= 1818 4-11=-1420 •••• .•••• ••• ••.• 5-6=-2751 12-1= 1938 4-10= 283 ;•„• • • • • • 6-7=-1837 5-10=-473 ; •• • PROVIDE FOR 651 LBS UPLIFT AT JOINT 1 (0.50) PROVIDE FOR 526 LBS UPLIFT AT JOINT 8 (0.44) PROVIDE FOR 58 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[j9=2.5,2.5],(SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:5-6=3x6; BOTT CHORD SPLICES:10-11=3x6; 1-0 3-1-8 6-3 7,6 12-9 18-0 22-1-8 3-1-8 3-1-8 1-3 5-3 5-3 4-1-8 4x5 3 402 2x4 4x9 4 5 6 2x4 2 3x4 5x6 7 i i2 i1 10 9 3x4 3x6 3x8 4x5 6 2X3 WEDGE 3x4 3-1-8 7-6 12-9 18-0 22-1-8 3-1-8 4-4-8 5-3 5-3 4-1-8 L. HL TO PK: 6-9-4 R. HL TO PK :4-5-10 LEFT HEIGHT: 0-6-3 SPAN: 22-1-8 RISE : 3-1-7 RIGHT HEIGHT: 0-10-9 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 4-5=0 . 812 TOP CHORD: 2X4 No. 2ND 19 SP TOP 30 15 BOTT 10-11=0 . 591 BOT CHORD: 2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL.@10=0 . 14 < L/360 WEBS : 2X4 No. 3 19 SP -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- STR. INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING : 24 . 0 in. o. c . REPETITIVE STRESSES USED NO. OF MEMBERS = 1 RIGHT END VERTICAL IS NOT EXPOSED. TRUSS CHECKED FOR 110 MPH WIND; ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITEC T/R ENGINEER. ===««ACES-32 Ver. 1 . 1>>>>====== [ 011598 ] ======««BEST.TRUSS.CO. »»========= Hand 'cut»» : 29 . 32 Hand j ig»» : 38 . 95 Hand assembly»» : 23 . 37 Com cut : 12 . 92 Comp asssembly : 0 . 00 CuNomer : H.G.ENTERP.MOD-A Wed Jun 7 07 :55 : 08 2000 Project # : OA64 Truss ID SG4 Family # : special Span 32-6-4 Quantity 2 Top Pitch : : 901 o P 12 FORCES - LOAD CASE #1 REACTIONS - SIZE 1-2=-8927 7-8=-21190 10-11= 1074616-17= 11152 2-19= 67 5-16=-851 8-12=-5795 1=-4254 7.25 2-3=-8972 8-9=-10614 11-12= 10746 17-18= 8271 2-18= 301 6-16=-33 9-12=-1042 10=-5949 3.52 3-4=-11151 9-10=-11938 12-13= 0 18-19= 7997 3-18= 792 6-15= 4790 9-11= 1250 4-5=-12607 13-14= 617 19-1= 7997 3-17= 3564 7-15=-7768 14-12= 12331 5-6=-12607 14-15= 19025 4-17=-1911 7-14= 6987 6-7=-13708 15-16= 12633 4-16= 1800 8-14= 9865 PROVIDE FOR 2085 LBS UPLIFT AT JOINT 1 (0.49) PROVIDE FOR 2875 LBS UPLIFT AT JOINT 10 (0.48) PROVIDE FOR 191 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[jll=4,1.5],[jl4=9,3.57,[115=3,3],(SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:7-8=4x7; 'BOTT CHORD SPLICES:16-17=5x6; 1-0 1 -7 -4 - -4 3-6 3-6 4-2-5 -9 3-5 3!;2 -5 4x9 4x5 3x4 4x9 4X5 3 4 s 6 4x9 2 4x9 5x8 6 4x5 a 7X6+5x6 19 ,6 17 16 ,s 10 • 2-6 3x4 4x5 4x5 4x9 9X1 • • • (18 • E •••• i 5x6 12 • 2x4 604 • 3xe •��• i • • • • .••• 7- 1 -4-11 1 -7 -4 - - • • -4 • • 3-6 3-6 4-2-5 4-2-6 4-2-5 -9 3-5 3-5 • •3-q-4 • L. HL TO PK: 7-7 R. HF TO' PK .•1.4*+0-3 LEFT HEIGHT: 0-6-3 SPAN:32-6-4 RISE:5-11-3 RIGHT.JiE�GHT.'0•-•6-8 ••;•. -------------------------------------------------------------------------------- -------------------------------------------------------------- -------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 7-8=0 . 711 TOP CHORD:2X4 No.2ND 19 SP TOP 30 15 BOTT 11-12=0 . 938 BOT CHORD:2X6 No.2 19 SP BOTT 0 10 LL.DEFL.Q13=0 . 52 < L/360 WEBS :2X4 No.3 19. SP -------------------------------------------------------------------------------- SPACING : 24 . 0 in. o. c. REPETITIVE STRESSES NOT USED NO. OF MEMBERS = 2 NOTE: PROVIDE FOR 0.37 IN. HORIZONTAL DISPLACEMENT AT ONE BEARING LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 3= 90 3- 6= 203 6-10= 90 10-13= 378 14-15= 194 15-18= 45 18- 1= 20 CONCENTRATED 18= 787 CHORD: 3-4; 4-5; 5-6; 6-7; 7-8; 8-9; 9-10 TO BE 2X4 SS 19 SP CHORD: 13-14 TO BE 2X4 No.3 19 SP CHORD: 14-15; 15-16; 16-17 TO BE 2X6 SS 19 SP �V WEB: 7-14; 8-14 TO BE 2X4 N0.2ND 19 SP UFR! 14-12 Tn AF 9X4 RS 19 RP - i ===4«<,ACES-32 Ver. i. l»»====== [ 011602 Hand cut»» : 71 . 55 Hand j ig»» : 75 .32 •-Hand assemVIL »}: ; 61•.33 Comp ut : 33 . 89 CtAp $sssepb y • : Oat Customer : Customer •" ••• Wed-7 Jun...Z.0.7 :55 ;25 2000 Project #: OA64 Truss ID : S14 Family # : special Span 32-7 Quantity : 6 �• Topp Pitch : 5/1,2 • . BQik:• Lgtch .: 510/12 ==BLd(4/1/1998),v1.1_____________________________________: �=Fa= = ==.=s4- -6—i========= FORCES - GRAVITY LOADS : : : : RE*T20C5 , SIZI . . • 1-2=-3408 7-8=-3096 9-10= 3216 15-1= 3050 2-15=-138 6-13=-321 ' ' 1=-1880 •t 7.259 ••• 2-3=-3195 8-9=-3559 10-11= 3216 3-15= 257 7-13= 1705 9=-1770 2.50 3-4=-2583 11-12= 0 3-14=-585 7-11=-1689 ••G• .•l•• •••• 4-5=-2583 12-13= 37 4-14= 1646 8-11=-395 . . 5-6=-4819 13-14= 3184 5-14=-1383 8-10= 91 :'••* •• 6-7=-4802 14-15= 2823 5-13= 2123 13-11= 3453 • .� PROVIDE FOR 910 LBS UPLIFT AT JOINT 1 (0.48) PROVIDE FOR 796 LBS UPLIFT AT JOINT 9 (0.45) PROVIDE FOR 212 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:2-3=3x6;4-5=3x6;6-7=3x6; BOTT CHORD SPLICES:10-11=3x6;14-15=3x6; 1-0 1 1 4-5-3 8-10-5 1 13-3-8 116-5-4 119-7 1 23-5 28-0 1 32-7 1 4-5-3 4-5-3 4-5-3 3-1-12 3-1-12 3-10 4-7 4-7 4x5 4 3x6 3x4 3 S 2x4 2x4 6 3x4 2 77 5x6 3x4 1 6 5x6 1S 14 t 9 2-6 3x4 3z8 6x1 2X3 WEDGE GE 12 n 10 2x4 5x16 2x4 1 6-7-12 1 13-3-8 1 19-7 1 23-5 1 28-0 1 32-7 1 6-7-12 6-7-12 6-3-8 3-10 4-7 4-7 L. HL TO PK: 14-4-13 R. HL TO PK :20-10-13 LEFT HEIGHT: 0-6-3 SPAN:32-7 RISE: 8-6-10 RIGHT HEIGHT:0-6-3 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 6-7=0 . 696 TOP CHORD:2X4 No.2ND 19 SP TOP 30 15 BOTT 13-14=0 . 787 BOT CHORD:2X4 No.2ND 19 SP BOTT 0 10 LL.DEFL.@12=0 . 33 < L/360 WEBS :2X4 No. 3 19 SP -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- STR. INC. : LUMB = 1 .33 PLATE = 1 . 33 SPACING : 24 . 0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 CHORD: 12-13 TO BE 2X4 No.3 19 SP WEB: 13-11 TO BE 2X4 No.2ND 19 SP TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.5 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WADS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECTOR ENGINEER. ===,««ACES-32 Ver. 1 . 1»»=====- 011604 ] ====-�•e4t«BEST.TRUSS .CC1.>> Hand cut»» : 14 . 93 Hand j ig»» : 21 . 94 •Nand assemtf1.q?»? : N-40 Comp ut : 5 .20 Cbntp clssset(lb - Customer : H.G.ENTERP.MOD-A ••• *00 Wed• JuK..o*4.0;7 : 5.5 ;3 3 2000 Project #: OA64 Truss ID : SG6 Family # : special Span 31-10-8 Quantity : 1 Top Pitch : 5712 _ ;;=;t'===�__�____•===.r=====____ FORCES - LOAD CASE #1 • • •• REATIONV SIZF ; 1-2=-3565 7-8=-3796 9-10= 0 2-13=-126 6-11=-2767 o 1=1 9:0; ; 7. 2-3=-3357 8-9= 204 10-11= 3796 3-13= 248 7-11= 2081 • • 8=-2Q83 5.00. . 3-4=-2754 11-12= 3674 3-12=-578 7-10=-1375 4-5=-2754 12-13= 2976 4-12= 1746 8-10= 4194 5-6=-6146 13-1= 3190 5-12=-1664 '•'• ••W•• ••• •••• 6-7=-5680 5-11= 2950 •••• . PROVIDE FOR 936 LBS UPLIFT AT JOINT 1 (0.48) •"' ' ••••• • ••• • •••• PROVIDE FOR 1077 LBS UPLIFT AT JOINT 8 (0.47) ! PROVIDE FOR 196 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[j8=3.5,3),(SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:2-3=3x6;4-5=3x6; BOTT CHORD SPLICES:10-11=3x6;12-13=3x6; 1-0 4-5-3 8-10-5 13-3-8 17-1-10 20-11-13 . 26-5-2 31-10-8 L9-5-8 4-5-3 4-5-3 4-5-3 3-10-2 3-10-2 5-5-5 5-5-5 4x5 3x4 4 4x12 2x4 3 5 4x7 3x6 5x16 2 8 7 8 5X6 / 13 12 11 10 3x4 3x8 4x12 300 J-6 2X3 WEDGE 6-7-12 13-3-8 20-11-13 26-5-3 31-10-8 7*4 6-7-12 6-7-12 7-8-5 5-5-5 5-5-5 L. HL TO PK: 14-4-13 LEFT HEIGHT: 0-6-3 SPAN:31-10-8 RISE: 6-0-10 RIGHT HEIGHT:2-10-3 ----------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 5-6=0 . 993 TOP CHORD:2X4 No.2ND 19 SP TOP 30 15 BOTT 10-11=0 . 804 BOT CHORD:2X4 SS 19 SP BOTT 0 10 LL.DEFL.Q11=0 . 38 < L/360 WEBS :2X4 No.3 19 SP ---------------------------------------------- SPACING . REPETITIVE STRESSES NOT USED NO. OF MEMBERS = 1 LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE / 1 1.33 1.33 UNIFORM 1- 8= 90 9-11= 75 11- 1= 20 CHORD: 6-7; 7-8 TO BE 2X4 SS 19 SP WEB: 8-10 TO BE 2X4 No.2ND 19 SP RIGHT END VERTICAL IS NOT EXPOSED. WEB 5-12; 8-10 BRACED at 1/2 POINTS AS SHOWN ABOVE Note:Use 1x4 or 2x3 Cont.Bracing conn.w/2-8d nails,or T-brace of same size and grade as web conn. to narrow face w/10d nails 6 in. 0.4 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.5 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93) PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PIATF MI1ST RF TNSTAIIFn nN FA_ FArF nF .InTNT SYMMFTRTrA11Y(FXrFPT AS SNnuN1nFSTrw rnNFnRMS w/NBC nFSTr.N SPFrS SSRr. ANSI/TPT-OS - [ 011620 ] __== r:ES��T.TVS • .a>5 U,87 -==««ACES-32 Ver. 1 . 1»»=====i »>> : 2 . 04 ; b . OD se 1 .39 Hand j 9 • .: Wed: Jul :1 0.7.'56 :39 2000 Hand cut»» 0 48 Family ##•"' ' Comp cut 201 -_ customer H. ENTERP.MOD-A ID MG1 Top pitch---5/12---____ OA64 Truss 1 Project #: 3-0 Quantity-___=______ '�_�,===r===-- • Span ___ _ _ REACTIONS SIZE - ; ; ;•• • •• • ==Bld(4/l/19FORCES.1 LOAD CASE #1 1=-517 7.25 ' ' ' ' ' • • • • • 1-2= 0 3-1= 0 3=-517 2.50 • ' ' .. .. ... .... PROVIDE FOR 255 LBS UPLIFT AT JOINT 1 (0:60) •"' • • • • PROVIDE FOR 308 LBS UPLIFT AT JOINT 3 ( • • PROVIDE FOR 106 LBS HORIZ. REACTION AT JOINT 1 •••• • *:009 ••• • •••• • (SYMMETRIC PLATING TURNED ON) 3-0 3-0 2x4 2 3x4 1 3 3-0 _-3x4 3-0 RIGHT HEIGHT:1-9-3 HL TO PK:3-3 -3 -0 RISE: 1-9-3 L. SPAN:3 _______________________ LEFT HEIGHT: 0-6 _ ________ MINIMUM GRADE OF LUMBER MAX STRESSES TOP CHORD:2X4 No.2ND 19 SP LOADING L(PSFD TOP 1-2=0 . 175 BOT CHORD:2X6 No.2 19 SP BOTT 3-1=0 262 WEBS :2X4 No.3 19 == TOP OTT 30 15 1�----= LI,_DEFL__< L-360_________ � 24 0 in. o. c . SPACING NO. OF MEMBERS REPETITIVE STRESSES NOT USED LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1= 309 1 1.33 1.33 UNIFORM 1- 2= 90 3- WEB: 2-3 TO BE 2X6 N0.2 19 SP RIGHT END VERTICAL IS NOT EXPOSED.ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 M1 FROM OCEANLINE(ASC TRUSS CHECKED FOR 110 MPH WIND, ANSI/TP1-S PLATES ARE MITEK M20-249,200 MANUFACTURED FROM MMET 1 446 GRD E GALVANB ACING(WHICHCIS ALWAYS OREOD)CONSULT BLDG ARCHITECT OR STALLED ON EA. FACE OF JOINT,SYMMEANEN7LANDETEMPORARYSHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC, PLATE MUST BE IN THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERM / ===5<<5ACES-32 Ver. 1 . 1>>>>====== [ 011600 ] _===��t•<S�BF�ST.'IiRUSS.CA. >a>�===______ Hand cut»» : 15 . 99 Hand j ig»» : 23 . 50 » ••Mid assert01 . 4>: ; lm. 07 Comp ut : 5 . 57 Cb1p qlsss� y bl • : 4%,10 Customer : H.G.ENTERP.MOD-A ••• ••• eWed Jun..:79 C17 :°75817 2000 Project # : OA64 Truss ID : S12 Family # : special Span 32-7 Quantity : 1 •• To Pitch : 50 12 • B9 Pitch• : =-J-v---------- ==61d(4/1/1998),v1.1_____________________________________��=d'��s�=�=��._�-.—_--------- FORCES - GRAVITY LOADS • . . REACt OIS;- SIZE • • • 1-2=-3420 7-8=-3335 9-10= 3146 15-1= 3081 2-15= 107 5-12= 3192 ' 1=-T880 • 7.25 ••• 2-3=-2850 8-9=-3509 10-11= 0 2-14=-497 6-12=-316 9=-1770 2.50 3-4=-2629 11-12= 33 3-14= 647 7-12= 3304 4-5=-3204 12-13= 4059 4-14=-471 7-10=-2221 :•••. •'4•• ••• •••. 5-6=-6889 13-14= 2954 4-13= 1224 8-10=-75 ;•••� �•� 6-7=-6863 14-15= 3081 5-13=-1566 12-10= 3875 • • ; . PROVIDE FOR 898 LBS UPLIFT AT JOINT 1 (0.48) PROVIDE FOR 785 LBS UPLIFT AT JOINT 9 (0.44) PROVIDE FOR 203 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) • TOP CHORD SPLICES:2-3=3x6;5-6=3x6; BOTT CHORD SPLICES:13-14=3x6; 1-0 5-6 11-0 15-7 11-8 22-4 25-9 29-2 32-7 5-6 5-6 4-7 X3-4-8 �3-4-8 �3-5 {3-5 �3-5 4x5 4x9 3- 4 6x10 3x4 5 20 2 s 4x9 5x6 7 2x4 t 5x6 15 14 13 2 9 2-6 2x4 3x8 3x4 7x1 2X3 WEDGE tt CE 10 2x4 5x16 1 5-6 11-0 15-7 22-4 �5-9 32-7 � 5-6 5-6 4-7 6-9 3-5 6-10 L. HL TO PK: 11-11 R. HL TO PK : 18-5 LEFT HEIGHT: 0-6-3 SPAN:32-7 RISE: 7-7-3 RIGHT HEIGHT: 0-6-3 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 5-6=0 . 761 TOP CHORD:2X4 No.2ND 19 SP TOP 30 15 BOTT 12-13=0 . 925 BOT CHORD:2X4 No.2ND 19 SP BOTT 0 10 LL.DEFL.@11=0 .46 < L/360 WEBS :2X4 No.3 19 SP -------------------------------------------------------------------------------- STR. INC. : LUMB = 1 .33 PLATE = 1 .33 SPACING 24 . 0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 NOTE: PROVIDE FOR 0.35 IN. HORIZONTAL DISPLACEMENT AT ONE BEARING CHORD: 11-12 TO BE 2X4 No.3 19 SP WEB: 12-10 TO BE 2X4 No.2ND 19 SP TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.5 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHIT�T OR ENGINEER. ===<<«ACES-32 Ver. 1 . 1>>>>====== [ 011599 ] ======<<<<BEST.TRUSS .CO. >>>>========= Hand cut»» : 16 . 11 Hand j ig»» : 23 . 67 Hand assemblyy»»: 10 . 15 Com cut : 5 . 61 Comp asssembly : 0 . 00 Customer : H.G.ENTERP.MOD-A Wed Jun 7 07 : 55 : 13 2000 Project # : OA64 Truss ID : S11 Family # : special Span 32-7 Quantity : 1 Tot Pitch : 90112 ==Bld(4/1/1998),v1.1_______________________________________________P=====_____________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-3457 7-8=-3335 9-10= 3146 15-16= 3096 2-16= 87 5-13= 1192 12-10= 3875 1=-1880 7.25 2-3=-3065 8-9=-3509 10-11= 0 16-1= 3096 2-15=-297 6-13=-2855 9=-1770 2.50 3-4=-3449 11-12= 33 3-15= 213 6-12= 1883 4-5=-3449 12-13= 6197 3-14= 849 7-12= 3304 5-6=-3863 13-14= 3563 4-14=-386 7-10=-2221 6-7=-6863 14-15= 2826 5-14=-154 8-10=-75 PROVIDE FOR 898 LBS UPLIFT AT JOINT 1 (0.48) PROVIDE FOR 785 LBS UPLIFT AT JOINT 9 (0.44) PROVIDE FOR 197 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:2-3=3x6;5-6=3x6; BOTT CHORD SPLICES:14-15=3x6; 1-0 1 4-6 1 9-0 1 13-3-8 1 17-7 { 22-4 125-9 129-2 132-7 1 4-6 4-6 4-3-8 4-3-8 4-9 3-5 3-5 3-5 4x9 2x4 4x9 3 4 S 3x4 3x6 2 e 4x9 5x6 2x4 1 s 5x6 16 15 14 13 0 • • 2-6 2x4 3x4 3x8 3x4 70 2X3 WEDGE 11 GE • • 10 • • • �••• •• 2x4 506 i • • 0000•• �••••• •••• • 1 4-6 1 9-0 1 13-3-8 1 17-7 1 22-4 125-9 1 32=7 • 1 •• • 4-6 4-6 4-3-8 4-9 3-5 6-0B•, • • • • 0000 • •• . • 0000• 0000 • +•0• • • �' 0000• • of • • L. HL TO PK: 9-9 R. HLr-TO-PK :19-3 ...• LEFT HEIGHT: 0-6-3 SPAN_32_7--------RISE_6_9_3-------RIGH'I'. HEI-GHTiNN-3 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LTJMBER L D TOP 6-7=0 . 904 TOP CHORD:2X4 No.2ND 19 SP TOP 30 15 BOTT 9-10=0 . 744 BOT CHORD:2X4 No.2ND 19 SP BOTT 0 10 LL.DEFL.@11=0 .45 < L/360 WEBS :2X4 No.3 19 SP STR. INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING 24 . 0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 NOTE: PROVIDE FOR 0.37 IN. HORIZONTAL DISPLACEMENT AT ONE BEARING / CHORD: 11-12 TO BE 2X4 No.3 19 SP CHORD: 12-13; 13-14; 14-15 TO BE 2X4 SS 19 SP WEB: 12-10 TO BE 2X4 No.2ND 19 SP y-6U WEB 6-13 BRACED at 1/2 POINTS AS SHOWN ABOVE tl Note:Use 1x4 or 2x3 Cont.Bracing conn.w/2-8d nails,or T-brace of same size and grade as web conn. to narrow face w/10d nails 6 in. o.0 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.5 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REDD)CONSULT BLDG ARCHITECT OR ENGINEER. ===««ACES-32 Ver. 1 . 1>>>>====== ( 011601 ] =====•-•¢ti 4a$EST.TRUSS .Ca.>> Sand ' cut»» : 16 . 77 Hand j ig»» : 24 . 65 •••bland dssen�JIyy��»� : •• Com cut 5 . 84 CpIQp 4ssse royv> .4.1X0 Cusvomer : H.G.ENTERP.MOD-A ••• ••• -Wed Juh..:1. (X7 :�5;21 2000 Project #: OA64 Truss ID : S13 Family # : special Span 32-7 Quantity : 1 Top Pitch : 5712 ••• Bo • :pa.tch. : 10//12 FORCES - GRAVITY LOADS ; ; ; RE4C1;OJS. SIZE • • • 1-2=-3408 7-8=-3096 9-10= 3216 15-1= 3050 2-15=-138 6-13=-321 • 1=-1.880 .• 7.&` 2-3=-3195 8-9=-3559 10-11= 3216 3-15= 257 7-13= 1705 9=-1770 2.50 3-4=-2605 11-12= 0 3-14=-534 7-11=-1689 4-5=-2598 12-13= 37 4-14= 1559 8-11=-395 ;'••� ••i•• ••• .... 5-6=-4819 13-14= 3184 5-14=-1317 8-10= 91 •••• .• : ' 6-7=-4802 14-15= 2823 5-13= 2123 13-11= 3453 : ; .' ; • PROVIDE FOR 903 LBS UPLIFT AT JOINT 1 (0.48) PROVIDE FOR 789 LBS UPLIFT AT JOINT 9 (0.45) PROVIDE FOR 210 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[j3=3,33,[j5=3,33,(SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:6-7=3x6; BOTT CHORD SPLICES:10-11=3x6;14-15=3x6; 1-0 8-10-5 13-3-8 X16-5-4 X19-7 23-5 28-0 1 32-7 4-5-3 3-1-12 3-1-12 3-10 4-7 4-7 5x6 4 7x6 7x6 5 3 2x4 2x4 6 3x4 2 7 5x6 3x4 1 e 5x6 15 14 I 9 2-6 3x4 3x8 6x1 2X3 WEDGE 12 11 10 GE 2x4 506 2x4 6-7-12 1 13-3-8 19-7 23� 28-0 32-7 6-7-12 6-7-12 6-3-8 3-10 4-7 4-7 L. HL TO PK: 14-4-13 R. HL TO PK :20-10-13 LEFT HEIGHT: 0-6-3 SPAN:32-7 RISE: 8-6-10 RIGHT HEIGHT: 0-6-3 -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 6-7=0 . 691 TOP CHORD:2X4 No.2ND 19 SP TOP 30 15 BOTT 13-14=0 . 787 BOT CHORD:2X4 No.2ND 19 SP BOTT 0 10 LL.DEFL.@12=0 . 32 < L/360 WEBS :2X4 No.3 19 SP -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- STR. INC. : LUMB = 1 .33 PLATE = 1 .33 SPACING : 24 . 0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 CHORD: 3-4; 4-5 TO BE 2X6 No.2 19 SP CHORD: 12-13 TO BE 2X4 No.3 19 SP WEB: 13-11 TO BE 2X4 No.2ND 19 SP TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.5 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITEC OR ENGINEER. lrtvaa unel.6tU wK liv mFn NINU, tNLL.0LUU.,MALL Nlil. 11.2 t1,tSLUU. LA1. I,LAY. LA1. L,IU0+3) 11bt UL,G.UU Ml tKUM ULtANL1Nt(AbIa/-Y3). PLATES ARE MITEK M20-249,200 M18-196,152 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLAT,I:.MUST ¢F. INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WADS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS,DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. some** to • • • • s ' 0600 •e • • • • •• • 6• • • • e • 6 • • ee•o o • • 0e • • 0 0000 00000 • s • 0 • 0000•• 60.04 0 • 0000 • • 0 0 i • •060 0000 0000 " ===««-ACES-32 Ver. 1 . 1>>>>====== 1 011595 ] ======««BEST.TRUSS .CO. »»========= Hanel cut»» : 2 . 53 Hand j ig»» : 3 . 72 Hand assemblyy»» : 1 . 60 Comp ut : 0 . 88 Comp asssembly : 0 . 00 Customer : H.G.ENTERP.MOD-A Wed Jun 7 07 : 54 :58 2000 Project # : OA64 Truss ID : CJ3 Family # : 204 Span : 6-2-3 Quantity : 1 Top Pitch : 3 . 536/12 ==B1d(4/1/1998),v1.1__________________________________________________________________ FORCES - LOAD CASE #1 REACTIONS - SIZE 1-2=-289 4-1= 268 2-4=-285 1=-362 7.25 2-3= 0 4=-300 2.50 3-4=-155 PROVIDE FOR 431 LBS UPLIFT AT JOINT 1 0.19) PROVIDE FOR 369 LBS UPLIFT AT JOINT 4 0.23) PROVIDE FOR 165 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) 1 -5 3-0-12 6-2-3 3-0-12 3-1 -8 2x4 2x4 3 z 5x6 1 4 • 6-2-3 3x4• �•...' 6-2-3 ' .... ...... L. HL TO PK: 6-5-6 a .' LEFT HEIGHT: 0-6-3 SPAN: 6-2-3 RISE:2-4 RIGHTS HEI.GI�Xb2-4•,..;. LOAbING (PSF) MAX STRESSES MINIMUM GRADE 0J LUMBER L D TOP 1-2=0 .255 TOP CHORD:2X4 o.2ND 3.9.6P ••••" TOP 30 15 BOTT 4-1=0 . 093 BOT CHORD:2X4 *No.2ND 'l.g.VP BOTT 0 10 LL.DEFL.@0-0 . 00 < L/360 WEBS •2X4 7W.-I 19 �,� • SPACING • 24 . 0,•im. o."(!' 00,00• REPETITIVE STRESSES NOT USED NO. OF MEMBERS = 1 LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 4.00 1.00 UNIFORM 1- 2= 38 2- 3= 103 4- 1= 16 RIGHT END VERTICAL IS NOT EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR ENGINEER. zc 9 ,dv ` ===<<<fCES-32 Ver. 1 . 1>>>>====== [ 011596 ] ======««BEST.TRUSS .CO. »»========= Hand cut>>>> : 14 .45 Hand jig>>>> : 21 .24 Hand assemblyy>>>> : 9 . 10 Comp ut : 5 . 03 Comp asssembly : 0 . 00 Customer H.G.ENTERP.MOD-A Wed Jun 7 07 :54 :59 2000 Project # : OA64 Truss ID : T3 Family # : special Span 31-1-8 Quantity : 1 Top Pitch : 5712 ==BLd(4/1/1998),v1.1_________________----------------____=====--------=_-------- ______ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-100 7-8=-2807 10-11= 2932 16-1= 2209 3-1=-2690 6-14=-310 9-11= 94 1=-1690 2.50 2-3= 0 8-9=-2810 11-12= 2932 3-16= 444 6-13=-123 10=-1690 7.25 3-4=-2831 9-10=-3267 12-13= 4335 4-16=-96 7-13= 144 4-5=-3861 13-14= 4436 4-15= 1518 7-12=-2332 5-6=-4436 14-15= 3861 5-15=-775 8-12= 1788 6-7=-4335 15-16= 2609 5-14= 698 9-12=-372 PROVIDE FOR 744 LBS UPLIFT AT JOINT 1 (0.44) PROVIDE FOR 743 LBS UPLIFT AT JOINT 10 (0.44) PROVIDE FOR 67 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:5-6=3x6; BOTT CHORD SPLICES:11-12=3x6;13-14=3x6;15-16=3x6; -4 5-6-8 9-9-3 13-11-13 18-2-8 21-5-8 26-3-8 31-1-8 -4 3-2-8 4-2-11 4-2-11 4-2-11 3-3 4-10 4-10 4x5 4x9 3x4 3x4 4x5 e 3x4 3x4 4 5 B 7 2x4 9 3 5x6 2 10 16 15 14 13 12 11 i i • 1 �•3x4 3x4 3x4 3x4 3x8 •2 4 . ••.'. ••2X3 WEDW 0•� ..•. . 3x6 5-6-8 9-9-3 13-11-13 18-2-8 .21-5-8 26-3-a 31-1•-8 ' •"•• 5-6-8 4-2-11 4-2-11 4-2-11 3-3 4-10 ;•• 4-10 • ' • • • • . L. HL TO PK: 6-0-1 R. :HL O PX..:.f0-5`11 ' LEFT HEIGHT: 0-10-9 SPAN:31-1-8 RISE:4-6-8 RICRT REIGIJT;A-6-3•••• LOADING (PSF) MAX STRESSES MINIMUM GRADE OP-DUMBER • . L D TOP 9-10=0 . 637 TOP CHORD:2X4 DI0.2ND 19 SP TOP 30 15 BOTT 13-14=0 . 904 BOT CHORD:2X4 No.2ND 19 SP BOTT 0 10 LL.DEFL.Q14=0 .32 < L/360 WEBS :2X4 No.3 19 SP STR. INC. : LUMB = 1 .33 PLATE = 1 .33 SPACING 24 . 0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 LEFT END VERTICAL IS NOT EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WADS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR ENGINEER. r ===««ACES-32 Ver. 1 . j>>>>====== [ 07, ei.1-f] ======««BEST.TRUSS.CO. »»========= Hand cut»» : 56 . 63 Hand j ig»» : 60 . 19 Hand assembly»» : 45 . 14 Com cut : 24 . 95 Comp asssembly : 0 . 00 Cus omer : H.G.ENTERP.MOD-A Wed Jun 14 16 :30 :34 2000 Project #: OA64 Truss I.'7 G1 Family # : special Span : 31-3-4 Quantity, 4 Top Pitch : 5712 ==BLd(4/1/1998),v1.1_______________________=__________________________________________ FORCES - LOAD CASE #1 REACTIONS - SIZE 1-2=-3001 7-8=-6716 12-13= 4491 18-19= 2099 2-20= 4916 5-17=-8373 9-15= 1106 1=-4273 4.60 2-3=-5243 8-9=-6716 13-14= 4491 19-20= 4840 3-20= 2084 6-17=-174 9-14=-3642 12=-2373 7.25 3-4=-2277 9-10=-4526 14-15= 6357 20-1= 0 3-19=•3007 7-17=-11338 10-14= 3142 17=-18822 5.55 4-5= 2913 10-11=-4534 15-16=-1669 4-19= 4678 7-16= 2614 11-14=-335 5-6= 7376 11-12=-4968 16-17=-1669 4-18=-6498 7-15= 10876 11-13= 94 6-7= 7376 17-18=-2913 5-18= 6820 6-15=-223 PROVIDE FOR 2104 LBS UPLIFT AT JOINT 1 (0.49) PROVIDE FOR 1128 LBS UPLIFT AT JOINT 12 (0.48) PROVIDE FOR 9302 LBS UPLIFT AT JOINT 17 (0.49) PROVIDE FOR 58 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[j2=3,2.51,[j7=6,3],[jl6=4,1.51,(SYMMETRIC PLATING TURNED ON) BOTT CHORD SPLICES:14-15=5x6;17-18=5x6; 14-3-8 19-2-14 -11-1 -6-14 10-5- 1 - -4 18-1-12 -7-4 26-5-4 -3-4 2-11-1 3-7-13 3-10-5 2-0-11-10-4 3-10-4 1-1-2' 4-10 4-10 2-4-6 4x5 4x9 4x5 3x4 502 3x44x5 10 .- 4x5 4 5 6 7 a 9 4x5 11 7X6 3 5x6 2 12 20 19 18 17 16 15 14 13 1 600 6x10 6x10 3x6 8X12 4x9 3x4 .2-11-1 6-6-14 10-5-3 12-5-4, 18-1-12 , 21-7-4 26-5-4 31-3-4 2-11-1 3-7-13 3-10-5 2-0-11-10-4 3-10-4 3-5-8 4-10 4-10 1 L. HL TO PK: 7-1-7 R. HL TO PK : 10-5-11i LEFT HEIGHT: 0-9-13 SPAN:31-3-4 RISE-4-6-8 RIGHT HEIGHT: 0-6-3 --------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 5-6=0 .415 TOP CHORD:2X4 No.2ND 19 SP TOP 30 15 BOTT 19-20=0 .268 BOT CHORD:2X6 SS 19 SP BOTT 0 10 LL.DEFL.Q15=0 . 05 < L/360 WEBS :2X4 No.3 19 SP SPACING • 24 . 0 in. o. c. REPETITIVE STRESSES NOT USED NO. OF MEMBERS- 4 LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) / LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 2-12= 90 12-15= 20 15- 1= 916 CONCENTRATED 15= 5949 q WEB: 8-15 TO BE 2X6 No.2 19 SP 0 EFT END VERTICAL 1S NOT EXPOSED. MEMBERS NAILED TOG. W/1 ROW(S) OF .1310 in. NAILS 12 in. o.c(TOP CHS.),AND 16d NAILS 12 in. o.c.(BOTT. 04ORD) t Bottom Chord with 1/2 in. dia. BOLTS 24 in. o.c., For Webs use 1 ROW of NAILS 12 in. o.c. �NOTE:SpeciaL hanger and conn. is reqd. on bottom chord to dist. concentrated and uniform Loads to all plies.**** S CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.5 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). �S AQF MTTFV M9n-949 9nn MAdi11FArT11RFn FRnM ACTM A 44A PRn A (:AIVANT7Fn RTFFI (FwrFPT AC gRnWN1 f � ~^ G.CO. >>>>=== , cum ^ Date ; 6-7-2000 P # : OA64 Page I / I � o l,NJ================================================-�================= TRUSS 'ID ' WEB BRACING SCHEDULE SIl @ I 3 P]�S : 6-l3 , S(�6 @> I� 2 g��S : 5-I2, 8-I0, SI5 <� I� 2 P]�S : 5-I3 , S7 @} I� 2 gTG : 3-I6, 5-I4, Ss @ 1Z2 PT8 : 5-I4, 84 @ 1Z2 P9C8 : 6-I6, 8-I3 , GG2 @> 1Z2 PT8 : 3-I5, 3-I4, 5-I4, 7-I2 , � G2 @> I72 PT3 : 4-I4, G-ID, ' � A / k ' °° ° ° ° ° °° °°°=° =°° ^ ° ° °°°° ° ° ° ° ° ° ° °° ° °°°° ° ° ° ° ° �� ° °=° ° °°°°°° °°°°°° ° °°°° °° ° ° ° ° ° ° ° ° °° ^ °°°°°° °° °° ° ° ° ° ° ° °°°° °°°°°° ° ° ° ° °°°°°° °°°° ° ° °°°° °°°°° ° ° ° ° °°°" °°~° ° ° ° ° ° °°°°° ° =A<,e<<ACES-32 Ver. 1 - 1>>>>====== [ 011589 ] ======««BEST.TRUSS.CO. »»========= Hand cut»» : 5 . 55 Hand j ig>>>s : 8 . 16 Hand assembly»» : 3 . 50 Comp cut : 1 . 93 Comp asssembly : 0 . 00 Customer : H.G.ENTERP.MOD-A Wed Jun 7 07 :54 :46 2000 Project #: OA64 Truss ID : HG2 Family # : 314 Span : 7-4 Quantity : 1 Top Pitch : 5/12 ==BLd(4/1/1998),v1.1__________________________------- -________-------- ________________ FORCES - LOAD CASE #1 REACTIONS - SIZE 1-2=-636 6-7= 0 2-8= 399 1=-665 2.50 2-3=-312 7-8= 288 3-8=-86 6=-665 2.50 3-4=-288 8-1= 0 3-7= 0 4-5=-312 4-7=-86 5-6=-636 5-7= 399 PROVIDE FOR 487 LBS UPLIFT AT JOINT 1 (0.73) PROVIDE FOR 501 LBS UPLIFT AT JOINT 6 (0.75) PROVIDE FOR 17 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) 1-0 3-0 4-4 7-4 1-0 3-0 1-4 3-0 4x9 4x5 3 4 3x4 3x4 2 5 • • e 7 • 3x4 3x8 ' .. . .... .... 3x4 3-0 14-4 7-4 3X�} • 3-0 1-4 3-0 ' L. HL TO PK:3-3 X.* 11L Td�A :3-3 •• LEFT HEIGHT:3-0-3 SPAN: 7-4 RISE:4-3-3 ;RIGZIT HEIGHT:3'v'3- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER, :-- L D TOP 2-3=0 .260 TOP CHORD:2X4,..,Np.2NS*1&1 SP: TOP 30 15 BOTT 7-8=0 . 031 BOT CHORD:2X N4.2NIJ 19 SP..... BOTT 0 10 LL.DEFL.@7=0 . 00 < L/360 WEBS :2X No. 3 -1� r9P --• • ------------------------------------------------------------------------ SPACING : 24 . 0 in. o. c. REPETITIVE STRESSES NOT USED NO. OF MEMBERS = 1 • LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 4.00 1.00 UNIFORM 2- 3= 90 3- 4= 113 4- 5= 90 6- 7= 20 7- 8= 25 8- 1= 20 CONCENTRATED 7= 145 8= 145 BOTH END VERTICALS ARE NOT EXPOSED,EXPOSED BOTTOM CHORD PANELS:11-12,12-13. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARHITECT OR ENGINEER. ==4<<<<ACES-32 Ver. 1 . 1>>>>====== [ 011590 .] ======««BEST.TRUSS.CO. »»========= Hand cut>>>>: 4 . 83 Hand jig>>>, : 7 . 09 Hand assemblyy»>> : 3 . 04 Com cut : 1 . 68 Comp asssembly : 0 . 00 CuNomer : H.G.ENTERP.MOD-A Wed Jun 7 07 : 54 :48 2000 Project # : OA64 Truss ID : T4 Family # : 101 Span : 7-4 Quantity : 1 Top Pitch : 5/12 ==Bld(4/1/1998),v1.1__________________________________________---------------- ________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-466 5-6= 0 2-6= 209 1=-502 2.50 2-3=-178 6-1= 0 3-6=-185 5=-502 2.50 3-4=-178 4-6= 209 4-5=-466 PROVIDE FOR 372 LBS UPLIFT AT JOINT 1 (0.74) PROVIDE FOR 372 LBS UPLIFT AT JOINT 5 (0.74) PROVIDE FOR 280 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) 11-0 3-8 7-4 , 1-0 3-8 3-8 4x5 3 3x4 3x4 2 4 6 • • • 3x8 9 go 3x4 g ' 3-8 7-4 ;kh •• •••• 3-8 3-8 '• 3r go ...... ...... L. HL TO PK: 3-11-11 R...1IL TO..PK :3-11•-o.1 LEFT HEIGHT:3-0-3 SPAN: 7-4 . RISE:4-6-8 IZIG4r HL10HT:3-4-o,3-- LOADING (PSF) MAX STRESSES MINIMUM GRADEFOF' LUMBER• • L D TOP 3-4=0 .299 TOP CHORD:2X4- No.2NA'1'`3.SP TOP 30 15 BOTT 6-1=0 . 063 BOT CHORD:2X4••No-.2ND-19 SP ' BOTT 0 10 LL.DEFL.@6=0 . 00 < L/360 WEBS :2X4 : Noo.3 19-$P ••;•'• __-- --- ---•mow ====y==am== __ STR. INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING • 24.•0•�in. o. c. ..:..' REPETITIVE STRESSES USED NO. OF MEMB2RS = 1 BOTH END VERTICALS ARE EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WADS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. 61 ����� __4:1«<<ACES-32 Ver. 1 . 1>>>>====== [ 011591 ] ______<<<<BEST.TRUSS .CO. >>»_________ Hand cut>>>> : 5 .24 Hand jig>>>:�-: 6 . 97 Hand assembly>>>> : 4 . 18 Com cut : 2 .31 Comp asssembly 0 . 00 Cusvomer : H.G.ENTERP.MOD-A Wed Jun 7 07 :54 :50 2000 Project #: 0A64 Truss ID : HHG1 Family # 201 Span : 5-11-8 Quantity : 2 Top Pitch 5/12 ==BLd(4/1/1998).v1.1_________________----------------_________---------------- ________ FORCES - LOAD CASE #1 REACTIONS - SIZE 1-2=-1451 4-5= 1293 2-5= 1059 1=-977 7.25 2-3= 0 5-1= 1293 2-4=-1448 4=-1647 2.50 3-4=-126 PROVIDE FOR 531 LBS UPLIFT AT JOINT 1 (0.54) PROVIDE FOR 925 LBS UPLIFT AT JOINT 4 (0.56) PROVIDE FOR 353 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[j5=4,1.51,(SYMMETRIC PLATING TURNED ON) 11 -0 , 3-0-12 5-11 -8 3-0-12 2-10-12 2x4 3 3x6 2 5x6 1 Li 5 • o 3x6 3-0-12 5-11 -8 .5x6; •• ' 3-0-12 2-10-12 L. HL TO PK: 6-5-7 •• •• LEFT HEIGHT: 0-6-3 SPAN: 5-11-8 RISE:3-0 1�IGHT HE7,G$+I;:3-0•' ---------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF •LUMBF :.. L D TOP 1-2=0 .275 TOP CH0RD:2X4 . No.2ND• 1� £P TOP 30 15 BOTT 4-5=0 . 116 BOT CHORD:2X6 •-NCP:2 D4 BOTT 0 10 LL.DEFL.@5=0 . 01 < L/360 WEBS :2X4 : Nor3 ls•'SP. �•���• SPACING - 24 0 in. o. c. ••••' REPETITIVE STRESSES NOT USED NO. OF MEMBERS = 1 • LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE _ 1 4.00 1.00 UNIFORM 1- 3= 90 4- 5= 222 5- 1= 20 CONCENTRATED 4= 561 5= 665 TRAPEZOID 5- 1= 83, 0 WEB: 3-4; 2-5 TO BE 2X6 No.2 19 SP RIGHT END VERTICAL IS EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHI�ECT OR ENGINEER. =�:«<.AuCES-32 Ver. 1 . 1>>>>====== [ 011592 ] ======««BEST.TRUSS.CO. »»=== Hand cut»» : 5 . 91 Hand j ig»»>: 7 . 85 Hand assemblyy»»: 4 . 71 Com cut : 2 . 60 Comp asssembly : 0 . 00 CuNomer : H.G.ENTERP.MOD-A Wed Jun 7 07 :54 : 51 2000 , Project # : OA64 Truss ID : CJ2 Family # : 204 Span : 8-2-15 Quantity : 2 Top Pitch : 3 . 536/12 ==Bld(4/1/1998).v1.1__________________________-------_________--------__________------ FORCES - LOAD CASE #1 REACTIONS - SIZE 1-2=-670 4-5= 627 2-5= 83 1=-505 7.25 2-3= 0 5-1= 627 2-4=-665 4=-561 2.50 3-4=-279 PROVIDE FOR 539 LBS UPLIFT AT JOINT 1 (1.07) PROVIDE FOR 588 LBS UPLIFT AT JOINT 4 (1.05) PROVIDE FOR 365 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) BOTT CHORD SPLICES:4-5=3x4; 1 -5 4-1 -2 8-2-15 4-1 -2 4-1 -14 2x4 3 3x4 2 5x6 1 s . . 4 • • • 2x4 • • 9999 •• • • • 99060 9999 9999 4-1 -2 8-2-15 •�ic4• 4-1 -2 4-1 -1 • • 9999 • 9999.. • 9999 • L. HL TO PK: 8-7-3 .••• •• •• LEFT HEIGHT: 0-6-3 SPAN: 8-2-15 RISE:2-11-5 RxGH1 HEfBdT- 2-1�'�• LOADING (PSF) MAX STRESSES MINIMUM GRADE 01' LUMBE$... •••••• L D TOP 1-2=0 . 399 TOP CHORD:2X4 'No.2ND • 9..3P TOP 30 15 BOTT 4-5=0 . 078 BOT CHORD:2X4 :MC12ND H SP ..... BOTT 0 10 LL.DEFL.Q5=0 . 01 < L/360 WEBS :2X4 :N04 19.'SV9 • • SPACING : 24 ,0 in. o. c. REPETITIVE STRESSES NOT USED NO. OF MEMBERS = 1 • LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 4.00 1.00 UNIFORM 1- 2= 49 2- 3= 138 4- 5= 31 5- 1= 11 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR ENGINEER. ===««A.CES-32 Ver. 1 . 1>>>>====== [ 011593 ..] ======««BEST.TRUSS .CO. »»========= Hand' cut>>>> : 1 . 87 Hand jig>>>; : 2 . 75 Hand assembly»>> : 1. 18 Comp cut : 0 . 65 Comp asssembly : 0 . 00 Cusromer : H.G.ENTERP.MOD-A Wed Jun 7 07 :54 :53 2000 Project # : OA64 Truss ID : MG2 Family # : 201 Span : 4-5 Quantity : 1 Top Pitch : 5/12 ==BLd(4/1/1998).v1.1__________________________________________________________________ FORCES - LOAD CASE #1 REACTIONS - SIZE 1-2= 0 3-1= 0 1=-430 7.25 2-3=-180 3=-430 2.50 PROVIDE FOR 194 LBS UPLIFT AT JOINT 1 (0.45) PROVIDE FOR 267 LBS UPLIFT AT JOINT 3 (0.62) PROVIDE FOR 155 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) 4-5 4-5 2x4 2 3x4 1 El 3 4-5 ,3x4 4-5 ' L. HL TO PK:4-9-7 • LEFT HEIGHT: 0-6-3 SPAN:4-5 RISE:2-4-4 R-IGHT. HEI1VT:2-4-4,0 --------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE QF LIJMB?Ro " L D TOP 1-2=0 .400 TOP CHORD:2X4 •�To,2ND 19- SP : TOP 30 15 BOTT 3-1=0 . 084 BOT CHORD:2X6 No.2 19 .$P. •••••• BOTT 0 10 LL.DEFL. < L/360 WEBS :2X4 •No.3 19•�$�,• : --------------------------------------------------------------- SPACING 24 :0 iI;. o..''L'.. ; REPETITIVE STRESSES NOT USED NO. OF MEMBERS..• 1 •••• • LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) ' • LUMBER PLATE TYPE 1 4.00 1.00 UNIFORM 1- 2= 90 3- 1= 20 TRAPEZOID 3- 1= 165, 44 WEB: 2-3 TO BE 2X6 No.2 19 SP RIGHT END VERTICAL IS NOT EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WADS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. 0 47 -cam U ==L«c<ACES-32 Ver. 1 . 1>>>>====== ( 011594 :] ___===««BEST.TRUSS.CO. »»_________ Rand cut»» : 29 . 08 Hand j ig>>>; :°�38 . 63 Hand assemblyy»» : 23 . 18 Comp ut : 12 . 81 Comp assembly : 0 . 00 Customer s omer : H.G.ENTERP.MOD-A Wed Jun 7 07 : 54 :54 2000 Project #: OA64 Truss ID : G4 Family # : special Span : 31-3-4 - Quantity : 2 Top Pitch : 5712 ==BLd(4/1/1998),v1.1_________________________________°________________________________ FORCES - LOAD CASE #1 REACTIONS - SIZE 1-2=-7369 7-8=-7874 9-10= 9011 15-16= 12224 2-16= 2983 5-13=-761 8-10= 1741 1=-3646 2.50 2-3=-6512 8-9=-9866 10-11= 9011 16-1= 6512 3-16=-6262 5-12=-6574 9=-4327 7.25 3-4=-16082 11-12= 13909 3-15= 131 6-12= 6829 4-5=-18020 12-13= 18020 3-14= 4277 6-11=-8006 5-6=-15002 13-14= 16082 4-14=-1308 7-11= 5722 6-7=-7874 14-15= 12224 4-13= 2105 8-11=-2101 PROVIDE FOR 1721 LBS UPLIFT AT JOINT 1 (0.47) PROVIDE FOR 2061 LBS UPLIFT AT JOINT 9 (0.48) PROVIDE FOR 27 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFT,Y=TOP):[15=5,3.51,[16=5,4),[110=4,1.5),(SYMMETRIC PLATING TURNED ON) BOTT CHORD SPLICES:11-12=7x6W/B;14-15=6x10; 21-7-4 3-8-4 7-10-15 11-10-8 16-4-4 17-10,8 2 5-4 31-3-4 3-8-4 4-2-11 3-11-9 4-5-12 1-6-4 3-8-12 3-8-12 5-11-4 5x6 6x10 7 4x5 5x6 6x12 4x5 6x10 6 6 7X10 2 3 4 s 5x8 1 s 16 15 14 13 12 11 10 • i 4x5 3x4 6x10 4x5 8x10 4x12 3;6: •• 2X4 WEDGE •••• • 21-7-4 • 3-8-4 7-10-15 11-10-8 16-4-4 17-10,8 25-4 3163.$ •"' 3-8-4 4-2-11 3-11-9 4-5-12 1-6-4 3-8-12 3-8-12;•x' 5-11-4 •• • • .... ...... .... ...... L. HL TO PK:3-11-15 R.' HL TO x.•'10- -11� LEFT HEIGHT: 0-9-13 SPAN:31-3-4 RISE:4-6-8 RtGH7:HEI(Ili-;•: 0-6 2••• LOADING (PSF) MAX STRESSES MINIMUM GRADE dR-gT.?UMBElr L D TOP 4-5=0 . 606 TOP CHORD:2X6 No.2 19 SP '••••• TOP 30 15 BOTT 12-13=0 . 383 BOT CHORD:2X6 No.2 19 SP • BOTT 0 10 LL.DEFL.@13=0 . 48 < L/360 WEBS :2X4 No. 3 19 SP -------------------------------------------------------------------------------- SPACING : 24 . 0 in. o. c. REPETITIVE STRESSES NOT USED NO. OF MEMBERS = 2 LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 4.00 1.00 UNIFORM 1- 2= 90 2- 4= 144 4- 9= 90 9-14= 20 14-16= 32 16- 1= 20 CONCENTRATED 10= 1647 12= 1647 14= 430 16= 313 l/��r, '�"� �C-1 WEB: 4-14; 6-12; 7-11; 8-10 TO BE 2X6 N0.2 19 SP 2 MEMBERS NAILED TOG. W/1 ROW(S) OF .131x3 in. NAILS 12 in. o.c.(TOP CHS.),AND 1 ROW(S) OF .131x3 in. NAILS 6 in. o.c(BOTT. CHS.) For Webs use 1 ROW of NAILS 12 in. o.c. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOI NT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR ENGINEER. ===««ACES-32 Ver. 1 . 1>>>>====== [ 011630 ] ____==�«<B , �.TRU6•�Q.o»u== ==____ Hand cut»» : 4 . 58 Hand j ig»» : 6 . 08 H&Yid :asdemblt>'>S> :: 3 .•65: Comp ut : 2 . 02 Cpap %s�•s mb�y ;••QQ 0 • Customer H.G.ENTERP.MOD-A fnlea Jun b �7 :bf 2000 Project # : OA64 Truss ID : CJ4 Family # : 204 Span 7-0-2 Quantity : 2 %op $itch : .3 . 5.36/12 ==Bld(4/1/1998),v1.1_______________________________________'._tea===---a=x=9=:==: :=0======= FORCES - LOAD CASE #1 REACTIONS - SIZE i i V. " i i ••• 0 i i i i 1-2=-382 4-1= 356 2-4=-379 1=-421 7.25 • • • • • • • • • • • " 2-3= 0 • • • • 4=-388 2.50 3-4=-200 PROVIDE FOR 679 LBS UPLIFT AT JOINT 1 (1.61) • • • • • • • PROVIDE FOR 641 LBS UPLIFT AT JOINT 4 (1.65) i9•00 •• PROVIDE FOR 265 LBS HORIZ. REACTION AT JOINT 1 ••• • • • " " • •• • ••••• • ••• • •••• • (SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:2-3=3x4; , 1 -5 3-5-11 7-0-2 3-5-11 3-6-7 2x4 2x4 3 _ 2 5x6 1 4 7-0-2 lx4 7-0-2 L. HL TO PK: 7-3-11 LEFT HEIGHT: 0-6-3 SPAN: 7-0-2 RISE:2-6-15 RIGHT HEIGHT:2-6-15 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1-2=0 .452 TOP CHORD:2X4 No.2ND 19 SP TOP 30 15 BOTT 4-1=0 . 285 BOT CHORD:2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL.Q0=0 . 00 < L/360 WEBS - :2X4 No. 3 19 SP -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- SPACING : 24 . 0 in. o. c. R2PETITIVE STRESSES NOT USED NO. OF MEMBERS = 1 LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 2= 42 2- 3= 117 4- 1= 18 TRUSS CHECKED FOR 110 MPH WIND, P.ENCL.BLDG.,WALL HGT. 13 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WADS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. �6 �C) ♦••• ••111 • ••T•{ ••• ===««ACES-32 Ver. 1 . 1>>>>====== [ 011631 1 ======c«�Be9 �aj Uy�6•l�O. Hand cut»» : 1 . 72 Hand j ig»» : 2 .28 H$i d< asse »r> : . 1.•a•"A• Comp ut 0 . 76 C'QW $,gWe u!y •.:A. 00 Customer : H.G.ENTERP.MOD-A We un 7 0 7 :57 : 03 2000. Project # : OA64 Truss ID : CJ1 Family # : 204 Span 2-9-3 Quantity : 2 { Tpp Pitch : 3 .536/12 ==BLd(4/1/1998),v1.1________________________________________�t='===_�-•=•—J•===•—• —•------- ---------- FORCES - LOAD CASE #1 REACTIONS - SIZE • • • • • • • • • • • • 1-2= 0 3-1= 0 1=-204 7.25 ••• ••• ••• ••• •�• ••• 2-3=-39 3=-48 2.50 PROVIDE FOR 272 LBS UPLIFT AT JOINT 1 0.34) •••• •••w• •s• •••• PROVIDE FOR 118 LBS UPLIFT AT JOINT 3 (2.46) • • • ' ' ' ' PROVIDE FOR 81 LBS HORIZ. REACTION AT JOINT 1 �•••• •� • • • (SYMMETRIC PLATING TURNED ON) i•••• • •iw•• w ••••{ • s•{•• • 1 -5 2-9-3 2-9-3 2x4 2 3x4 3 2-9-3 Zx4 2-9-3 L. HL TO PK:2-10-10 LEFT HEIGHT: 0-6-3 SPAN:2-9-3 RISE: 1-3-15 RIGHT HEIGHT: 1-3-15 -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1-2=0 . 130 TOP CHORD:2X4 No.2ND 19 SP TOP 30 15 BOTT 3-1=0 . 016 BOT CHORD:2X4 No.2ND 19 SP BOTT 0 10 LL.DEFL. < L/360 WEBS :2X4 No.3 19 SP -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- SPACING : 24 . 0 in. o. c . REPETITIVE STRESSES NOT USED NO. OF MEMBERS = 1 LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 2= 33 3- 1= 7 RIGHT END VERTICAL IS NOT EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.5 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WADS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR ENGINEER. 0000 ... . • 00000 ••• ===««ACES-32 Ver. 1 . 1>>>>====== [ 011632 ] ____-=��•t<B�ST;.TRU��I�O. }»}==T=====_ Hand cut»» : 14 . 51 Hand j ig»» : 16 . 65 Hand essembl >>t>: : 1 •.•5� Com cut : 6 . 39 ftv4 %spAsTUTy •s:4. Cus?omer : H.G.ENTERP.MOD-A Wed Jun 7 07 : 0 . . 57 : 05 2000 Project ## : OA64 Truss ID : J13 Family ## : 201 Span 13-0 Quantity : 3 Top Aitoh : Fi/la _____________- —t------ FORCES - GRAVITY LOADS REACTIONS - SIZE.1-2=-1005 5-6= 485 2-6=-306 0 . i i i=• i • —� • • • • • • • • • 2-3=-731 6-1= 899 3-6= 384 5=-693 2.50 3-4= 0 3-5=-654 4-5=-190 •••• 0000• •.• 0000 •••• • . • PROVIDE FOR 347 LBS UPLIFT AT JOINT 1 (0.43) • • • • • • PROVIDE FOR 389 LBS UPLIFT AT JOINT 5 (0.56) :0000 • •:••• • 0000• • :0000 • PROVIDE FOR 380 LBS HORIZ. REACTION AT JOINT 1 (S-YMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:2-3=3x4; BOTT CHORD SPLICES:5-6=3x4; , 1-0 4-4 8-8 13-0 4-4 4-4 4-4 2x4 4 3x4 3 2x4 2 5x6 6 3x4 5 2X3 WEDGE 6-6 13-0 ;ec4 6-6 6-6 L. HL TO PK: 14-1 LEFT HEIGHT: 0-6-3 SPAN: 13-0 RISE: 5-11-3 RIGHT HEIGHT: 5-11-3 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 3-4=0 .401 TOP CHORD:2X4 No. 2ND 19 SP TOP 30 15 BOTT 6-1=0 . 347 BOT CHORD:2X4 No.2ND 19 SP BOTT 0 10 LL.DEFL.@6=0 . 02 < L/360 WEBS :2X4 No. 3 19 SP -=------------------------------------------------------------------------------ -------------------------------------------------------------------------------- STR. INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING : 24 . 0 in. o. c . REPETITIVE STRESSES USED NO—OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WADS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS RECD)CONSULT BLDG ARCHITECT OR ENGINEER. ' ..•. 9.0 ===««ACES-32 Ver. 1 - 1>>>>====== ( 011633 Hand cut»» : 6 . 12 Hand j ig»»: 9..00 and .aSS'emyy�;r: 3 - 86 Com cut 2 . 13 ••• ...Camp s�s g 1� .: 0 . 00 CuNomer : H.G.ENTERP.MOD-A /: Wed Lice 7 07 : 57 : 06 2000 Project #: OA64 Truss ID : J13A Family # : 3 3 Span 13-0 Quantity : 1 • .. Top ?itch : 5 12 ==Bld(4/1/1998),v1.1_______________________________ FORCES - GRAVITY LOADS REACTIONS ; S;ZC L"�j! • • • • : ; ; • 1-2=-906 5-6= 146 2-6=-459 1=-693 9.25• "•• '•• ' • • 2-3=-887 6-1= 818 3-6= 891 5=-693 2.50 • 3-4= 0 3-5=-581 4-5=-59 �.••� •• .. •.• •.•• PROVIDE FOR 236 LBS UPLIFT AT JOINT 1 (0.34) ; ' • : • • PROVIDE FOR 374 LBS UPLIFT AT JOINT 5 (0.54) •`•• • 0.900 • .•. • ;0000 • PROVIDE FOR 345 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:2-3=3x4; BOTT CHORD SPLICES:5-6=3x4; 5-9-8 11-7 ,13-0 5-9-8 5-9-8 1-5 4x5 2x4 3 4 2x4 2 5x6 6 S 3x4 2X3 WEDGE 5-9-8 13-0 1 4 5-9-8 7-2-8 L. HL TO PK: 12-6-9 LEFT HEIGHT: 0-6-3 SPAN: 13-0 RISE: 5-4-1 RIGHT HEIGHT:5-4-1 -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 . 615 TOP CHORD:2X4 No.2ND 19 SP TOP 30 15 BOTT 6-1=0 .333 BOT CHORD:2X4 No.2ND 19 SP BOTT 0 10 LL.DEFL.Q6=0 . 03 < L/360 WEBS :2X4 No. 3 19 SP -------------------------------------------------------------------------------- STR. INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING : 24 . 0 in. o. c . REPETITIVE STRESSES USED NO. OF MEMBERS = 1 RIGHT END VERTICAL IS NOT EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR ENGINEER. ===«<ACES-32 Ver. 1 . 1>>>>====== [ 011634 Hand cut»» : 6 .24 Hand j ig»» : 9 .a8 ; Hand :aA!tem%l ��;rr> 3 . 93 Cuustomer : H.G.ENTERP.MOD-A "••�Qmpr.as ed'� 7 4077 : 577 : 08 2000 Project #: OA64 Truss ID : J13B Family # : 313 Span : 13-0 Quantity : 1 Top Pitch : 5/12 --Bld(4/1/1998) v1.1------------------------ 2._______________ FORCES - GRAVITY LOADS REACTIONS • !CI ZC � •'• ' 1-2=-1011 5-6= 401 2-7= 93 1=-693 •7.25• .' '•• •�• • 2-3=-435 6-7= 907 2-6=-557 5=-693 2.50 " 3-4= 0 7-1= 907 3-6= 314 4-5=-149 3-5=-649 �•••� . , ��� �•�• .... •• • • PROVIDE FOR 256 LBS UPLIFT AT JOINT 1 (0.37) ; ' • : • • PROVIDE FOR 353 LBS UPLIFT AT JOINT 5 (0.51) ••••� • •i•o• • '•••' • • PROVIDE FOR 288 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:2-3=3x4; BOTT CHORD SPLICES:6-7=3x4; 4-9-8 9-7 13-0 4-9-8 4-9-8 3-5 ' 4x9 2x4 3 4 3x4 2 5X6 1 7 6 5 2X3 WEDGE 2x4 3x4 4-9-8 9-7 13-0 44 4-9-8 4-9-8 3•-5 L. HL TO PK: 10-4-9 LEFT HEIGHT: 0-6-3 SPAN: 13-0 RISE:4-6-1 RIGHT HEIGHT:4-6-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1-2=0 .427 TOP CHORD:2X4 No.2ND 19 SP TOP 30 15 BOTT 6-7=0 .269 BOT CHORD:2X4 No.2ND 19 SP BQTT 0 10 LL.DEFL.@7=0 . 02 < L/360 WEBS :2X4 No. 3 19 SP -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- STR. INC. : LUMB = 1 . 33 PLATE = 1 .33 SPACING : 24 . 0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 RIGHT END VERTICAL IS NOT EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. ===««ACES-32 Ver. 1 . 1>>>>====== [ 011635 Hand cut : 29 .76 Hand jig 3 04, 0 0• Hand .as Eel�n�lyy • 27 . 36 Comp ut»» : 15 . 12 '...Ogxnp *a ss►sell�l�t>S�: 0 . 00 Customer : H.G.ENTERP.MOD-A 44eT•dtu1 7 07 : 57 : 10 2000 Project #: OA64 Truss ID : J7 Family # : 205 Span : 7-0 Quantity : 20 • .. •Top Pitch : 5/12 ==81d(4/1/1998),v1.1===============================—•—:�--_f.�=:�___._°--:--------------- FORCES - GRAVITY LOADS REACTIONS : S;ZF sir? : ••• • • • • 1-2= 0 3-1= 0 1=-473 •7.29• ��/�'•' • • • • • • 2-3= 0 3=-66 2.50 2=-297 1.50 PROVIDE FOR 288 LBS UPLIFT AT JOINT 1 (0.61) :•••• •• ••••• :•••. PROVIDE FOR 299 LBS UPLIFT AT JOINT 2 (1.01) ; •• PROVIDE FOR 253 LBS HORIZ. REACTION AT JOINT 1 •••• • •.••. . • • • • (SYMMETRIC PLATING TURNED ON) ••• • .••• • 1 -0 7-0 7-0 2 4x5 1 3 7-0 7-0 L. HL TO PK: 7-7 LEFT HEIGHT: 0-6-3 SPAN: 7-0 RISE: 3-5-3 RIGHT HEIGHT:3-5-3 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1-2=0 . 981 TOP CHORD:2X4 No.2ND 19 SP TOP 30 15 BOTT 3-1=0 .211 BOT CHORD:2X4 No.2ND 19 SP BOTT 0 10 LL.DEFL. < L/360 WEBS :2X4 No. 3 19 SP -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- STR. INC. : LUMB = 1 . 33 PLATE = 1 .33 SPACING : 24 . 0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.5 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. rc�6-�o ===««ACES-32 Ver. 1 . 1>>>>====== [ 011636 Hand cut»» : 8 . 01 Hand j ig»»: 8 ..51 Hand .a�s"e y;;y: 6 .38 Comp cut 3 . 53 ••• ...Camps�s l� .: 0 . 00 Customer : H.G.ENTERP.MOD-A ffe Jtl 7 07 :57 : 11 2000 Project # : OA64 Truss ID : J7A Family # : 201 Span : 7-0 Quantity . 4 • .. Top Pitch . 5/12 ==Bld(4/1/1998),v1.1_________________--------------- ._�—.-.—;/t FORCES - GRAVITY LOADS REACTIONS ; S:Z ��{� • • • • 1-2= 0 3-1= 0 1=-473 •7.2 ' • • • • 2-3=-297 3=-363 2.50 • • PROVIDE FOR 288 LBS UPLIFT AT JOINT 1 (0.61) :so** •• ♦• ... •••• PROVIDE FOR 266 LBS UPLIFT AT JOINT 3 (0.73) •••• .' • • • PROVIDE FOR 253 LBS HORIZ. REACTION AT JOINT 1 ` ' • • ' • . • • (SYMMETRIC PLATING TURNED ON) •••• • ••••• • ... • •••• • 1 -0 1 7-0 7-0 2x4 4x5 1 3 7-0 gx4 7-0 L. HL TO PK: 7-7 LEFT HEIGHT: 0-6-3 SPAN: 7-0 RISE:3-5-3 RIGHT HEIGHT:3-5-3 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1-2=0 . 981 TOP CHORD:2X4 No.2ND 19 SP TOP 30 15 BOTT 3-1=0 .211 BOT CHORD:2X4 No.2ND 19 SP BOTT 0 10 LL.DEFL. < L/360 WEBS :2X4 No.3 19 SP -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- STR. INC. : LUMB = 1 .33 PLATE = 1 .33 SPACING : 24 . 0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 RIGHT END VERTICAL IS NOT EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.5 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WADS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR ENGINEER. ===««ACES-32 Ver. 1 . 1>>>>====== [ 011637 Hand cut»» : 8 . 60 Hand j ig»» : 8 .,J57 Land 'aA�e��1,y y»>• 7 . 90 Comp cut : 4 . 37 ...Comp �s sa�Jtli ****o 0 . 00 : 12 2000 Customer : H.G.ENTERP.MOD-A Project #: OA64 Truss ID : J5 Family # : 205 Span 5-0 Quantity : 8 .- •Top Pitch : 5/12 ==Bld(4/1/1998) v1 =T! FORCES - GRAVITY LOADS REACTIONS a SDZC • : •'• ' ; 1-2= 0 3-1= 0 1=-363 •7.25•• , .' '�' ••• ••• 2-3= 0 3=-46 2.50 2=-207 1.50 PROVIDE FOR 339 LBS UPLIFT AT JOINT 1 (0.93) :•..' �' • • :•••. PROVIDE FOR 314 LBS UPLIFT AT JOINT 2 (1.52) ; ; •• • ; s PROVIDE FOR 265 LBS HORIZ. REACTION AT JOINT 1 •••• • ••••• • ' • • • (SYMMETRIC PLATING TURNED ON) 1 -0 5-0 5-0 2 3x4 1 3 5-0 5-0 L. HL TO PK: 5-5 LEFT HEIGHT: 0-6-3 SPAN: 5-0 RISE:2-7-3 RIGHT HEIGHT:2-7-3 ------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1-2=0 . 713 TOP CHORD:2X4 No.2ND 19 SP TOP 30 15 BOTT 3-1=0 . 03 BOT CHORD:2X4 No.2ND 19 SP BOTT 0 10 LL.DEFL. < L 360 WEBS :2X4 No. 3 19 SP --------------------- STR. INC. : LUMB = 1 .33 PLATE = 1 . 33 SPACING : 24 . 0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, P.ENCL.BLDG.,WALL HGT. 11.5 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93 PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBG,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. Dl�Y�CR u ===««ACES-32 Ver. 1 . 1»»====== [ 011638 •}• =F==F«<$E,g' l�ti'SS'.�0. »»_________ Hand cut»» : 1 .45 Hand j ig»» : 2 .13 : and•asseemblyy%>.4� : 0 . 91 Com Customer : H.G.ENTERP.MOD-A "' omp:asW�ed Jun '1' 007 : 57 : 13 2000 Project # : OA64 Truss . ID : J5B Family # : 205 Span 5-0 Quantity : 1 • •• .Top Pitch : 5/12 :- FORCES - GRAVITY LOADS REACTIONS t. S17.E 1-2= 0 3-1= 0 1=-253 '7.25 • 2-3= 0 3=-46 2.50 2=-207 1.50 •••• PROVIDE FOR 162 LBS UPLIFT AT JOINT 1 (0.64) •••• ' ' • • • PROVIDE FOR 314 LBS UPLIFT AT JOINT 2 (1.52) : ; .' PROVIDE FOR 265 LBS HORIZ. REACTION AT JOINT 1 "•• • ••••• • ••• • ..•� (SYMMETRIC PLATING TURNED ON) 5-0 5-0 2 3x4 1 3 5-0 5-0 L. HL TO PK: 5-5 LEFT HEIGHT: 0-6-3 SPAN:5-0 RISE:2-7-3 RIGHT HEIGHT:2-7-3 ---------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1-2=0 . 713 TOP CHORD:2X4 No.2ND 19 SP TOP 30 15 BOTT 3-1=0 . 103 BOT CHORD:2X4 No.2ND 19 SP BOTT 0 10 LL.DEFL. < L/360 WEBS :2X4 No. 3 19 SP ------------------------------------------------ STR. INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING 24 . 0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, P.ENCL.BLDG.,WALL HGT. 11.5 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93 PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WADS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. ===««ACES-32 Ver. 1 . 1>>>>====== 1 011640•• ==««.B=T=Lj 5t CO. Hand cut»» : 2 .29 Hand j ig»» : 3'.' A s Hand•ap se�Ilb�l�r>>>> : 1 . 82 Com cut : 1 . 01 ••••• ••��• Comp aessemUTr: : 0 . 00 Customer : H.G.ENTERP.MOD-A VWd Jun 0 9 07 :57 : 14 2000 Project # : OA64 Truss ID : J5A Family # : 205 Span : 5-0 Quantity . 2• ToL) Pitch : 5/12 - ----------------- ==61d(4/1/1998),v1.1______________________________t�=F===�=����==r-i�rT---------------- FORCES - GRAVITY LOADS REACTIONS i ?I`11 " ; .'• ' 1-2= 0 3-1= 0 1=-253 ' 7,25 ••• •�. 2-3= 0 3=-46 2.50 2=-207 1.50 .... . ... .... PROVIDE FOR 162 LBS UPLIFT AT JOINT 1 (0.64) • • ....• • • • . • PROVIDE FOR 314 LBS UPLIFT AT JOINT 2 (1.52) :000" .' ; • PROVIDE FOR 265 LBS HORIZ. REACTION AT JOINT 1 ' ' ' • • • • (SYMMETRIC PLATING TURNED ON) 5-0 5-0 _ 2 3x4 1 3 5-0 5-0 L. HL TO PK: 5-5 LEFT HEIGHT: 0-6-3 SPAN:5-0 RISE:2-7-3 RIGHT HEIGHT:2-7-3 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1-2=0 . 713 TOP CHORD:2X4 No. 2ND 19 SP TOP 30 15 BOTT 3-1=0 . 103 BOT CHORD:2X4 No.2ND 19 SP BOTT 0 10 LL.DEFL. < L/360 WEBS :2X4 No. 3 19 SP -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- STR. INC. : LUMB = 1 .33 PLATE = 1 . 33 SPACING : 24 . 0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, P.ENCL.BLDG.,WALL MGT. 11.5 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-92 PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WADS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR ENGINEER. ===««ACES-32 Ver. 1 . 1>>>>====== [ 011639"�•=Y';=«<c�F,,yS'I+afiRUSS.CO. »»_________ Hand cut»» : 4 . 19 Hand j ig»» : 4t*4� Hanl •aese?nbl S> : 3 .34 Com cut : 1 . 85 • : Comta a$ss�mb:*»y•; : 0 . 00 Customer : H.G.ENTERP.MOD-A ••• • We&-Jezn • 7 07 :57 : 13 2000 Project # : OA64 Truss ID J4 Family # 205 Span : 4-5 - Quantity : 4 - Top Pitch : 5/12 Bld(4/1/1998) v1.1====----=======----------------=--='-- -'--f---=~__'�____------------ ---- ------- ---- ------------ FORCES - GRAVITY LOADS REACTIONS ; S22 • •• • • • • 1-2= 0 3-1= 0 1=-331 • 702 2-3= 0 3=-40 • 230 • ' • • 2=-180 1.50 PROVIDE FOR 225 LBS UPLIFT AT JOINT 1 (0.68) • . . • • • • PROVIDE FOR 187 LBS UPLIFT AT JOINT 2 0.03) "" • • • • PROVIDE FOR 164 LBS HORIZ. REACTION AT JOINT 1 • • •� : . : • (SYMMETRIC PLATING TURNED ON) goo 1 -0 4-5 4-5 _ 2 3x4 1 3 4-5 4-5 L. HL TO PK:4-9-7 LEFT HEIGHT: 0-6-3 SPAN:4-5 RISE:2-4-4 RIGHT HEIGHT:2-4-4 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1-2=0 .375 TOP CHORD:2X4 No.2ND 19 SP TOP 30 15 BOTT 3-1=0 . 079 BOT CHORD:2X4 No.2ND 19 SP BOTT 0 10 LL.DEFL. < L/360 WEBS :2X4 No.3 19 SP -------------------------------------------------------------------------------- STR. INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING : 24 . 0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 11.5 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR ENGINEER. ===«�<ACES-32 Ver. 1 . 1>>>>====== [ 011641 '1.,,,�_�••r«<$ES�'.'1'$tTS$•.'CO. Hand cut 9 . 67 Hand jig 9,,75 : tland:ab$em i1 ••: : 8 . 89 Comp ut»» : 4 . 91 ••• ...Cpm •asssel�Ibl >s: 0 . 00 Customer : H.G.ENTERP.MOD-A P. vwd"Ju 67 •07 : 57 : 15 2000 Project # : OA64 Truss ID : J3 Family # : 205 Span : 3-0 Quantity : 13. •Top Pitch : 5/12 ==B1d(4/1/1998),v1.1_______________________________s—'��--- _�__—'--- ---------------- r—rTr.--:—. . • .—.—r:--------------- FORCES - GRAVITY LOADS REACTIONS;- I��''EE • • . • . ' ; • 1-2= 0 3-1= 0 1=-253 •�.Z5.' • • • • 2-3= 0 3=-26 2.50 • 2=-117 1.50 PROVIDE FOR 260 LBS UPLIFT AT JOINT 1 (1.03) :...• • •��•. :���. PROVIDE FOR 186 LBS UPLIFT AT JOINT 2 (1.59) : •• : PROVIDE FOR 166 LBS HORIZ. REACTION AT JOINT 1 •••• . .:..• . ' • • • (SYMMETRIC PLATING TURNED ON) ... • so** ' 1 -0 3-0 3-0 2 3x4 1 3 3-0 3-0 L. HL TO PK:3-3 LEFT HEIGHT: 0-6-3 SPAN:3-0 RISE: 1-9-3 RIGHT HEIGHT: 1-9-3 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1-2=0 .237 TOP CHORD:2X4 No.2ND 19 SP TOP 30 15 BOTT 3-1=0 . 034 BOT CHORD:2X4 No.2ND 19 SP BOTT 0 10 LL.DEFL. < L/360 WEBS :2X4 No. 3 19 SP -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- STR. INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING : 24 . 0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, P.ENCL.BLDG.,WALL HGT. 13 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. ===««ACES-32 Ver. 1 . 1>>>>====== [ Hand cut»» : 0 . 97 Hand j ig»» : 1.42 : Nand• assembly%a�-?: 00661 Comp cut : 0 .34 ••• ••. Comp: as$$qy • 0 Customer : H.G.ENTERP.MOD-A We 7 07 : 57 : 16 2000 Project # : OA64 Truss ID : J3A Family # : 205 Span 3-0 Quantity : J..• •• .Top •P.i tsch : 5/12 --------------- --------- -- - FORCES - GRAVITY LOADS REACTIONS;- SIZE ; 1-2= 0 3-1= 0 1=-154 02.50 . , • 2-3= 0 3=-28 2.50 2=-126 1.50 PROVIDE FOR 96 LBS UPLIFT AT JOINT 1 (0.63) •••• .' • • • • • PROVIDE FOR 193 LBS UPLIFT AT JOINT 2 (1.54) ; ; �• • PROVIDE FOR 166 LBS HORIZ. REACTION AT JOINT 1 "'• • ••••• • ••.•' ;..•• (SYMMETRIC PLATING TURNED ON) 3-0 3-0 2 3x4 1 3 3-0 3-0 L. HL TO PK:3-3 LEFT HEIGHT: 0-6-3 SPAN:3-0 RISE: 1-9-3 RIGHT HEIGHT: 1-9-3 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1-2=0 .237 TOP CHORD:2X4 No.2ND 19 SP TOP 30 15 BOTT 3-1=0 . 034 BOT CHORD:2X4 No.2ND 19 SP BOTT 0 10 LL.DEFL. < L/360 WEBS :2X4 No. 3 19 SP -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- STR. INC. : LUMB = 1 . 33 PLATE = 1 .33 SPACING : 24 . 0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, P.ENCL.BLDG.,WALL HGT. 13 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. ==-««4CES-32 Ver. 1 . 1»»====== 1 011 643 C._ =.,� «$EST,.TRUSS.CO. »»========= Hand cut»» : 1 . 09 Hand j ig»» : 1 ' � p• and •asee*MUlSr4%V4 : 0 . 68 ut : 0 . 38 Fomp y :ablseTpb •�• : 0 . 00 Customer : H.G.ENTERP.MOD-A ed•JuA 7 07 :57 : 17 2000 Project # : OA64 Truss ID J2 a'dlil�r'# • :• 205 Span 2-1-8 Quantity : 1 Top Pitch : 5/12 ==BLd(4/1/1998),v1.1=====____ _____________________- __«�___:_; ______________________ FORCES - GRAVITY LOADS REACTIONS C'IZI• ••• • �'� �'� 1-2=-86 4-1= 0 2-4= 0 1=-105 • ??,,.5D • • , . • 3-4= 0 3=-86 1.50 PROVIDE FOR 47 LBS UPLIFT AT JOINT 1 (0.44) •••• ....• �•• •••� PROVIDE FOR 20 LBS UPLIFT AT JOINT 4 (1.07) • ' PROVIDE FOR 122 LBS UPLIFT AT JOINT 3 (1.42) • • • ' • PROVIDE FOR 90 LBS HORIZ. REACTION AT JOINT 1 • ' •:••• . '.��' • • (SYMMETRIC PLATING TURNED ON) ' •'•• ' 2-1 -8 2-1 -8 3x4 3 1 4 3x4 2-1 -8 , x4 2-1 -8 L. HL TO PK:2-3-10 LEFT HEIGHT: 0-10-9 SPAN:2-1-8 RISE: 1-9-3 RIGHT HEIGHT: 1-9-3 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 . 125 TOP CHORD:2X4 No.2ND 19 SP TOP 30 15 BOTT 4-1=0 . 015 BOT CHORD:2X4 No.2ND 19 SP BOTT 0 10 LL.DEFL.@0=0 . 00 < L/360 WEBS :2X4 No. 3 19 SP -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- STR. INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING : 24 . 0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 LEFT END VERTICAL IS NOT EXPOSED. TRESS CHECKED FOR 110 MPH WIND, P.ENCL.BLDG.,WALL HGT. 13 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR ENGINEER. (/' C-c>� o agog * 0 ===<<. <ACES-32 Ver. =�«<);4E�,9�' � •� Hand cut»» : 2 . 86 Hand j ig»» : 3 .80 : hand•assemblyySa�-} : 2 .28 Customer : H.G.ENTERP.MOD-A ••• Cwmp:asWed Jun '1 '07 :507 :18 2000 Project #: OA64 Truss ID : S1 Family # : 205 Span 2-3-8 Quantity : 2,•� .Top .Pit;ch : 5/12 ==Bld(4/1/1998) v1.1====___________________________ •�-----------==__________ FORCES - GRAVITY LOADS REACTIONS; $I# • • • • • : : : : 1-2= 22 4-1= 0 2-4= 0 2=-308 •5.0D •. •.• • 2-3= 0 4=-119 2.50 3-4= 0 3=-98 1.50 •••• 0000 ••0 •00• PROVIDE FOR 385 LBS UPLIFT AT JOINT 2 (1.25) :•••' •.' ' • • • PROVIDE FOR 113 LBS UPLIFT AT JOINT 4 (0.95) : ; as • • • • PROVIDE FOR 93 LBS UPLIFT AT JOINT 3 (0.94) 0000 0000• a • • • •••. . 0000 0 PROVIDE FOR 217 LBS HORIZ. REACTION AT JOINT 2 PLATE OFFSETS (X=LEFT,Y=TOP):[j2=10,31,(SYMMETRIC.PLATING TURNED ON) 11-8-8 2-3-8 2-3-8 3 5x12 z lu -6 1 4 2x4 2-3-8--4x4 2-3-8 L. HL TO PK:2-5-13 LEFT HEIGHT: 3-3-12 SPAN:2-3-8 RISE:4-3-3 RIGHT HEIGHT:4-3-3 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 . 101 TOP CHORD:2X4 No. 2ND 19 SP TOP 30 15 BOTT 4-1=0 . 023 BOT CHORD:2X4 No.2ND 19 SP BOTT 0 10 LL.DEFL.@0=0 . 00 < L/360 WEBS :2X4 No.3 19 SP STR. INC. : LUMB = 1 . 33 PLATE = 1 .33 SPACING : 24 . 0 in. o. c . REPETITIVE STRESSES USED NO. OF MEMBERS = 1 LEFT END VERTICAL IS EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. o re, `� ===««ACES-32 Ver. 1 . 1»»====== [ 011645��.q= _�««$F.S�.TgUSb'•.�0. »»==_______ Hand cut»» : 4 . 00 Hand j ig»» : 5.32; ; viand• assemblyy%a>S : 3 . 19 Custut : 1 . 76 '•• ••• Comp: ashs¢fllblr • ; 0 . 00 omer : H.G.ENTERP.MOD-A Wed Jun `7 07 :57 : 19 2000 Project #: OA64 Truss ID : SG1 Family # : 204 Span : 3-2-3 Quantity : 2.9. ••• .Top •Pltch : 3 . 536/12 ==B tl(4/1/1998),v1.1_______________________________s�s+F=��=r-s-:-.-�-• • FORCES - LOAD CASE #1 REACTIONS;- tl:E ' • • • • • • • 1-2= 12 4-1= 0 2-4= 0 2=-331 •2.50' •• �.• �.• '.' 2-3= 0 4=-65 2.50 3-4=-53 PROVIDE FOR 469 LBS UPLIFT AT JOINT 2 (1.42) ••••� •� ' • • PROVIDE FOR 167 LBS UPLIFT AT JOINT 4 (2.57) : ; • • • PROVIDE FOR 70 LBS HORIZ. REACTION AT JOINT 2 "" • ••••• • ••••• • :.•.� . PLATE OFFSETS (X=LEFT,Y=TOP):[j2=10,31,(SYMMETRIC PLATING TURNED ON) ,2-5 3-2-3 3-2-3 2x4 3 5x12 2 2-6 1 4 2x4 3-2-3 3x4 3-2-3 L. HL TO PK: 3-3-13 LEFT HEIGHT: 3-3-11 SPAN:3-2-3 RISE:4-2-15 RIGHT HEIGHT:4-2-15 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 . 151 TOP CHORD:2X4 No. 2ND 19 SP TOP 30 15 BOTT 4-1=0 . 022 BOT CHORD:2X4 , No.2ND 19 SP BOTT 0 10 LL.DEFL.@0=0 . 00 < L/360 WEBS :2X4 No.3 19 SP -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- SPACING : 24 . 0 in. o. c. REPETITIVE STRESSES NOT USED NO. OF MEMBERS = 1 LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 2- 3= 35 4- 1= 8 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR ENGINEER. ===««ACES-32 Ver. 1 . 1»»====== 011646 J•v=a===,«« »»========= [ � $'F.g�'.TggUS�.�O. Hand cut»» : 2 . 10 Hand j ig»» : 2.79; ; Viand• aseembl y���5 : 1 . 67 Com cut : 0 . 92 ••• ••• Comp: asbse%b 4y *'7607 ':57 :21 0 00 Customer : H.G.ENTERP.MOD-A Wed Jun 2000 Project # : OA64 Truss ID : J1A Family # : 205 Span 1-0 Quantity : 2.•, ••• •Top .Pit;ch : 5/12 t -•-J-C�--------------- ==61d(4/1/1998),v1.1__________________------------- P4— FORCES - GRAVITY LOADS REACTIONS:- 111E ; ; ; • • • • 1-2=-144 4-1= 0 2-4= 0 1=-191 • 5.00 • • '.' '.' 2-3= 0 4=-224 2.50 3-4= 0 3=-34 1.50 PROVIDE FOR 361 LBS UPLIFT AT JOINT 1 (1.89) •••• . • PROVIDE FOR 337 LBS UPLIFT AT JOINT 4 (1.50) i i ' • • • PROVIDE FOR 32 LBS UPLIFT AT JOINT 3 (0.95) •"' • ••••• • ••• • ..•. PROVIDE FOR 162 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X=LEFTY=TOP):[j2=3,21,(SYMMETRIC PLATING TURNED ON) 1 -0 1 -0 1 -0 5x6 3 2 1 4 3x4 1- x4 1-0 L. HL TO PK: 1-1 LEFT HEIGHT:3-0-3 SPAN: 1-0 RISE: 3-5-3 RIGHT HEIGHT:3-5-3 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 . 019 TOP CHORD:2X4 No.2ND 19 SP TOP 30 15 BOTT 4-1=0 . 012 BOT CHORD:2X4 No.2ND 19 SP BOTT 0 10 LL.DEFL.Q0=0 . 00 < L/360 WEBS :2X4 No. 3 19 SP -------------------------------------------------------------------------------- STR. INC. : LUMB = 1 .33 PLATE = 1 . 33 SPACING : 24 . 0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 LE'iT END VERTICAL IS EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR ENGINEER. ===««ACES-32 Ver. 1 . 1>>>>====== [ 011647•�.F.= �• <<<:MST TgUS6•�%.30. »»_________ Hand cut : 6 . 61 Hand jig 6.67; ; viand• assemblyy:•..: : 6. 08 Comp ut : 3 . 36 ••• ••• Comp: asb >> sa"lv } ; 0 . 00 Customer»» omer : H.G.ENTERP.MOD-A Wed Jun '7 07 :57 :41 2000 Project #: OA64 Truss ID : J1 Family ## 205 Span 1-0 Quantity : 1P •• *Top •Pitch 5/12 ==BLd(4/1/1998),v1.1-----------------------------==: =sF=s=ue=:=.ice=t ------------------- ---- FORCES - GRAVITY LOADS REACTIONS:- II$E ; 1-2= 0 3-1= 0 1=-148 •5.00' • • . • 2-3= 0 3=-7 2.50 2=-31 1.50 ••.• ..•.• •.• 0000 PROVIDE FOR 143 LBS UPLIFT AT JOINT 1 (0.96) �•••� •• ; ' • • • . • • PROVIDE FOR 44 LBS UPLIFT AT JOINT 2 (1.44) • • • • 0000 • 0 • • 000 PROVIDE FOR 46 LBS HORIZ. REACTION AT JOINT 1 • 0:000 000 0 • (SYMMETRIC PLATING TURNED ON) 1 -0 3x4 2 3 1 -0 L. HL TO PK: 1-1 LEFT HEIGHT: 0-6-3 SPAN: 1-0 RISE: 0-11-3 RIGHT HEIGHT: 0-11-3 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1-2=0 . 013 TOP CHORD:2X4 N0.2ND 19 SP TOP 30 15 BOTT 3-1=0 . 002 BOT CHORD:2X4 No.2ND 19 SP BOTT 0 10 LL.DEFL. < L/360 WEBS :2X4 No.3 19 SP -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- STR. INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING : 24 . 0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR ENGINEER. Qc ===<<«ACES-32 Ver. 1 . 1»»===___ [ 011648•}�=�__�«< BT.�RU Hand cut»» : 1 .42 Hand j ig»» : 2!. 08: :Hanq a sJbl as;> : 0 . 89 Comp ut : 0 .49 ••• one Gomp a s.%d b y ; : 0 . 00 Customer : H.G.ENTERP.MOD-A Wed Jun 7. 07 :57 :41 2000 Project # : OA64 Truss ID : J3B Family # : 313 Span : 2-10 Quantity : �•• Top• Pi.r-ch : 5/12 ==eld(4/1/1998) v1.1====-------------------------=x: = — —�-�-- —•_�— ------------___ ----------- ------ ------------ FORCES - GRAVITY LOADS REACTIONS -:SCZE: • • • • • • • 1-2=-32 4-1= 27 2-4=-97 1=-243 • 7.25 •• •• �!• ••• 2-3= 0 4=-152 2.50 3-4=-34 PROVIDE FOR 193 LBS UPLIFT AT JOINT 1 (0.79) 0 !� ; ' • PROVIDE FOR 135 LBS UPLIFT AT JOINT 4 (0.89) • • •• PROVIDE FOR 170 LBS HORIZ. REACTION AT JOINT 1 �•!• • ••"•• • ••• • !•w• • (SYMMETRIC PLATING TURNED ON) 1 -0 2-4-8 W- 1-P-2 2-4-8 -5-8 4x5 2x4 2 3 5x6 4 2X3 WEDGE 2- 10 3x4 2- 10 L. HL TO PK:2-6-14 LEFT HEIGHT: 0-6-3 SPAN:2-10 RISE: 1-6-1 RIGHT HEIGHT: 1-6-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1-2=0 . 088 TOP CHORD:2X4 No.2ND 19 SP TOP 30 15 BOTT 4-1=0 . 035 BOT CHORD:2X4 No.2ND 19 SP BOTT 0 10 LL.DEFL.Q0=0 . 00 < L/360 WEBS :2X4 No.3 19 SP STR. INC. : LUMB = 1 .33 PLATE = 1 . 33 SPACING 24 . 0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 RIGHT END VERTICAL IS EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR ENGINEER. Q6.�oY =-=<<<;<ACES-32 Ver. 1. 1»»====-= 01164 •••i=---- c - L J �--�«<t�3 c'I6iTRUSS.CO. »»_________ Hand cut»» : 5 .32 Hand j ig»»: 5t6Q • Hang 51setbl »}> : 4 . 56 Comp cut : 2 . 52 . : Com-P a$ss mb;y•* : 0 . 00 Customer : H.G.ENTERP.MOD-A ••• ••• •i%tP•Jun a Z 07 :57 :43 2000 Project #: OA64 Truss ID : S18 Family # : 205 Span : 1-8-8 Quantity : 6 Top Pitch : 5/12 ==Bld(4/1/1998),v1.1=================----------===s mss`-`-= : :i__� -=c----=_--------__ --- -------- FORCES - GRAVITY LOADS REACTION S:BE • ••� • 1-2= 16 4-1= 0 2-4= 0 2=-230 e • 3a04 • • • • • • • • 2-3= 0 4=-16 ' 2.50 • • • • 3-4= 0 3=-72 1.50 PROVIDE FOR 223 LBS UPLIFT AT JOINT 2 (0.97) :9609 ••••• ••• •••• • PROVIDE FOR 67 LBS UPLIFT AT JOINT 3 (0.93) � ••0 00 • • PROVIDE FOR 48 LBS HORIZ. REACTION AT JOINT 2 • • • • • •aa• • ••+•• • '�.•' • iaaa' • PLATE OFFSETS (X=LEfT,Y=TOP):[j2=6,37,(SYMMETRIC PLATING TURNED ON) 1 -3-8 1 -8-8 1 -8-8 3 5x8 2 IR -6 1 4 2x4 1 -8-8 .3x4 1 -8-8 L. HL TO PK: 1-10-3 LEFT HEIGHT:2-1-10 SPAN: 1-8-8 RISE:2-10-3 RIGHT HEIGHT:2-10-3 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 . 056 TOP CHORD:2X4 No.2ND 19 SP TOP 30 15 BOTT 4-1=0 . 009 BOT CHORD:2X4 No.2ND 19 SP BOTT 0 10 LL.DEFL.@0=0 . 00 < L/360 WEBS :2X4 No. 3 19 SP STR. INC. : LUMB = 1 .33 PLATE = 1 . 33 SPACING : 24 . 0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 LEFT END VERTICAL IS NOT EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. �017 Q a ===«4-<ACBS-32 Ver. 1 - 1>>>>====== [ 011650 J =____. •«�.SEST.BRU3S•.•CO•. > >_________ Hand cut»» : 0 . 84 Hand j ig»» : 1 .24 :..ULd asser4b� »a> : : 0 ;53 Com� cut : 0 .29 •• clsssamJ4n••:, 0••57•:44 2000 Customer : H.G.ENTERP.MOD-A Project # : OA64 Truss ID : J2A Family # 205 Span 2-0 Quantity : 1 Top Pitch 5/12 ==Bld(4/1/1998),v1.1_____________________________________�_�•___•=_=�===3==3=====_____ FORCES - GRAVITY LOADS REACTIONS - SIZE • • • ' ' ' • • • • • •• • • • • • • • • • 1-2= 0 3-1= 0 1=-198 7.25 • • • • • • • • • 2-3= 0 3=-16 2.50 '•. .•• ••. .•. ••. ••. 2=-72 1.50 PROVIDE FOR 165 LBS UPLIFT AT JOINT 1 (0.84) 0000 ••A• ••• 0000 PROVIDE FOR 83 LBS UPLIFT AT JOINT 2 (1.16) :0*00 0• : • PROVIDE FOR 81 LBS HORIZ. REACTION AT JOINT 1 • • • ' • ' (SYMMETRIC PLATING TURNED ON) :0000 • 00000 0 0000• • •0000 ' 1 -0 2-0 2-0 2 3x4 3 2-0 2-0 L. HL TO PK:2-2 LEFT HEIGHT: 0-6-3 SPAN:2-0 RISE : 1-4-3 RIGHT HEIGHT: 1-4-3 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1-2=0 . 068 TOP CHORD:2X4 No.2ND 19 SP TOP 30 15 BOTT 3-1=0 . 013 BOT CHORD:2X4 No.2ND 19 SP BOTT 0 10 LL.DEFL. < L/360 WEBS :2X4 No. 3 19 SP -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- STR. INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING : 24 . 0 in. o. c. REPETITIVE STRESSES- USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WADS DESIGN SPECS, _SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. �r ===•««AC2S-32 Ver. 1 . 1>>>>====== [ 011651 1 ======««BEST.TRUE S. gA. >.>� Hand cut»» : 3 .26 Hand j ig»»: 4 . 79 .•••f�art8•assefcb1 »o-> :• . 05 ••"CAP �sss Ilmly : ::".to Customer : H.G.ENTERP.MOD-A ••• ••••• �we J;rL ;,7. 07 :57.:45 2000 Project ## : OA64 Truss ID : V12-0 Family 4 : 3 0 Span 12-0 Quantity : 1 Top Pitch : 512 ==Bld(4/1/1998),v1.1__________________________------- _________________________________ NOTES : 1 -Gable studs spaced at 24 inches o.c . • • . 2 -Brace vertical studs in accordance with ;s�4fldArtl:ga*bl'e:ehd detail 3 -Continuous bearing provided alon entire o tom• c qrd •.• •.• 4 -Provide 1X4 plates at each end o? gable stud unless otherwise noted PLATE OFFSETS (X=LEFTY=TOP):[j4=3,21,(SYMMETRIC PLATING TURNED ON) 00000 0 000• • • • • • • 6-0 12-0 6-0 6-0 4X5 2 .3x4 3X4 LW i 3 5x6 6-0 12-0 6-0 6-0 L. HL TO PK: 6-6 R. HL TO PK : 6-6 LEFT HEIGHT: 0-0 SPAN: 12-0 RISE:2-6 RIGHT HEIGHT: 0-0 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP CHORD:2X4 No.2ND 19 SP TOP 30 15 BOT CHORD:2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL.Q0=0 . 00 < L/360 WEBS :2X4 No. 3 19 SP STR. INC. : LUMB = 1 .33 PLATE = 1 .33 SPACING : 24 . 0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. ===«'«ACES-32 Ver. 1 . 1>>>>====== [ 011652 ] 4: 10 Hand cut»» : 5 . 15 Hand j ig»» : 5 . 90 :.ftd �sse -t»}> : .Com cut : 2 . 27 •1p 'Psss Jian.:•7•:•Q•�0 Customer : H.G.ENTERP.MOD-A a7 : 8: 02 2000 Project # : OA64 Truss ID : V8-0 Family # : 3 0 Span 8-0 Quantity : 3 Top Pitch : 512 ==Bld(4/1/1998),vl.1==========================------= __'°__________ NOTES : 1 -Gable studs spaced at 24 inches o.c. • • . • • • • . .. . . . . . . . . . 2 -Brace vertical studs in accordance with •standL;*1og�l�le•ep� :detail 3 -Continuous bearing provided alon entird.b6ttom •chord •• - 141 -Provide 1X4 plates at each end o? gable stud unless otherwise noted (SYMMETRIC PLATING TURNED ON) •.•• • • • • 4-0 ...$_0..... . ... . .... . 4-0 4-0 4X5 2 3x4 3X4 1 3 Li 4-0 8-0 4-0 4-0 L. HL TO PK:4-4 R. HL TO PK :4-4 LEFT HEIGHT: 0-0 SPAN: 8-0 RISE: 1-8 RIGHT HEIGHT: 0-0 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP CHORD:2X4 No.2ND 19 SP TOP 30 15 BOT CHORD:2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL.@0=0 . 00 < L/360 WEBS :2X4 No.3 19 SP -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- STR. INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING : 24 . 0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REDD)CONSULT BLDG ARCHITECT OR ENGINEER. r61)y.cam ===<e,«ACES-32 Ver. 1 . 1>>>>====== [ 011653 Hand cut»» : 2 . 57 Hand j ig»» : 2 . 95 '...Hand :assAb1k>>i-,> : • 2% 05 Comp cut . 1 . 13 •000 °mP•�*Wei JJmrrr•*+7b: 67 •5&: 03 2000 Customer H.G.ENTERP.MOD-A Project # : OA64 Truss ID : V4-0 Family # : 3 0 Span 4-0 Quantity : 3 Top Pitch : 5{12 NOTES : 1 -Gable studs spaced at 24 inches o.c. .. • 2 -Brace vertical studs in accordance with •s 4naartl:c�ble:eh$ detail 3 -Continuous bearing provided alon entire* ottom -chord • • 141 -Provide 1X4 plates at each end o? gable stud unless otherwise noted (SYMMETRIC PLATING TURNED ON) 4 Soo• • . • • • 2-0 4-0 f 2-0 2-0 4X5 3x4 2 3X4 1 3 2-0 4-0 2-0 2-0 L. HL TO PK:2-2 R. HL TO PK :2-2 LEFT HEIGHT: 0-0 SPAN:4-0 RISE: 0-10 RIGHT HEIGHT: 0-0 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP CHORD:2X4 No.2ND 19 SP TOP 30 15 BOT CHORD:2X4 No.2ND 19 SP BOTT 0 10 LL.DEFL.Q0=0 . 00 < L/360 WEBS :2X4 No. 3 19 SP STR. INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING 24 . 0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. ===««ACES-32 Ver. 1 . 1>>>>====== [ 011654 ] ====gf:"«.6BEST.TRUSS-PCO. >tiy>========= Hand cut»» : 5 . 07 Hand j ig»» : 7 .45 :-- qolnp Ma=id �sseth2a~T »a> :: 3: 19 Comp ut : 1 . 76 yLsssmb;y ; :•t7'p0 Customer : H.G.ENTERP.MOD-A 000 Ju•I?•••7• ;7 : 58': 04 2000 Project # : OA64 Truss ID : V16-0 Family # : 314 Span 16-0 Quantity : 1 Top Pitch : 5/12 NOTES : 1 -Gable studs spaced at 72 inches o.c . . . . . . . . . . . . 2 -Brace vertical studs in accordance with :sian..�lar:l:cable:e2i4 detail ta om •c and • • 141 -Provide 1X4 plates at each end o? gable stud unless otherwise noted (SYMMETRIC PLATING TURNED ON) BOTT CHORD SPL I CES:5-6=5x6; •••• ••1•• 00* •••• 7-8-7 - -9 16-0 7-8-7 0-7-2 ' 7-8-7 4X5 4X5 z 3 3x4 3x4 4 LJ rr- 7- -7 8-4-9 . 1 7-8-7 0-7-2 ' 7-8-7 L. HL TO PK: 8-4-2 R. HL TO PK : 8-4-2 LEFT HEIGHT: 0-0 SPAN: 16-0 RISE:3-2-8 RIGHT HEIGHT: 0-0 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP CHORD:2X4 No. 2ND 19 SP TOP 30 15 BOT CHORD:2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL.@0=0 . 00 < L/360 WEBS :2X4 No.3 19 SP STR. INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING : 24 . 0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WADS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. �C ��_C T i _==<�«ACES-32 Ver. 1 . J>>>>====== 1 011655 ] ___=—<<o<-BEST.TRU69!EK3.y">�==_______ Hand cut»» : 6 . 52 Hand j ig»» : 9 .58 •...H&nd :asseEnbl »o> :• 4•. 10 Comp ut : 2 . 27 Vcpp oassstmb y : ::•0'b0 Customer : H.G.ENTERP.MOD-A •••• ••• - Wed Jun•••7 07 :58 : 05 2000 Project # : OA64 Truss ID : V20-0 Family # : 314 Span : 20-0 Quantity : 1 Top Pitch : 5/12 ==B1d(4/1/1998),v1.1_____________________________________===tc==='=__•___-�_- ---------- NOTES : 1 -Gable studs spaced at 72 inches o.c. .. 2 -Brace vertical studs in accordance with:.I*i-Va4i:gnhoable: dn:i :detail 3 -Continuous bearing provided alon entire•bottom•crd • • 4 -Provide 1X4 plates at each end o? gable stud unless otherwise noted (SYMMETRIC PLATING TURNED ON) BOTT CHORD SPLICES:5-6=5x6; •••• ••'►•• ••• •••• • • • • • • 7-8-7 12-3-9 20-0 7-8-7 4-7-2 7-8-7 4X5 4X5 2 3 3x4 3x4 4 rl r, 7!nt�� 7-8-7 12-3-9 20-0 7-8-7 4-7-2 7-8-7 L. HL TO PK: 8-4-2 R. HL TO PK : 8-4-2 LEFT HEIGHT: 0-0 SPAN:20-0 RISE:3-2-8 RIGHT HEIGHT: 0-0 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP CHORD:2X4 No.2ND 19 SP TOP 30 15 BOT CHORD:2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL.Q0=0 . 00 < L/360 WEBS :2X4 No. 3 19 SP -------------------------------------------------------------------------------- STR. INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING : 24 . 0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WADS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR ENGINEER. I ===«<<AC'ES-32 Ver. 1 . 1>>>>====== [ 011656 ] ��.=r Hand cut»» : 7 .48 Hand j ig»»: 10 . 99 ...Hand .ass- »+» :• 4•. 71 Comp cut : 2 . 60 Vcgmp ;asssVmb2y : ::' 0'1)0 Customer : H.G.ENTERP.MOD-A ••• • Wed Jkun'••7 07 :58 : 07 2000 Project # : 0A64 Truss ID : V24-0 Family # : 314 Span : 24-0 Quantity : 1 Top Pitch : 5/12 ==BLd(4/1/1998),v1.1_________________---------------- --k-f NOTES : 1 -Gable studs spaced at 72 inches o.c. .. . . 2 -Brace vertical studs in accordance with:*�Irtda4d:�ble: �n�i :detail 3 -Continuous bearing provided alon entire•bottom'cFiord • 141 -Provide 1X4 plates at each end o? gable stud unless otherwise noted (SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:3-4=3x6; •••• •'Z•' BOTT CHORD SPLICES:6-7=5x6;7-8=5x6; ...o •• 0 • • . . . • . • • 0000 . 090.0 9 000 . 0.00 7-8-7 12-0 16-3-9 24-0 7-8-7 4-3-9 4-3-9 7-8-7 4X5 4x5 2 3 4 3x6 3x6 s s 7 6 7-8-7 i 12-0 16-3-9 24-0 7-8-7 4-3-9 4-3-9 7-8-7 L. HL TO PK: 8-4-2 R. HL TO PK : 8-4-2 LEFT HEIGHT: 0-0 SPAN:24-0 RISE:3-2-8 RIGHT HEIGHT:0-0 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP CH0RD:2X4 No.2ND 19 SP TOP 30 15 BOT CH0RD:2X4 No.2ND 19 -SP BOTT 0 10 LL.DEFL.Q0=0 . 00 < L/360 WEBS :2X4 No.3 19 SP STR. INC. : LUMB = 1 .33 PLATE = 1 .33 SPACING 24 . 0 in. o. c . REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WADS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR ENGINEER. ===««ACES-32 Ver. 1 . 1>>>>====== [ 011657 ] ===-&ter<.'ZBJEST.TRU$5.'M. a»a=====____ Hand cut»» : 7 . 96 Hand j ig»» : 11 . 70 *••-iapd gssel bL »y> : ;..5: 02 Com cut : 2 .77 • Comp asssimbly•; : 60A0 . CuNomer H.G.ENTERP.MOD-A ••• •• 'Wed J19n 7 78 : 13 2000 Project # : OA64 Truss ID : V28-0 Family # 314 Span 28-0 Quantity : 1 Tod Pitch. : 5/12 ==BLd(4/1/1998) v1.1_____________________________________2--'=--- 'NOTES : 1 -Gable studs spaced at 72 inches o.c . •• • • • ' ' ' 2 -Brace vertical studs in accordance with :siandarei *-gable*-�nd.tietail 3 -Continuous bearing provided alon entire 'bottom chord 4 -Provide 1X4 plates at each end o? gable stud unless otherwise noted (SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:3-4=3x6; ;"'. "": •"`• ���•• BOTT CHORD SPLICES:6-7=5x6;7-8=5x6; •••• ' 7-8-7 14-0 20-3-9 28-0 7-8-7 6-3-9 6-3-9 7-8-7 4 Z5 3 4x5 3x6 3x 8 7 6 7-8-7 14-0 20-3-9 28-0 7-8-7 6-3-9 6-3-9 7-8-7 L. HL TO PK: 8-4-2 R. HL TO PK : 8-4-2 LEFT HEIGHT: 0-0 SPAN:28-0 RISE:3-2-8 RIGHT HEIGHT: 0-0 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP CHORD:2X4 No. 2ND 19 SP TOP 30 15 BOT CHORD:2X4 No.2ND 19 SP BOTT 0 10 LL.DEFL.@0=0 . 00 < L/360 WEBS :2X4 No. 3 19 SP -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- STR. INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING : 24 . 0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WADS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. _==<<'«ACES-32 Ver. 1 - 1>>>>====== [ 011658 ] _===_-at<•�Z$EST.'S' � Hand cut»» : 3 . 86 Hand j ig»»: 5 . 67 •••-Hand •asselwl »*e>:%.;;43 Customer : H.G.ENTERP.MOD-A •••� �•�*Wed Jf1ff"7 7 :�1: 19 2000 Project # : OA64 Truss ID V11-0 Family # 3 4 Span 12-0 Quantity : 1 To Pitch �12 ==Btd(4/1/1998),v1.1_____________________________________1--Ae 'p--'--- ' -T-1----P1-t-•--�=Fib--------- NOTES : 1 -Gable studs spaced at 72 inches o.c. • • •• • • • • • • • • • 2 -Brace vertical studs in accordance with :sandarii0gg•��lle-4pncl•tletail 3 -Continuous bearing provided alon entire•bottom 'chord 141 -Provide 1X4 plates at each end o? gable stud unless otherwise noted (SYMMETRIC PLATING TURNED ON) BOTT CHORD SPLICES:5-6=5x6• •••' ""' 06000 •••• • • • • • • • • • • • 5-8-7 6;3-9. 12-0 5-8-7 0-7 5-8-7 4X5 4X5 2 3 3x4 3x4 1 4 5-8-7 6-3-9 12-0 5-8-7 0-7-2 5-8-7 L. HL TO PK: 6-2-2 R. HL TO PK : 6-2-2 LEFT HEIGHT: 0-0 SPAN: 12-0 RISE:2-4-8 RIGHT HEIGHT: 0-0 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP CHORD:2X4 No.2ND 19 SP TOP 30 15 BOT CHORD:2X4 No.2ND 19 SP BOTT 0 10 LL.DEFL.@0=0 . 00 < L/360 WEBS :2X4 No. 3 19 SP -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- STR. INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING : 24 . 0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WADS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR ENGINEER. __=<<<<ACES-32 Ver. 1 . 1>>>>====== [ 011659 Hand cut»» : 4 . 71 Hand j ig»» : 6 . 92 - .::- id pssetl 7>>�>: ;..2: 96 Com t cut 1 . 64 n� esssamb y - : •0 . Q0.Cusomer : H.G.ENTERP.MOD-A *Wed Ju6 'Y67 : 8 :34 2000 Project # : OA64 Truss ID : V15-0 Family # : 314 Span 16-0 Quantity : 1 To.p Pitch+ • • 5/12 ==Bld(4/1/1998),v1.1_____________________________________ . .._ NOTES : 1 -Gable studs spaced at 72 inches o.c. •• ' 6 6 666 2 -Brace vertical .studs in accordance with •s an. d. are6.6•ggg6ble•ptzd.detail 3 -Continuous bearing provided alon entire 'bot:tom chord 141 -Provide 1X4 plates at each end o? gable stud unless otherwise noted (SYMMETRIC PLATING TURNED ON) BOTT CHORD SPLICES:5-6=5x6• •"' ""' 00* • . • . • • • 6969 • • • • .000 • 6.090 • ... . 9996 • 5-8-7 10-3-9 16-0 5-8-7 4-7-2 5-8-7 4X5 4X5 Y 3 3x4 3x4 4 5-8-7 10-3-9 16-0 5-8-7 4-7-2 5-8-7 L. HL TO PK: 6-2-2 R. HL TO PK : 6-2-2 LEFT HEIGHT: 0-0 SPAN: 16-0 RISE:2-4-8 RIGHT HEIGHT: 0-0 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP CHORD:2X4 No.2ND 19 SP TOP 30 15 BOT CHORD:2X4 No.2ND 19 SP BOTT 0 10 LL.DEFL.@0=0 . 00 < L/360 WEBS :2X4 No.3 19 SP STR. INC. : LUMB = 1 .33 PLATE = 1 . 33 SPACING • 24 . 0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PLA1'FS ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WADS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. (//40 c ===<<'«ACES-32 Ver. 1 . 1>>>>====== [ 011660 ] ___- �•r<<LB�ST.'j' II S'C't7.'S'»===______ Hand cut»» : 6 .27 Hand j ig»» : 9 .22 ••0-Hand assegbl »�> : • 10 95 Com cut 2 . 18 Coin Q asssmbly • : - . &O 'o• Customer : H.G.ENTERP.MOD-A 0.00 •• *Wed Jiln•••7 07 :58:36 2000 Project # : OA64 Truss ID : V19-0 Family Span 20-0 Quantity : 1 Tod Pitch• �12 ==Btd(4/1/1998),v1.1__________________________------- ------'---- NOTES : 1 -Gable studs spaced at 72 inches o.c. •• • 2 -Brace vertical studs in accordance with :stantard :ggable'-e;i&•;ietail 3 -Continuous bearing provided alon entire •bot•_tom •cFiord 141 -Provide 1X4 plates at each end o? gable stud unless otherwise noted (SYMMETRIC PLATING TURNED ON) TOP CHORD SPLICES:2-3=3x4; ••0•• •0000• •0••w •0.0 V006 • w BOTT CHORD SPLICES:6-7=3x4; •••• • • • • • • • • w • • wwww • wwwww w www • 0000 • 5-8-7 10-0 14-3-9 20-0 5-8-7 4-3-9 4-3-9 5-8-7 4X5 4x5 2 3 4 - 3x4 3x4 i 5 5-8-7 10-0 14-3-9 20-0 5-8-7 4-3-9 4-3-9 5-8-7 L. HL TO PK: 6-2-2 R. HL TO PK :6-2-2 LEFT HEIGHT: 0-0 SPAN:20-0 RISE:2-4-8 RIGHT HEIGHT: 0-0 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP CHORD:2X4 No.2ND 19 SP TOP 30 15 BOT CHORD:2X4 No.2ND 19 SP BOTT 0 10 LL.DEFL.@0=0 . 00 < L/360 WEBS :2X4 No.3 19 SP -------------- ------------ STR. INC. : LUMB = 1 . 33 PLATE = 1 .33 SPACING 24 . 0 in. o. c . REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WADS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REGD)CONSULT BLDG ARCHITECT OR ENGINEER. ===««ACES-32 Ver. 1 . 1>>>>====== [ 011661 Hand cut»» : 1 .21 Hand j ig»» : 1 . 77 •••ggaud �ssetjlktl »�>: :..0: 76 Comp ut 0 .42 Gown��esss mb y, a : 0019. Customer : H.G.ENTERP.MOD-A Weg JAM"Y 678 :38 2000 Project # : OA64 Truss ID : V3-0 Family # : 201 Span : 4-0 Quantity : 1 Top Pitch • 5/12 ==81d(4/1/1998),v1.1________________________________==== w�-•�-===g�=.��.==�'°cam=t=====____ NOTES : 1 -Gable studs spaced at 72 inches o.c . • fee • • ' . . . . . . . . . . . 2 -Brace vertical studs in accordance with •sta dare•ggl%ble•plzditdetail 3 -Continuous bearing provided alon entire'bo tom chord 4 -Provide 1X4 plates at each end o? gable stud unless otherwise noted (SYMMETRIC PLATING TURNED ON) •f•• • • • w •••• • fff•• • ••f • 9109 • 4-0 4-0 3X4 2 2x4 3 4-0 A X4 4-0 L. HL TO PK:4-4 LEFT HEIGHT: 0-0 SPAN:4-0 RISE: 1-8 RIGHT HEIGHT: 1-8 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP CHORD:2X4 No. 2ND 19 SP TOP 30 15 BOT CHORD:2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL. < L/360 WEBS :2X4 No.3 19 SP ------------- STR. INC. : LUMB = 1 .33 PLATE = 1 . 33 SPACING 24 . 0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 RIGHT END VERTICAL IS NOT EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR ENGINEER. f 3 =='=«'1<ACES-32 Ver. 1 . i>>>>====== [ 011662 ] === "At-ic*�ESTAsem?bY Hand cut»» : 1 . 14 Hand j ig»»: 1 . 52 '•••Hand •assy>>:> :• ;C. 991 Customer : H.G.ENTERP.MOD-A �•••� se�asW �i"'� '077 :'59 :39 2000 Project # : OA64 Truss ID : V1-0 Family # : 201 Span : 2-0 Quantity : 2 Top-!Pitch : ,,5/12 --•�---s- --- ' ==eld(4/1/1998),v1.1__________________________------- ____.—w—=----rr-rr--Fa=Fa=====_____ NOTES : 1 -Gable studs spaced at 72 inches o.c. •• • 2 -Brace vertical studs in accordance with:&t5Lri :gga dard3Dl4- e41:detail 3 -Continuous bearing provided alon entire• bottom'cFibrd 4 -Provide 1X4 plates at each end o? gable stud unless otherwise noted (SYMMETRIC PLATING TURNED ON) •••• • ••••• • ••• • •••• • 2-0 2-0 3X4 2x4 2 3 2-0 ►3X4 2-0 L. HL TO PK:2-2 LEFT HEIGHT: 0-0 SPAN:2-0 RISE: 0-10 RIGHT HEIGHT: 0-10 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP CHORD:2X4 No.2ND 19 SP TOP 30 15 BOT CHORD:2X4 No.2ND 19 SP BOTT 0 10 LL.DEFL. < L/360 WEBS :2X4 No. 3 19 SP -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- STR. INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING : 24 . 0 in. o. c . REPETITIVE STRESSES USED NO. OF MEMBERS = 1 RIGHT END VERTICAL IS NOT EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 10 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,2.00 MI FROM OCEANLINE(ASCE7-93). PLA7ES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. Iva =T@>I safety rt_,sym 4�s6d t0� your INS ale bol is G ' attendbril PERSONALSAFEf.YISIWIOLVED!When yousee this symbol BECOME ALERTIEED tTS - o •.t- MESSAGE' '��'� �`"�� �.��� .�i� '='��'t 'a -� to stn Z'.CAUTION: ;A CAUTION.identifies.safe operating Cx d chi es practices or indicates urlsi conditl •'-'""` ons that could �,. 1 "� ", result In personal injury or damage to structures, '' "' sev mperson • ole age H-0-91 Summa Sheet COMMENTARY and RECOMMBNDA •••..'. TIONS HANDLING, INSTALLING &BRACING METAL •�''•'''if�USSpLATEflVSTfNT ' • :A=3 fronofflo Or,PLATE CONNECTED WOOD TRUSSES ® T" nm�i�e 9.�5... n 33 41I • Itlstheresngn�ibllitvofthein llerfbuilder.bc►i9ftaonmiaor Ord-t.��s, � ��, �� � to Y the nature.� responsibilities imoived, e v receive.un Presented as ageideforthe use ofoqVilI o ¢moldingdesignerorkutaller.Thi brace metal elate connected wood Mims to nrotectlife andomoa►rti The installer the Truss Plate Instr3rie;ina o pressripp ms any responsbilkyfordnmaf mustexerc isethesamehighdegreeofsafetyawarenessaswithanyotherstr utLral arisina from the use, application or reliance on the recomme�lionh'a material.TPI does not intend those reconttrrendations to be interprolod as superior- kdbmrctioneor rredherein bybuiiding f f f f installers,and other¢t ,t y.j to the project Architect's or Engineer's design specification for handling,lnsta ft O by Truss Plate Inslillute,Inc AN riglilbU wed.This documentor any F and bracing wood trusses fora particular roof or floor.These recom mendatbns 8re thereof must not be reproduced in alit IVMFvfihout written permasioncof I based upon the collective experience of leading technical personnel In the wood publisher.Printed.in me Unibed StMwfa6Amotica. c a` - i ..,,�_ CAUTION:Thebuilder�buiid(ngco ~�rrsed� lioul'd ,. - .�.. --�,..• ...,4... .,MaX1. r" .: _--""`b'ractngs �.� �''contractor,er+ecto{ro�er+ectton""contractor' '"' Y` Ito obtain and read the entire bootde!"Comm' a um of 2-1 Is::A • °and Recommendations for andQng- ,. ...:. It.\t.. ......_ . , ,,�.,, ...-. .,,,. ,-. ,,�,,.+ling• � �cor � �: �=� �:�,BracingMetalPlateConnectedWoodTilnises" 118= o . 91"from thi Tnrss Plate institute: , : ,r: � tom. '�"•••�oo „'�oie'oe . TRUSS'.STORAGE UTIO - nioa" eo *get -r1t�PS�l..bj.•....Sr.*�iAR*. -M. .mss :cv:J e - f t •'e_ven S Uf :tttlhr. U 1 a•»: t e t O 1 ` f rte• 5y,dalnag9 tO file W t t t t t lilt t f' Ty f'l 1 64 1 t I l t f t Off .. .,: i a f1f•t'! _ 10 alit alt it f CAUTION:;Ttvsses stored horizontally houid be Y su rbed orr biocide to r vent g excessivelateral sses<stored vertica should bi YIN .4r$� ^H'�NT•'= ' bending and lessen moisture gain:" be ' *:WARNING: Do not brtiFak w •, t ban n 0 1 LffAvOlim bundies u rightiulrites ;,begins:.Ca�s shou"Id be,�"''exercised ln'�at�ding ret,; � ° p�. 'ha�u�buncll� w �e�.� aert, s:s .mova to avoid's iifttA . of individual. . tnrsses� .�•. 'or�o'`�'"rr�a'� osi�orr :: ''°� ��"'�!9k:97i+'t'.. iC''+��45"b'�`.%+.,, ' - �' : .nvesv< ,c•,u,..LL., . "Q [i'r :�11yARNINGM� jpa not.ptle�`tri�•� '� on�wtiC' fia ;bands.Do_not usedamage�f-tn sse:'� `•. _�' w�be�ctF '...::::t1':.^;S�cl+'tw:ro�':7.i' •;^:.4n,witi+�°,' 'I+.�+.-�'a,. t Frame 1 • � ,y.� ;,art � �r _ .r� -�F IN 7.0o �� .,« .t, ;..q+ofty p attat:h�cables,. chain s, =hooks.to the web members. so° AAECHANIC7 or less o INSTALLATiQj� r less Tag Approximately Approximately Tag •""` Line '/2 truss length '/s truss length Una Truss spans less than 301. = Ufting devices should be connected to the truss t0 chord • ?^fir,:• -;• ,+ �'a.• • p with a b 'rw:.:.L.;,:._ ''• • Spreader Bar attachment utilizing materials sucia Ss • • ; ►: ••• • • slings,chains,cables,nylon atrapp ib, ;. 10, Toe In Toe In etc. of sufficient-strength to cant'the weight ofthetrus&Each trussshouldbs ~ set in proper position per the building designer's framing plan and held with : . Approximately the lifting device until the ends.of the :. Approximately �/:to FYi truss len h truss are securely fastened and tempo• Tito�Y.truss length Less than or equal to 60' ra bracing is Installed. s: :; ,:..;:i.• Greater than 60' TagrY r:;� 'fig. p,,:' `'4`��'•+! .�,;,F�r += Spreader Bar SitapbacW , 10 10 - -1 �:aS 'ry�y�.•,. $pTe�rear Y.ti � i,. _ {►"�" Toe In Toe In 4, r T kti'v ;` 'At or abovs� L } Approximately M Approximately - ' 'h to iii truss len h a n{,..3�to V4 truss length . is: Less than or equal to 60 Tag Line " ;.i , , n eater than r#. .. F CAUTION:Temporary.bracing shown in this summae' ' b- he'"nstallation t. Y <Suitr«�.i: nm.u..r.,.'�•�:..-r ,ywy trusses with simtlaronfigurations..Co suit-aw reg f ""dttterent Y-bracing arrangement desired. The engineer Recommended Design.Specs fcaUon fbr. 4 sea,DMMSI A ' : cases ' �. ,.aril iri some cases`determine that'ar. Y GROUND'BRACING BUILDING INTERIOR V . Qgft RA TI��:' BUILDING EXTERIO TopChod :1yPkalwrekal End Plan LOT i:6a7L 4;VeBWokYq 1�V1 ZT Cbord a81/ Or G mod brier. 1 d�(dad fteewd, veraeal(GBy) aoe Orouttd �.;::° `r Nola 2^d .+ •:r:,,.. ty:x• awl : �/_ fib: K�� Y F,• __. . ..+.• ,l'�{ed bmixenfal He nNfabM Wllh 01n00r r,j f.LGi''9', �• '..:,a.'..= Febdwe\•.•!and �:CAUTION�;Ground rac(ngr. - Frame = N1: : � A �, 4 or trestK UP to 32' 4112 ! 8' Oyer 32t-48' 04112 • • 6• • Oyer 4Y' 40126 • • 6• • • • Over 16061 • •Sae•raglatered pfofassbttal en OF•Douglas Firdarch SP-Southern HF•'Hank it . SPF-Spr e"k. • ;::•. ' :: '; Coninuou;Top Chord ..:A�lateral bracbm Lateeeii Brace••� lapped..at least 2. Required �- 10'or Greater Attachment Required TOP ohordoUWan •Q letaraaytaracedt�nbuckle together ndena»eoeapasiNMnianod(po. ndbre abq•DleOonalbraoinpsheNdbaneYad _r• :n•` totheundersidedthatop m, .,,Mnpuraeea WO attached to the topaida of the top . 'A:�1•;.: „�, - , . . .. PIT TRl CHED WARNINGt Falluretofoilowtheserecotnnt n- * !' �:seiieie In <A•sa':.. >•rrti:.�.:.t•i�� tiN1 =. impersonal Iqy 0 amaQ �? 'ix!:ra.!:w:LlgWp,!i,�:::r�f„a!r:. .ir.'ri;,i�'!::;r .. -�.••.o.i�. - u e.iix!!!:. Lai!H=:n.:! r.,px::.:.!o °TOP' j!r. -- - ;; t DrAtiONALSRACE: pITCHI: I!,li�l 'LATERALf3RACE SPACING SPAN l)IFFERENC SPACING(LB i'!; 11►!!trtlseee SP DF.* ::SPF HF- UP to 28' 2.5 7' 17 12 Over 28'-42' 3.0 6' 9 6 Over 42'-60' 3.0 5' 5 3 Over 60' See a registered professional engineer OF-Douglas Fir-Larch SP-Southem Pine HF-Hem-Fir SPF-Spruce-Pine-ft Continuous Top Chord Lateral Brace -� All lateral braces Required lapped at least 2 �— trusses. 10'or Greater Attachment Required ! Topcherd ethatereiatamilybmcedcal t� togelhar ndeauseeoaspas ifthere ion nalbracbWDlaponal bracing should b -- �r to the underside of the top chord when am aMachW to the topside of the lop I _. . .. " Frame 3 '� ���•�f a e Js�,m • • • • . • • • • • r ,,x ® 0 0 Ike Mal I .. IIIIIIIIIIIq i i Y..y`� L�r Ti 1-3 11 n Moll •J� `ar n 'WMAW P:•1;. �, ��71(II I"r ttrll Irl'll����x ti rrr I r,I�plhflri�I nn u i Ir r17�� }yr j.r Kl + ,Jry ��r�,'._ i'i r I`,pyttJ Il��r Ul lh Ir, rr r I,h ' rlIlrl Ir ,r iln r i.q r rrir r:+�� Nnr- (ylw� r., r(.Ld. r,r'; r�.,' g d III r r 1'rT�l��lll..y,r .���1lIrIIII�I;h� n �I�r rI4G�I INlllti��'I ',r Irrl�ra inurjl M19C I'�tEM OP - P t =0..j,.. r�l r irNr���l�irlj,rF ll�l�r�l�'Qn��lfi' ' lil l�Il n�Illlnr l I �yy� I �HOA,_O.. ❑l.7[O r1M��r CiORUn0003 I 11,'N N llr illlr flrl��rl�l'�Il rr il+M,R. �,IU�TOP tt`.HOAb Y; a O��a ".. -\ ?�h iyAL9RAC�: �% • ,ri i ••TpPg6d• Ii i, ;�ii�I;Pllrll,��� u,r}wINIMUMr I UITERAL9RACE .h�;.Ir:'r.: SINPlaI i A,r l lN x�,;�l ri.�,,y tlr,�irlIl I lµr u!�i l��:x'Ir�I1D,1 r r.�l!;!r I�I I�,'I I r I r��'•I:.r,$� :r n P r'AI ClN�.fiie�Lr�v ti�a M SS LI7'A1/<fOCFI N0 C-Pi f� n:•ass:nx�ge" AHwa J tixr;:i•.•�:.•.•K.•F. I� rac-0 '" � •• U to 32' 0.000 • 16 10 10•o•••r Gr eate over 32'-48' 42• 6' g-60• bu..�aw.ra..rm.bP4hwdwhwrVm Over 48' 4 p 48" 5 4 2 alhohMbfble�l•id•�61P•bpahlnL • • • Over 60' See a r eg Istered professional en inesr • • •• • • • • • • • • • OF-Oougias Fir-Larch SP•South Pine • •. • • . .g�chTent ern HF-Hem-Fir SPF-Spruce-Pine-Rr Required ip•Me 30•of great The end diagonal brace for camilevered End diagonals are trusses must be stability and must be Placed on vertical webs in Me with both ends of the trusssyst�- t�. thesupport `WARNING• FWfuretoii-11 "•,, rr •.,. w�y rec � these •17�r•o�... r�nalln °r ; damage to tins �J:.. .�. . . „ TO YI 4x2,f�ARArLLI=LCF�ORQ TRUSS TOP CHORD Continuous kri r TaPa+ood.M.eM.1.rM.uytear ." r' Top Chord Lateral Brace 1•p•MMandM-6-OU.a�Now.6. D1i�" ro•howabonww _ Required u•.tf eh.d b tl» ahood MA,.n p dim topiidi Of ti"10^d1Ofd 10'or Greater 1� Attachment Required 16 r6T '-`�l �el Trusses musthave ber oriented in the zontal direction tc this brace spacing End diagonals aro - stability and must be du both ends of the truss system. Frame __ - P10 dZJq see registered Professional engineer Ali lateral bri lapped at les Diagonal brace ...trusses. 8130 reqUired an end verticals. C011111num Top Chord atthetap TR Required Ofbilowth -~ X or ME BIM PLUMS P, 604P 12* Or Assi�r of 24" 1120 29 Depth I Oat, r 91 Lesser of Lnwor2n Maximum Plumb I 1'r Una 14/2m 12LO' OUT-OF-PLUMB INSTALLATION TOLERA Blu 131 13dF not curtru OR arwd� Frame . y•.'i1.a.C1'i•-" ±.t_+/.- :i�li.:�Ir«:.i«. .i.rr�w.w.:: - _ _ -�i:.w1 rL'i.wr•:�•:rte.=.W.�a. arm.�.� ^_- . D F,OFFED GABLE -ENCI . . .. . . • NINO SF'E3 M 9"PK W.&i WALL i£G'T T- LP TO 25 FT. (W- M PSI, SiiAFE F-ACTOR - LL TOTAL. X4W LOAD; 3p3 M1 • • AWAM x RW:Mi TO TAGS FOZ MAX • " STUO Lgm lx 9=8 wd WM =+tr�eRar� 7mcq t-e ; 23 4 •'' I 12 rpm=1 HM A I • � I � �YARIi� a 2904 3.OEX TIE NAIL® W1 i E 8Q NAILS AT ly QC TM L•el %AM T �� . � 3,•�, � ��w��-sue� A i A i I I w THE T. AE M. -Oil , SPAR TR ."s::•. 1 mtfAi uam i sir rcTuaoo �►r�c > 'o Q srp>;�ao�somm law To CA" ao MW i a, MCA in d>jaC>?o AQUA= 'aJ= w=-UP a° vi,ss w as �►r a=mono w ral�^sRu• M. TRas+a a a►M At %sa W awaa '� yes ?ICI Ne30 19 9 CUiL�—� W�1�T awn an � SCI No�O 3=T RfA� .1; ti• "Ift U%X LT WIM "C"M Ii11t R3 AT�?!I Rifer 1 III t�v 1• �m X-i1RAC�1G IT W.Pm= Im t� L.&UM"m t0 var. a mtq C.flQ �! '►80 w1D:S aw w Id ofaL a 2m 11 t t on QM 60 AT Ix off i ��t 111• a TI AT l w M � ! ) IRA"= , �i /1 P t1 , � .• : I t Lo= 1 ` r TM ern \` p. im TII> ---•• 1 = t > U LTS AT +P oz w Nt "M AX ?az OLT$ AT 4r OC W ms's AX 1� X MTAD- MOMALL RM AT '.LV 1=..%VX X M ALE 811II t•BRaA=MTAl- M tA�E Amy X >T `sue .• ttOTE � L rAM OPAAWDIG *•S FM STO. Oit�E3 MJ LS e0 OFAlL 3 c� a0.�ir TO 1•� ' RAT HOTTRt CilORO• AM MA:"ZMs aLY.••wI= AFPPJNAL � USE Ne�2 ND 19 SP � B�TTr L� mtom Mr.= E'MNW Q! �IITC-r'T. AL1. ft2 N o SP OR M• 2 FU�tIS'i; Cc" OF THIS MAW= m • CMJTZACTOR FAM BRA= D6TX.LATIO& JA&ID" GRAOE W U215e. Q>= T-C 2X4 N020 19 SP -,2 CrMl. V \ ,� e.�. 2X4 Homo 19 SP I—= wain 2k4 rtos0 i9 S. SrZC-91 C ma r----, •••• •t• • • ••••• ••• STANDARD GABLE, END DET-ALU.- .. •• • WIND SPEED 120 WH. MEAN WALL FEICHT 220 FT. �a�eo er tiara aFSu x DIAGONAL OR L-BRACING : : :• . :•: '• TRt=S:AT 24. O.C. TO TABLE BELOW t • • • • t • t • REFER . . • . . . . . . . . iXi 1/2'•PL}W060 SHEATHING-1 2X4 TYF. •••• .•••. .... 12 • VARIES TO COMMON T i ... . . . • • n 2X4 LATERAL - A A BRACING AS REOUIREEL u -u �►'S =110 WALL--\ ' e ///////////I/////I////I/ ////II/I///.Y/ •/ + ♦III/I/II/ J � � I FURRING 57n' OR LATH CONT. cEARM . 3x6 SPL (FT. SPAN TO MATCH Ca M TRUSS. TYPICAL 2X4 L-GRACE NAILED TO , LATEiRAL BRACING NAILING ULF- 2X4 VERTICALS W/8d NAILS. 8. O.C. VE RT. HEIGHT. 8 NAIL AT 0 ENO VERTICAL STUD 2 - 16d UP TO T-8• 7--8' - 9--a- - 16d SECTION A-A. OVER 8'-8• 4 - 15d MAXIMUM VERTICAL STUDS HEIGHT. SPACING OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE WITH L-BRACE 12 INCH O.C. 5-9-6 1 11-8-6 "-6 16 INCH O.C. 1-7-9 16-2-6 7-8-6 24 INCH Or. 1-g-g 8-3-8 I 6-3-6 NOTE: LVERT. HAD BEEN Q�C� FOR 128 WH WIND LOAD. :FI>;tttlSH COPY OF THIS pRALhNG TO CONTRACTO:i tee WALL HEIGHT OF 29 FT. AND L/249 OEFL CRIT. FOR BRACING WSTALLATION. 2=Ll---CTION ETWEEN BOTTOM CHM OF GABLE ENO 48RACItG SHOWN 1S FOR INDIVIDUAL TRUSS OM I TRUSS ANO WALL TO B_ PROVIOM BY PRO.ECT ENGINEER CMSJLT BLDG. ARCHITECT at ENGINER FOR OR ARCHITECT. 7Et1'ORARY A0 PERMANEItT BRACING OF ROOF Sy MINIHUM GRADE OF LUMBER C=r= � .soY. T.C. ZX1 No.21i0 19 SP TPI-92 Cr'11. �ZiF j Cq T•//�, t ELC. 2Xi N0340 19 SP SSBC-91 Webs 2X4 NO-3 19 SP Ma.1336 8 O OO LOADING L(FSF O S7R. INCR. , 33 TOP 38 1g DRAWN BY r .k3 BOTTOM 8 1g CHECKED BY , JAI SPACING: 24 Inds O.C. �• STRESS: YES M1Tek lndusirnes I= Approved�Zld►'Y� _�1�d��'-¢5 In ° 000 ; " •• ; MAR-Industries Inc °•••' '•••' 78A1 ..67STREET MAIW Fl 33166 MiTek (ig5l A77 6594 °.' '.' •• �•: : 241VNE(305)5943670 June 15, 1998 .• : . . ... . .... . Best Truss 7040 S.W. 44 Street Miami, FL 33155 _ Re: Project #Corner, Truss 1D:CJ7 (Process #898130224) Dear Sir: ' In reference to the above drawing sealed on June 10. 1998, the Duration Load Factor.of 1.33 has been used in the calculation of connection to, Hip Girder in accordance to Section 7.3.2 of ANSI/AF&PA NDS-1997. The typical application of 4, 16d common wire nails, on a structurally sound 2 x 4, placed in a staggered row should not split the lumber. A minimum edge and end distance of 1" is required. Please call if I could be of further assistance. Sincerely, MiTek Industries, Inc. Junaidie Budiman, P.E. F' Ctz BV s J� 't• a f� _ E. SET•. ,,. ••• ••• • • • • • ?$ met. • TOP CHORD CONNECTION: •Cbfi?�ER;JRCi TO' JACKS - 4,30-0 NAILS 7- 5'8' JACKS - 4,8-0 NAILS 2 COMMON JACK 30' 1'@' JACKS - 2,8-0 NAILS --� :...• t3YP). •• ;.. •I. Y • • L3 • • • • !2 Q •••• • •••• • •••• 04 66 • MIN. ? - 2-5— _ MAX P - 6.51 ' 3X4 9 zxs :TD. ►� 3 HT. rAX�, i 30TTOM"CHORO. CONNECTION: 7'0•. 4ACKS . rAx 2.8-0 MAILS COMMON JACKS PARTIAL ROOF LAYOUT PZACn011 - S]ir . -00VBLE BEVEL CUT I--Om 35 AT THE END OF TOP 2--m is ANO 50TTOM CHORDS. 8--367 IS 3 16.97 2 - P �- 2X3 1 3X4 4.16-0 NAILS 3X4 4 9-10-12 CORNEER JACK °,. A. HOTS T►aS M-OU1 MAS SEr,q 0,eac-O poR NO "PH WIND LQAD. wA1..L HT 18 FT M1UC y0��"'•••'�•��,� HUMDE FOR UPLIFT AT WANING WALL aW--CTIChS ,58 LbS AT CAN jA= d 749 LBS 'X: .G • to . MINIMV11 GRADE OF LUMBER T-C. 2x4 No.2 19 SP TPI-92 Crir. TA B.C. 2X4 NO2 t9 SP Webs 2X4 NO3 )9 SP ISSBC-91 �Gl ••..,,..•'��► c o sT�pEO ��6 LOAOlA'C L tPSFl0 S;R. IVI CR. : 33 TOP 30 )S DRAWN CK10 6Y : JAI �6 H 199T BOTTOM 0 10 a��.,,�... . 5PACING : 24' O.C. REP. STRESS: NO N,ITek indusiries Inc. Approved for MiTek Irms-iiies Inc; id :"TA01%!.�t.T:AN DADE N'r FtOAll 1 ' sees -... • TP It ... ... • ..wes.yrn�vvWrr W.IMY a...O�FII - •1 eft-DAbg FLAG. It PRODUCT CONTROL NOTICE Off'ACC � A�1 Iao WEST FI.AGt.F.A sra> .s • AMAMI, FLORIDA 33130=15 Hughcs Ntanufacturting,Inc. •o• .•• . . ..•:_ : : : : (305)375.25 FAX(305)375.291 _ 11910--6_Z Street ct � - • ••• ••• PRODUCT CONTROL OIVISIC moo: FL 33543 (30s)375.29( . , sees .• FAX(305)372-63; Your application for Product Approval of. Wood Connedors under Chapter 8 of the Metropolitan Dade County Code governing the use of Alternate Materials and - Types of Construction,and completely described in the plans,specifications and calculations as submitt( .4pplica (For-listing,see Section S of this Notice ofAcceplance) -has been recommended for acceptance by the Building Code Compliance office to be used in Dade County, Florida under the specific conditions set forth on pages 2 et. seq.and the Standard Conditions - on page-3. _ - - - This approval shall not bi:Wid after the rxpiration date stated below. The Office of Code Compliariee reserves the right to secure this product or material at anytime from a jobsite or mamufacturces plant for= equality control testing. If this product or material fails to pmxform in the approved manner, the Code - Compliance.Office-may_revoke,modify,or suspend the use bf such product or material immediately. Thc- applicant shall re-evaluate this product or material should any ammendments to the South Florida Buiidin - Code be enacted affecting this product or material. The Builiding Code Compliance Office reserves the the right to revoke this approval, if it is determined by the Building Code Compliance Office that this =: product or material fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. - - - /7 Acceptance No.:974205.03 - Expires:08/21/00 Raul Rod 'Suez Product Control Supervisor THIS IS THE COVERSHEET,SEE ADDPTIONAL PAGES FOR SPECIFIC AND GENERAL CONDITIONS -BUILDING CODE COMMITTEE - ihis application for Product Approval has been reviewed by the Metropolitan Dade County Building Code Compliance Department and approved by the Building Code Committee to be used in Dade County, Florida under the conditions set forth above. s anger, Director Building Code Compliance D Approved:08/21/97 -1- Metropolitan Dade County Internet mail address:Postmaster @buiidingeodeoniine.com 0 Homepage.tittp://www.bulldingcodeonitne.com APR 07 '99 1121 FR HUGHES MANUFACTUR I NG 8135358199 M 'I W776594 Hughes Manufacturing, Inc. •• ACCTPTANC NO: 97-0205.03 • . • • APPWew . : I M 2 "99'1 ;.... 0 0..VXP11tES :...• : Q« 2 1 2001 NOTICE OF ACCEPTANCE: SPECIFIC COIMDITrg0IgS 1.0 DESCRIPTION: This approval pertains to various sheet metal products designed to connect and/or anchor structure wood members in accordance with Section 2906 of the South Florida Building Code. The followij items are covered under this approval: Joist Hanger Strap Type ST 18 & 16 GA. Joist Hanger U Type UH 18 GA. Extra Heavy Connector EHUH 14 GA. 1.1 Joist Hanger Strap Type 00 0e 00 0 ° 00 0 o e 0 �° a �� e Q � 0 C $ A\-*•W Candido Font, PE,Sr. Product Control Examii Product Control Division -2- Sues Manufacturing Inc. • see • •• AF-PRO _ • ; AUG 2 1 199 ExrutiESS '•' '•' : AU6 Z 1 20C NOTICE OF ACCEPTANCE:SPECIFIC CQfif1ITIQNS • • • • :*009 ••• • 00000 • •000• • •0 6060 • = - Product- Dimensions: Fasteners- Design Loads. Cade,. -M A C W' Bender, Joist Down Up - ST 201 13'/." '/." 1.51 8" $-i6d. 6-16d 1170 705 ST 2-201 13'/." 8 '%- 3-1/8" 8-16d - 6-i6d 1170 705 ST 401 13%." 3-518" 5%." 3-518" 9-16d 6--16d 1170 705 - _ ST 202 - INV 3-518 S'/." 1-518" 12-20d 6-164 196.1 — ST Z-202 1T/: 3-518" 5%," 3-1/8" 1Z-ZOd 6-i6d 2100 725. - ST 402 171W 3-518 5!Y4- 3-518" I1-20d 6-16d 2100 725 - _ ST 424 _ 24" I 3-SW 5'/." 3-Sly" .1Z 20d 6-164 2100 7Z5 - _ - Note_ 1r8adC Sttap-16 gwp*#aneka 18 2j Penes doo offanwas is beaderis r'tbr l6dno&and 1-Ur for 2d=7s _ 3)Nags an W bad=xhail be i mg emoogh to be driven dump both places. _ 1.2 Joist Hanget.0-TM I8 Gauge 0 0 ° o • o p H- ' o • dido Font, PE. Sr. Product C;ontral E=ni Product Control Division - -2a Su hes Manufactarin� Inc jAUG 2 AUG 2 1 NOTICE OF ACCEP'PAN . •P ESC YDI IO S 20 CONDTTIONS'.OFDESIGiYz a) The approve products Aali be made of ga(venized steel c=rmming to ASTM.A446 s= quality A.Cmin.*d331MI and aminj==dingofGbO Ong to AMA, b) ALlowabl'e'loa&mb=ed=NadandDgdp- , mi&ad forwood construction 199 Edition and 1993 Eta. C) Design Ioadsare fat Somh=Puce RX=m with aka gmvity of(US. Allowable lo; other species or • shall be adjusted aaa�dingly d) Fasteners ate col==ic aai s,lag screws or boils forsitrgte shearas showed and note the approval e) All test were conducmdinaemrdance wi&ASIMD•1761 Allowable loads forwindjgM have already bezmiaRS=md by,ibt mion load factor of and no other inc mam is aMnj & 3.0 INSTALLATION: Aff installations shall be in=md=cc with the amaufacti, instructions.this Notice of Acre and the applicable sections of the South Florida Building Code 4.0 All approved products shall be ncatiy labeled with the snanttfactu:u's logo.including the manufactuizr's name and the Dade County Logo; in order to identify them at all times. dido Font, PE,Sr. Product Cantroi Product•Cantroi Division Hues Manufactur• m Inc : -kC . ARC'S?) NOTICE 13F ACCT '•••• C C0111D31TI�11TS Product Jaist Dime rnstca�r Design Lo: - - _ Code. � Sac W g A ��. Join Dawn. Ut F.HUI�z6` 2x b l r� J/& 3h" 20-16d 10.10dx !S" 2385 121 EHUI.IZ6N` axb 11s' 'S:/," 3 " 20-MMOA IO�HNZOAc 3160 17. ' FilUHZ8 2x5 : ire" �� 144Odxl.S' 3470 I84 HHUH ZSN' 7.x8 1 l� Tls" 3 " ZS-HNZOA 144HIM 4110 253 F.HUH 7.10• . - Zx A I ls" 9y.A " 3Z-�6d t6.10dx!.5" 39b5 Zi l F.iHUH 210N 2z 10 3y1- MOM • '4700 M EMH 26:2 •(Z)7.x 6 . 3 l� S t 3'/1" =46d - 1140d • 2875 165 F.HUI37.6-Zlil - Z x b .S!r ?ZADi120A 11-6120& 3285 219 EHUHZB-Z. (Z)7.,x S 34 '� r 32-i6d 14-10d 4185 . 21S i*H;JH Z8•?N: (Z)Zs$ 31; l� 3'Xs" 32-HN20A 1441NM 4275 279 ,EHUH ZI-3 (3)Zx 8 5 It" =6 i�" 3y1" 40-i6d - 1640d - 5190 264 EHUH (3)2 x S e" 6 ,�" 3h" 4�1$11ZOA 6HNZOA 5335 283 HHUH 210-7. .(7)2z 10 3'li 40464 16404 5I90 . EHiJH210-2IV (2)2x 10 •3 l;" Tim- 3y1" 40-M20A 16-HNMA 5335 t3�UH 46 4-x6 5 3 N" 335" 27 46d 11-10d 2875 169 E�iUH 46N_ 4 x b 3 ' a 3tRs" Z7rHNZ0A -114HN20A 3285 219 EHUH 48 4 x 8 3 ��" /�" ar 3246d 1440d 4i8.`+ I3 EMUH 48N 4 x 8 3W" 3243NZOA 14-HN20A 4,775 7.79 HHUH 410 7 r 10 _ 37,11" 19 1t" 3Is" -40.46d 16-10d 5190 zi I _EHUH 410N 4 x 10 3 lls' 197T 3%- 40-M20A t6-HNZpp 5 7.85 Notes - 1) Psasa'adoa of �l�deris�' for i6d aaii and 1%•" for HN20A. 2) , Penenidon of joistis IYi. - lido Fond PH.Sr. Product Canuoi Product Contml Division Rn�ties INsanfaeti;riat.Ian ••••• � � •� •. APPROVED • • • •• • •4. KOTIL'E OF A • : : ; • TARM-TiAAAW C10WO C M 10 Renewal afthis A ( "be=mWeidliera emfifodma.. submieddoc°nmm,mcba 6y� .0 2.Z Any=d sappoved did. "flsdeCmtyPltod�ta ;ara�s ofthis Acceptanca.... - s�pae: itystssedjodte 3• Reuawals o wM aatbe M 4 Tharins.heeat iatbe . not in cori'aaeeatbaaode � ofthispsct.aad the b) 7Uep:oductisuo.lonRer*essmeGassbaaaeaeY cja�ssatladost oflbe boddtrimaoteomgwidrdths S theme d) Us m bm vAm=Vm* *9d=da1ledit=*foedmdp=bmftmd.bit 4. �YarcbaaSeiatLametnisis,� aa�sbs be+ mnahmd=offtA=Vmooersmkapf atar�eooesssind[ no Y with approp:iate ft)aad thUG&L spptot�tliasbeea � tbe85ogofa : •3. Anyof*afaff aw ioasbatlaLsbeg mmdsAeamm'dofftAaep a) vasat& r pWf0===dft* arptooe� b) WmseafftAcmpmoeea� ot`asp tors .�dv�aa or�►°s PwF 6r badi:played ion• •' t3'�ae.�bltrmweedt�det:oumy. mtdlbltew�eal6yshe �� ^�6 =yp l I'm offtNoeiw A� q==is dspbj ,d;shm icsb 9 m�Y• T. A cape offt A .,area:appeor�d „i =dasbQ:aoaa+�a!rtapp sb�c s:ap�ided merbytlo a'b�omsaasb�ubaasa7sblalboci ooarthajobsitcaca�t�es. Vim. need noiissef the eoWm 9 �to c=gdy with any tscdma(WhAo "bsmase foes aadramvat dA m acrrptanceap®ga i.2.2 Zt�andtlns iaapage3. ttcros tQ 11 & 12 listed bdcmadyap*tOdsmtd pm t0. ITeiessspuaUyittdimediothe�l = +, uptisappo+rodasaato¢esmiti °a• ' itssailarian of this unit;aseparaseAccl moe fw=Wgm isr pkcd&m the i tadnaC®aoi Seaioa 11. Theqnminguffaummztw&WowulhXbadbeuWicUedinggcdm4afdds Nod=ofA . Theme hers in alt ather parts of tbs frame sttdt be n itdiamd in Secdm 4 of this N dee of Aimee-but in no a exceed 24"on center. The ran fa:mmershaltbe ioe=d nta r�afi"Ftom t�aanesad muu'ioa orscil Fastener shall fully pemttsttetite b=i;,which"be t m=usisss dme m tmted withsheustic Na wood orF shieids or pins shalt be used for wing• - Hardware for ag windows aid doorsstmlt conform to Satairy astd For=d awy pmmmiam Ch*a 36 of tha Sc Florida BuildIns Code. candido root.PE•sr.ProduaCoouOi E Product Conumi Division END OFTHIS ACC-TTANCE -3- IL - ! unifts MR Inc. .• A' PTtE rTO. 9.=eeso • • ••• ,•• • . , •,tt. ! • .. - d NOTICE OF AC C MONS 10 EMENCE.SUBMUTED: al Laboratory _ -Test Date Signs PT, Inc.#96-0907- ASTM D-1761 law96 - CR C AMU D-1761 0913x196 .. CR C PT,Inc.#96-0903. ASTM D-1761 11/06196 CIL C 4S7M D-176I 11105J9b- - CR C • . PT,Inc.096-100914 - AMU D-1751 =01129197 - CRC . PT,Inc-06-1015: ASTM W76I 03104!97. CR C _ Drawing& QiEclatfons ?gss •- S-sg� FBI _I M 27 MUM _ • TF D' Hugh=1;1= facasriag,Inc. '1 to 15' 12115196 TF Dt 'Kugiies Maaufact ag, Inc 1 m 24 �s V DI C=dido Font, M Sr. Product Can Product Conuci Division • ... • • ••• .• . • • •.• e.• . • • • • Hughes Manufacturing, Inc ACCE � NCT NO: .-0205_.0 • • •� NOTICE OF ACCEPTANCE:SI'EC1rC 6kUfftdNs Product Joist Blitteswons Fmmmazs Desim Loads Code Size A B H W V Header Joist Nd 16d ?Ad Iwo Upon m0% UH 24' 2 x 4 3" l" 3Y." 1 � 3a" 4 Z 580 - --700 UH 7A 2 x 6 3"' 101 1 l� 3Y." 8 3 1160 ?ZO t400 UH 28 2 x S 3" 1 7y" 1 , Me 12 4 1740 735 2100 UH 210812 2 x 10112 3" 1" 9Yi" 1 Is 3'Ys" 16 s 3320 900 2800 fH 2.26 (Z72x 6 .3" l" 415" 3 S'/: a 3 1160 — 1400 H ME (2)2 x 8 3" 1" 6h" 3 s •" 12 4 .1740 775 --2100 lu,' H2-210 (Z)2z 10 3" 31 S%: 16 5 Z3Z0 965 2800 UH 36 3 x.6 I 4Yi 8 3• 1760 1— 1400 UH 38 3 x 8- 3" " l" GYr l� 4#Y: tZ 4 1740 775 2 g UH 3101312 3 x 10112 3" l" SY." 4ya" 16 5 2320• 965 2800 UH 46 4 x 6 3" 1" S�/i 3 l� 5Yi" 10 3 1450 — 1750 Ulf 48 4%8 3•' 1- T/." 3 .Yi" 14 4 2030 775 2450 UH 3.210 (3)Ix 10 3" . 1" !�s" 41a 611.01 18 1160 3150 Noses 1) Nsils oa joiscsttstl ba laag to ardsfvms�oagp bOtb pimtsmdtlia�ed. 2) _Pe onoffau eiahc wandjoisggmgbaz rrari6dm0saad2ad"w20ds�7s 1.3 Extri Heavy Conaecmrs 14 am 4 a� C �• . r,v,� c Cvtdido Font. PE,Sr. Product Controi BEST • • • •• •• • • • ••• • • • • • • • • • • • e o • • • • . 7035 S.W.44 ST..MIAMI. FL COMPANY INC. •• � �W7-V97 . . . . . . . . . . . . VV LDt D STEE L f��I�� GEf� � • (yT��_ f' 3Co X.9/. O"Y :•••' •' i�' 1�2 P. r i f • ( -$- ��IH HOLD =dam OV �J. HANGaR J � • : 1 . I I �, Mg!/2'0 CAR-e. i ,� + 1 ,BoLr�7'J'P. A L L • 2 ./' •G t-b o r+L-Y T141%1 P'CR r. c GgA1u. i I .. m $ a 4 1 ua L� o A o ca //•ro �,yANGgR� �T. Q (No!� o�X'4) /v° 4-(HANG-ER' cLEY.4T/ON��Er"N�� ., eLffVAT/O�v 4% WeLOIN G (rrF) ` *w. c o At E=ZO x c E:•—c • � � I �� " GONr iv. r s T . I `Q O2a�Ts� -3�� o MAX/ML/M n FoR 4,X3 -M. ME;tJP.�E all ao S925'/b. No ¢ N dll lZ(v0 .0 lb- Ato s' va�JEs C VP cr ° I p. 6 K NG-R 7t 9I/G 0 - g No (HANG03 No r4 .."WO • �. • — l_.,.I �. 0000 `.. MUMI-a«M>r C ':�ll'�:F •• •• *AL" 5'1 A0E FLAMER it • � NI+CCU)$COMPLIANCE _ • • • • • • BUII.Di ••• ••• • • • ••••METRO-DADE FLACLER 13. PRODUCT.CONTROL NO°rj,(—"E OF A. 140 WEST MACLER sTRF-ST.su • • • MIAMI.FLORIDA 33 Southeastern Metals .�iaaufacturiag Co, �� �' (3°s�375 "4°1 FAX(303) 11801 Industry Drive Inc.c. •' •' •' CONTRACTOR LICEfVs1NC s] Jacksonville (303)373-2327 FAX(303) FL32226 :060 eeie* 06e 0000 ...• .• : CONTRTTO4 ENFORCEMENT si Your application for Product Approval,of. "" • •• • '••.' ;(103x3:s-:966 FAX(303)3 rruss ffQ�Iger& st"'a $ PRO06CT CONTROL Du udder Chapter (303)375•29m FAX(303)3 Ater 8 of the Code of Miami-Dade Count Construction, and completely described herein, has County recthe use ofAltemate Materials and T County Building Code Com liance 0> icx n recommended for acceptance by the Miam, p (P CCO) under the conditions specified herein. This approval shall not be valid after the expiration date stated product or material at anytime from a jabsite or manufte stated below. BCCO reserves the right If this product or material fails to perform in the a et's Plant for quality control testing. to set the use of such product or material ' approved manner,BCCO may revoke,modify, or su determined BCCO that this product or tma f s BCCO o meet the a right to revoke this approval, if Code. requirements of the South Florida Bu Tlic expense of such testing will be incurred I)y the manufacturer. Acceptance NO.:98-1016.06 Expires:01/I1/ZOOZ - �'�"' Raul Rodriguez THIS IS THE COVERSHEET,SEE ADDITIONAL PAGES Chief Froduct Cantro: Di FAR Sl'ECIr-IC AND CEl';ERr t:ONDITIONS BUILDING CODE & :PRODUCT REVIEW COMMITTEE This application for Product Approval has been reviewed by the BCCO and approved by the Building and Product Review Comminee to be used in Dade County, Florida under the conditions set forth aboN, 41tk—sco ntana, R.A Director Approved:0411511999 i of-!. Miami-Dade County Building Code Compliance Iottrnet mail addre2s: po:emaster®suitdingtodtoollne.com l iomepaee:.EttptJjwww.Duiidfnpcodronline.eom © TM FOR TECHNICAL INFORMATION: l e- ' sFMC 1 800 SE SPECS Sotbeastem Metals ManufaChUlltg Company Inc. 1-800-737-7327 HEAVY DUTY TRUSS HANGER N r--w RlzoovC: G.p1.1T2 .21„• Design Features: - Full 30 seat for higher loads and longer truss spans. app -*9li�-i0 ib-D(6 ' • Wider header flanges for easier nailing using standard nails. ' Materials: 16- 12 gauge galvanized steel DIMENSIONS SCHEDULE ALLOWABLE LOADS M PRODUCT FLOOR ROOF WIND/ PER -• SUE CODE GAUGE DESIGN DESIGN EARTHQUAKE CTN W H D HEADER JOIST LOAD LOAD UPLIFT UPLIFT 100% 125% 133% 160% . 2x6 THDS26 16 1518 5118 3 18-116d 14-IW V2 2335 2490 1285 1285 40 W . o 2118 THDS28• 16 1518 7 3 28.16d 20.110W 112 4090 5110 2450 2450 30 1 THDS 2x10 THDS210 16 15M 9 3 38.16d 26.1106112 5550 6935 3180 3180 20 1314x9112-14 THDS1795 16 1718 87)8 3 38.16d M10dx112 5550 6935 3180 3180 2x6(2) THOS26D 14 3118 4316 3 18.16d. 14.10d 2645 3310 2275 1 2730 10 7` 4eW t 2x8(2) THDS280 14 3118 6114 3 M16d' 20.104 4115 5145 3255 3550 10 t 2x10(2) THDS2100 14 3118 8114 3 *16d 26-10d 5585 6985 3550 3550 10 �N 4x8 THDS46 14 35M 4118 3 18.16d 4-10d 2645 3310 2275 2730 10 4x8 THDS48 14 3 518 6 3 28.16d 20-10d 4115 5145 3255 3550 10 4X10 THDS410 14 3518 E3)4 3 W-16d 28-tOd 5585 6985 3550 3550 10 ---' 2x6(2) THDH26.2 12 37116 5 W 3 20.164 8&164 3735 4870 1250 1500 10 2141(2) THDH28 2 12 37116 7 3 38.16d 10.164 6210 7765 1560 1870 10 2x10(2) THOH210-2 12 37116 9 3 46-16d 12.160 7845 9255 1870 2245 10 4x8 THDH46 12 3518 5114 3 20.164 8-164 3735 4670 1250 1500 10 4x8 THDH48 12 3 518 611116 3 36.16d 10.160 6210 7765 1560 1870 10 4X10 THDH410 12 3 518 i 8 7118 i 3 46.16d 12.164 7645 9805 1870 2245 10 FOOTNOTES: Use all specified fasteners in schedule to achieve values indicated. INSTALLATION: Load values w-3 based on trusses. SEE GENERAL NOTES: 1,2,3.4,5,6,7,8,9,10,12 CODE COMPLIANCE: Engineers sealed approval available upon request Submitted for a National Evaluation Report (NER#Pending). STRAP TRUSS HANGER 2- 2 yr Design Features: - This multi-purpose truss hanger design bends to fit a variety of configurations including overhang or face mount installations. SHP Materials: 18- 16 gauge galvanized steel_ _ DIMENSIONS FASTENER SCHEDULE ALLOWABLE LOADS „ PRODUCT FLOOR ROOF WIND I PER H SIZE CODE GAUGE DESIGN DESIGN EARTHQUAKE CTN W H BS HEADER JOIST LOAD LOAD UPLIFT UPLIFr 100% 125% 133% 1600/0 as 2X SHP29 18 19/16 91/2 ,2112 26-16d 6-10d j 2715 2715 755 755 50 _ `- 2X MSHS29 18 1518 9 2 14-16d 10.104 2045 2555 1375 1650 50 ` 1'rul' 't W. 2X MSHS213 18 1518 13 2 14-16d 10.100( 2045 2555 1375 1650 25 y�0tr� es 2X MSHS218 18 1518 18 2 16-16d 10.10d 2335 2920 1375 1650 25 TOP MSHS 2X MSHS222 18 1518 22 2 22-16d 10.10d 1 3210 3500 1375 1650 25 MOUNT ZAke:j M,04041O-1 u d - • - -- - 2X(2y MS4S218.7 16 jJ118 18114 •2' 16.164 10.10d 2335 2920 1625 1750 25 i 2X(2) MSHS222-2 16 3 ii8 22114 2 22-16d 10-104 321,0 3500 1625 1750 25 4X MSHS413 16 3 518 13 2 14-16d 10-10d 1 2045 2555 i 1625 1750 25 4X: IA918318 S6 ; 518 k 121 Z 16.16d 10-10d 2335 2920 1625 1750 25 4X• 1uISH 22 46 • 3518 2Q 22-16d 10.10d 3210 3500 1625 1750 25 _ FOOTNOTE: Loads values are based on tosses. INSTALLATION: Use all specified fasteners in schedule to achieve values indicated. FACE • • • ••••• • Strap mgy bq,4q(d-1orm over the header a minimum of 11/2',for top mount. 'r •. • • • • Alternate fastening soh dJewwailabie upon request MOUNT " ! Sid to DERAC NOTES: 1:2,3,4,5:6,10: •••• COQ&FO?4P•L;"CPi.• B-B.C.C.1. N9166p#9320,METRO DADE COUNTY REPORT/192.0830.4,Submitted 11113 for a Nal hal EM11110o Report(NER!Pending). 45 Southeastern Metals Mf 7. Co Tw a � ACCEPTANCE NO: APPROVED : APR 15 EXPIRES 0141/201 NOTICE OF ACCEPTANCE: SPE IC CONDITI0N5 1 SCOPE 1.1 This renews and revises the Notice of Acceptance No.95-0818.15 that was issued wood connectors;as described in Section 2 ed on 01/11!96. It apps Florida Building Code(SFBC), 1994 Edition fort Miami-Dade County.For the locations where as determined by SFBC Chapter 23,do not exeetd the d ��' designed to comply with the, esign load indicated in the approved drawiings. 1. PAODUCT DESCRIpTjON 2.1 The Semco Wood Connectors shall be fa!oricated and used in strict com !dance w' Drawing No.95-0818.15,titled"Truss Hanger and Stra p with the following doc dated 11/17/98,with no revisions,sheet 1 &2 of 2.The drawings shall bear the Miami-Dad M",prepared by Southeastern Metals Mfg. Co., Control Approval stamp with the Notice ofAcceptance number and approval date b the a County Pr Control Division. These documents shall hereinafter be referred to as the approved amt-Dade F 2. L1WATIONS drawings. 2•1 Allowable loads are for Southern Yellow Pine with a specific gravity of OS5 and moisture sture content of 19 2.2 Allowable loads are based on testing per ASTM D 1161 and calculations per National wood construction 1991 Edition. Design Specificati 3. INSTALLATION 4.1 The wood connectors shall be installed in strict compliance with the approved 4. LABELING 5.1 Each wood connector shall bear a permanent label with the manufacturer's name o following statement:"Miam i-D ;Count),Product Control Approved'. r logo, cty,state and tt 5. BUILDING PERNU? 6.1 Application for Building Permit shall be accompanied by copies of followin : 6.1.1 This Notice-of Acceptance $ 6.1.2 Duplicate copieS of the approved drawings as identified in Section 2 of this Notice clearly marked to show the hangers and angles selected for the proposed installation. 6.I.3 y of Acceptance, An other document required by the Building Official or the SP installation of these products. EC in order to properly evaluate th .00. . 000 • 60066 . 000. • 0000 Candido Font, PE, Sr. Product Control Examii •.... 00000 ..�.. 0000 Product Control Divisiorr 2 of 3 6 6 6 . . . 6 0000 0000 0000 . . . . . 0000 6 . . 06.60 . . . 000 090 6.6.. 6 . . . . . . . . . ... 00000 . .6 0 6 00000 0 ... 0000. . 0000 uthe9ste Metals ACCEPTANCE NO.: APPROVE ;AI t EXPIRES OTIC'E OF C ANCE STANDARD COND1•fTONS 1• Renewal of this Accep submitted doan�tapprovat)shat!he considered after a renewal cumentation, including testsuppo�g�� •aeerin appllcauon has been fI Z- Any and all � $ currents,are no older than amino products shalt be Permanently labeled with the martufacau,er�s name,city,su following statement "Miami-Dade Coup condRidns ofthis Acceptance. . �Control Approved", or as s Y, peeifically stated in 3• Renewals of Acceptance a) There has been a will not be considered if is not in chugs in South Florida guiIding Code affecting the evaluation of this ptodun compliance wide the code b) The product is no longer the sa<ste °, C) If'be A ce holder has not (Identical)as the one oti mall installation of the produce P �all the $ i approved, requirements of this acceptance,in its d) The engineer who originally ptapared.signed practicing the engineering profession. and sealed the rehired document don initially submit 4. Any revision or Change-in the m�� cause for te�inatian ofthis Atce a'�,mtdlor manufacture of the prorttct or revision application with "�MESS prior written approval has been Ptvcas shall auto' appropriate fee)and tp�ted by this office. �t'�d(through t. � Any of the following shall also be gr ounds a) I:nsatisfactary Pwing s a shall of this$ for removal of this Accep== b) Misuse of this Acre Product or process. �r as an endorsement of any product, Cor sales. advertising or My other pucpc 6• The Notice of Acceptance expiration date may pronto number P�ded by the words Miami-Dade Cohn then it shall be done in-its b tserlittY�Yin advertising llteratur� If an �S Florida,and followed 7• A co y portion of the Notice of Acceptance COPY Of this Acceptance as Well a the user by the manufacturer, P�+ed drawings and other documents, where it applies,shall I engineer need not re3ea copies. 'tom and shall be available for inspection at the job site at all 8. F'aiIure to comply with any section Of this Acceptance p nce shall be cause for termination 'and removal of Ai 9• This Notice ofAccePtance consists of pages 1,Z and this fast Pa8 a 3• • • • • 0000 0000 ••• ••�,•• 0000 Candido Font, PF,Sr product Cantro END OF THIS ACCEPZ'A Col Division NC • • • • • • • • • • • • 3of3 . . . . . . . . . .. . . . . . . . . . . . . . • • •• • . . . 00.00 . . • •0• ••• • • • • . . . . . . . . ... . . . .. .. . . . ... ..... . . ... .... • S 8 " '.S S 3 C7 D r . i its rl IL e � i A I IN ra I ' . •Y.• . • . • •o*:* . •..• . 00 00 �i t1 �►�i " c M0° " Teu�s v �dCC! SOUTHEASTERN PETALS MFC. CO.. INC N' >>801 INDUSTRY DRIVE S1'Op' r JACXS MnLLE. FLOR10A 32218 . . . .. .. . . . ... ..... . . ... .... J S-VAL STANDARD ROOF 9A.. . .rL E `.-DE :'.•jL i ••••• ••••• • : k ••:•• : •PREPARE) BY NIAI • •• 44 : 2X3 ZtYP) . .'• 3ea poke;(o SUPPORTING_ �' • • • • TRUSSES Strap ® 48 o.c. see note (c) • below :"•. •'"': :'• •••• 3x • .... . . . ... . . . . 5x6 spl. (tip) 3x6 spl.. (ty Supporting trusses at 2'-0" O.C. max 47 JL -- NOTES: vAMEY MWSSES (a) Provide continuous bracing on verticals v AREA over 6'-3". Connect bracing to verticals w,'2-8d nails and bracing must be. tied to a fixed point at each end. (b) Max. spacing for vertical studs= PARTIAL ROOF LAYOUT - Or.- trusses with-spans over 24'-0" the vertical should be spaced- at 6'-0" o.c. (c) Conn. for wind uplift w/ min. 1 1/4 16 ga. twist strap at 4'-0" intervals w,'4, 10d nails each side of strap. 12 Max 120 mph wind speed, 20'-0" max pitch wall height. (ASCE-7 188 Supporting Truss 4 to 7 `Jolley trusses at 2'-0" O.C. mux. Note:Plywood sheathing may be extended bellow valley 6" wedge nailed to truss w/2-8d toe nails •;•Provide opening for straps to connct to tnLsses or bevel cut bottom chord of valley truss. below. + C) / k 12EV.41�3o19b JA1't_. , �.. t C MINIMUM GRADE OF LUMBER TPI-92 Crit. IF o o `� = w Gwti R T.C. 2x4 No. 2ND 19 SP 5FBC-9S .B.-C. 2X4 No. 2ND 19 SP Revised: �p.' ?'� y Webs 2X4 No. 3 19 SP 7/7/94 ;. STATE OF LOADING PSF .%°��•• Fco��a�•'�`` ( �, STR. INCR.: 33% •<G�ST*gp se L DRAWN BY: P.G. TOP L t5 I� r ' 'STANDARD PIGGY- BACK...CONNECTION. DE TA I too : : :•••: : : : PREPARED BY WA • • • • • • ••••• • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • _ PLYWOOD GUSSETS OR NAIL—ON—PLATEP•ETYP)* ••••• r000 (SEE NOTES BEGOW� ••• AIGG•YBA�K •••• • •••• ••• • •••• • CONTINUOUS LATERAL TRUSS BRACE (TYP) SUPPORTING TRUSS NOTES: (1). Refer to seperate piggyback and base truss engineering for truss configuration, plating, lumber grades, bracing, etc. (2). Use 2x4 continuous bracing at 2'-0" o.c. connected to top chord of supporting tNss w/2-16d nails. Bracing to be tied to fixed point at each end. (3). Use 3x8. 20 gage nail—on—plates w/6-1 1/27 long, *11 gage nails, 3 nails in each chop 1/2"x6"x8" ext. type plywood gussets on each face, at 4'—O" o.c., nailed w/8-8d nail: on each face (4 nails in each chord). (4). This drawing applies to trusses spaced at 24" o.c. (5). Designed for windspeeds up to 100 mph ® 10' wall height. in MINIMUM GRADE OF LUMBER TPI-92 Crit. • T.C. 2X4 No. 2ND 19 SP SS13C-91 '� k t} h{a v No.36205 B.C. 2X4 No. 2ND 19 SP Revised: .G L TA Webs 2X4 No. 3 19 SP 7/7/94 o cz c� " ' - • ZD11 R. INCR.: 33 RED RAWN 8Y: P.G.ECKED BY: J.A.I. T Indus triE EP. ST MiTek Industries Inc. ApprovedJ(�f() .._ 0000 ••• • • 00.00 ••• • • _ • :• • • 0010• ••• ••• • • • • 0000• • • • MAXIMUM OVa. H IGS.. :': :': - • e 0000• ••o 0000 oVE FHANG : c• WTMML - I ED= ea.T� To .31IE33EOBH- W min cm b1/E'RHAA[6 WI7'1i0UT RE i tJRH. '- VM WM4 RETURN GRACE CF - 18 P5F Sc-q2 2 P5F SM:Rr LUM943� 2X4 2Xa 2X4 • _2z)w No.2rtD 19 SP 2- 1-2-9 No•Z 49 SP 2-9-35 4-8-11 2-4-0 44-11 ftm -19 SP 3-8-2. 4-1•-7 3-0.0 4-6-M NalND 19 SP 3-9-7- 4-S-8 3-0.0 4-941 • N&l WS?S? 3-1-11 1-7-i5 3-0-0 4-4-43 NaiO 19 S? 3-3-0 4-3-38 3-1-8 -4'IQ4 NCSS 19 SP �2-�{ S-C-Q 3•Q-p 44-33 r SS 19 SP 34-0 5-1-5 $-�•8. 4sU-15 CSS 19 SP 3-3-11 6 CASM-7/AS , 110 MPi4 WitV'Q 15;CAT C.j PJ►!"Tt'di+ L 33 D MINIMUM GRACE GF LUMt9S WLt L jZgO Q T-M 2X4 Nos2NO 19 SP 71-92 am. (0A Webs ?X4 No3 �91 SPA C' ; No.3SMS Q C rte• JOB Montebello 2 LEO LLANOS, P.E. Consulting Structural Engineer sHEET No. �nrlr�l A one �1pL�!_L of - 18495 S. Dixie Highway, #337 CALCULATED'BY I a- MIAMI, FLORIDA 33157 �L'�' DATE (305) 378-6916 1�LL ta: ' CHECKED BY '`_E41 DATE SCALE h STRUCTURAL CALCULATIONS G Applicable Code: * SFBC 1994 Building Code * ACI 318-92 Reinforced Concrete * ACI 530-92 Reinforced Masonry * Masonry Designers Guide by ACI, TMS,ASCE * ASCE 7-93 Wind Criteria per SFBC chapter 23 & ASCE 7 Basic Wind Speed ----- 1 10mph height< 60 feet Exposure "C" 1= 1.05 ( Importance Factor) At hurricane Oceanline Qz 0.00256Kz(IV)* Cp= .80 at underside of roof for open structure Gh , Gz ( gust response factor) Gcpi ( Internal pressure coefficient) Design Loads: Roof Dead Load ------ 15 psf( top chord) 10 psf( bot chord) Roof Live Load--------- 30 psf pitch of roof 5/12 angle =22.6 degrees Mean Roof Height --------- 17.50 feet above grade B= 69.00 FEET "a" = 6.90 FEET L=42.00 FEET "a" =4.20 FEET 1994 SFBC 2403.2 PRESUMPTIVE SOIL CAPACITY For undisturbed sand, or sand and rock the maximum Assumed Soil Bearing Pressure=2,000 psf. To be substantiated by Testing Lab Owner's Representative for "Inspection and Testing" ESA Design Group All concrete to be f c = 3,000 psi E= 3,122,018 psi reinforcing steel fy= 60,000 psi fs=24,000 psi Es= 29,000,000 psi Em= 1,500,000 psi N=Es/Em =19.33 All block 8" ASTM C-90 Hollow Unit Masonry. Design fm= 1,500 psi Grout shall comply with ASTM C 476, 28 days min. comp strengfh 2,000 psi *' Grout Slump Required ---- 8"-11", provide cleanout holes at filled cells Max. grout lift height =5.0 feet Max. pour height= 121A feet G Contractor to consolidate grout lifts with 3/4 inch vibrator Mortar Slump Required (ASTM 270)----- 5"-8" type "S" Structural Engineering contained herein shall bear the,Eng neer,s`�� original signature, date and impressed seal. Per Chapter 471,"V.84 r « f w9L�..>71,w ter" .�s•sv�,,`�+" Y Leo Lianos, P .E . Consulting Structural Engineer PROJECT. Montebello 2 model A FILE PG. NO 1 SITE`' South Miami BY LLL DATE 10/27/99 SUBJECT ASCE 7-88 (7-93) WIND LOADS CK w ASCE 7-93 WIND LOAD CALCULATIONS WIND DATA . . . . . . . . . . . . . . . . . . Wind Speed (V) 110 . 00 mph Importance (I) 1 . 05 Category I Exposure C Dist . from Ocean 10 . 00 mi : : : : : : : : . . . . . . . . . STRUCTURE DATA Height 17 . 50 ft PRESSURE COEFFICIENT DATA : . FIGURE 2 SURFACE WINDWARD SURFACE LEEWARD SIDE_L 69 . 00 ft / 1 SIDE_B 42 . 00 ft SURFACE SIDEWALLS TABLE 9 CONDITION I a 3 Leo hlaRos, P.E . Consulting Structural Engineer PROJgCT •: Montebello 2 model A FILE PG. NO 2 SITE' South Miami BY LLL DATE 10/27/99 SUBJECT ASCE 7-88 (7-93) WIND LOADS CK w ' ASCE 7-93 WIND LOAD CALCULATIONS GENERAL EQUATION FOR WIND' PRESSURES, p . . . . . . . . . . . . . . . . . . p = q.Gh.Cp - gh. (GCpi) q qz for windward wall evaluated at height z qh for leeward wall, side wall , and roof evaluated at mean roof height Gh given in Table 8 Cp given in Fig. 2 (Table 10 for arched roofs) Cpi : given in Table 9 . . . . . . . . . CALCULATION OF PRESSURE COEFFICIENT (q) . . . . . . . . q = 0 . 00256 .Kz . (I .V) ^2 (Eq. Cl) q = 33 . 83 * Kz . . . . . . . . . CALCULATION OF GUST FACTOR (G) . . . . . . . . . . . . . . . . . Gz = 0 . 65 + 3 . 65 (Tz) (Eq. C5) Where Tz = 2 . 35 * Sgrt (Do) / ( z/30) "' (1/Alpha) (Eq. C6) Do = 0 . 005 (Table C6) Alpha = 7 . 0 (Table C6) } Leo " largos, P .E . Consulting Structural Engineer PROJ9CT Montebello 2 model A FILE PG. NO 3 SITE^' South Miami BY LLL DATE : 10/27/99 SUBJECT ASCE 7-88 (7-93) WIND LOADS CK ASCE 7-93 WIND LOAD CALCULATIONS WINDWARD WALL TABLE OF WIND LOADS . . . . . . . . . . . . . . . . . . HEIGHT Kz Cp Gh +GCpi -GCpi q qh p p (ft) (psf) (psf) (psf) (psf) 0 - 15 0 . 80 0 . 80 1 . 31 0 . 25 -0 . 25 27 . 09 28 . 31 21 . 21 35 . 36 15 - 18 0 . 84 0 . 80 1 . 31 0 . 25 -0 . 25 28 . 31 28 . 31 22 .48 36 . 64 Leo Llaios, P .E. Consulting Structural Engineer PROJtCT; Montebello 2 model A FILE PG. NO 4 SITE South Miami BY LLL DATE 10/27/99 SUBJECT ASCE 7-88 (7-93) WIND LOADS CK ASCE 7-93 WIND LOAD CALCULATIONS LEEWARD WALL . . . . . . . . . . . . . . . . . . Pressure Coefficients +GCpi = 0 .250 -GCpi = -0 . 250 Cp Leeward (side B) _ -0 . 371 Cp Leeward (side L) _ -0 . 500 Design Wind Pressures Gust Factor, Gh = 1 . 305 Exposure Coef . Kz = 0 . 837 Velocity Pressure, qh = 28 . 311 psf Case I (+GCpi) Pressure-Side B, p = -20 . 80 psf Case II (-GCpi) Pressure-Side B, p = -10 . 00 psf Case III (+GCpi) Pressure-Side L, p = -25 . 55 psf Case IV ( -GCpi) Pressure-Side L, p = -11 .40 psf Leo lulanos, P.E . Consulting Structural Engineer PROJVECT_ Montebello 2 model A FILE PG. NO 5 SITE' South Miami BY LLL DATE 10/27/99 SUBJECT ASCE 7-88 (7-93) WIND LOADS CK ASCE 7-93 WIND LOAD CALCULATIONS SIDE WALLS . . . . . . . . . . . . . . . . . . Pressure Coefficients +GCpi = 0 . 250 -GCpi = -0 . 250 Cp Side Walls = -0 . 700 Design Wind Pressures Gust Factor, Gh = 1 . 305 Exposure Coef . Kz = 0 . 837 Velocity Pressure, qh = 28 . 311 psf Case I (+GCpi) Pressure, p = -32 . 94 psf Case II (-GCpi) Pressure, p = -18 . 79 psf *** Positive Pressure acts toward surface . Negative Pressure acts away from surface . *** Combined wind pressure shall not be less than 10 . 00 psf . Leo L'•lanps, P . E . Consulting Structural Engineer PROJ9CT = Montebello 2 model A FILE PG. NO 1 SITE South Miami BY LLL DATE 10/27/99 SUBJECT ASCE 7-88 (7-93) WIND LOADS CK ASCE 7-93 WIND LOAD CALCULATIONS WIND DATA . . . . . . . . . . . . . . . . . . Wind Speed (V) 110 . 00 mph Importance (I) 1 . 05 Category I Exposure C Dist . from Ocean 10 . 00 mi STRUCTURE DATA S : : : : : : : : . . . . . . . . . Height 17 . 50 ft PRESSURE COEFFICIENT DATA : . FIGURE : 3 ZONE 1 MEAN ROOF HEIGHT LESS THAN 60 . 00 FT. AREA 320 Ft2 ANGLE 22 . 6 deg TABLE 9 CONDITION I Leo Llan,os, P .E . Consulting Structural Engineer PROJtCT = Montebello 2 model A FILE PG. NO 2 SITE South Miami BY LLL DATE 10/27/99 SUBJECT ASCE 7-88 (7-93) WIND LOADS CK ASCE 7-93 WIND LOAD CALCULATIONS GENERAL EQUATION FOR WIND PRESSURES, p . . . . . . . . . . . . . . . . . . p = gh. [ (G.Cp) - (GCpi) ] qh evaluated at mean roof height using exposure C GCp given in Fig. 3a and 3b GCpi given in Table 9 . . . . . . . . . CALCULATION OF PRESSURE COEFFICIENT (q) . . . . . . . . q = 0 . 00256 .Kz . (I .V) ^2 (Eq. Cl) q = 33 . 83 * Kz Leo Llauos, P .E . Consulting Structural Engineer PROJECT- Montebello 2 model A FILE PG. NO 3 SITE South Miami BY LLL DATE 10/27/99 SUBJECT : ASCE 7-88 (7-93) WIND LOADS CK ASCE 7-93 WIND LOAD CALCULATIONS Pressure Coefficients +GCp = 0 . 00 -GCp = -1 . 10 +GCpi = 0 .25 -GCpi = -0 . 25 Design Wind Pressures Exposure Coef . Kz = 0 . 837 Velocity Pressure, qh = 28 . 311 psf Case I (+GCp, +GCpi) NOT APPLICABLE Case II (+GCp, -GCpi) NOT APPLICABLE Case III (-GCp, +G ) Pressure, p = -38 . 22 psf Case IV (-GCp, -G Pressure, p = -24 . 06 psf *** Positive Pressure acts toward surface . Negative Pressure acts away from surface . *** Wind pressures shall not be less than 10 . 00 psf . Exposure Category C for all terrains . Leo -Llapos, P .E . Consulting Structural Engineer PROD-2CT. Montebello 2 model A FILE PG. NO 1 SITET South Miami BY LLL DATE 10/27/99 SUBJECT : ASCE 7-88 (7-93) WIND LOADS CK ASCE 7-93 WIND LOAD CALCULATIONS WIND DATA . . . . . . . . . . . . . . . . . . Wind Speed (V) 110 . 00 mph Importance (I) 1 . 05 Category I Exposure C Dist . from Ocean 10 . 00 mi : : : : : : : : . . . . . . . . . STRUCTURE DATA Height 17 . 50 ft : : : PRESSURE COEFFICIENT DATA : . FIGURE : 3 ZONE 2 MEAN ROOF HEIGHT LESS THAN 60 . 00 FT. AREA 320 Ft2 ANGLE 22 . 6 deg '2-.�,r, TABLE : 9 CONDITION I Leo Llanos, P .E . Consulting Structural Engineer PROJIECT- Montebello 2 model A FILE PG. NO 2 SITE South Miami BY LLL DATE 10/27/99 SUBJECT ASCE 7-88 (7-93) WIND LOADS CK ` ASCE 7-93 WIND LOAD CALCULATIONS GENERAL EQUATION FOR WIND PRESSURES, p . . . . . . . . . . . . . . . . . . p = qh. [ (G.Cp) - (GCpi) ] qh evaluated at mean roof height using exposure C GCp given in Fig. 3a and 3b GCpi given in Table 9 . . . . . . . . . CALCULATION OF PRESSURE COEFFICIENT (q) . . . . . . . . q = 0 . 00256 .Kz . (I .V) ^2 (Eq. Cl) q = 33 . 83 * Kz Leo -Llanos, P.E . Consulting Structural Engineer PROJECT Montebello 2 model A FILE PG. NO 3 SITE South Miami BY : LLL DATE 14/27/99 SUBJECT ASCE 7-88 (7-93) WIND LOADS CK ASCE 7-93 WIND LOAD CALCULATIONS Pressure Coefficients +GCp = 0 . 00 -GCp = -2 . 00 +GCpi = 0 . 25 -GCpi = -0 . 25 Design Wind Pressures Exposure Coef . Kz = 0 . 837 Velocity Pressure, qh = 28 . 311 psf Case I (+GCp, +GCpi) NOT APPLICABLE Case II (+GCp, -GCpi) NOT APPLICABLE Case III ( -GCp, +GC Pressure, p = -63 . 70 psf Case IV ( -GCp, - Pressure, p = -49 . 54 psf *** Positive Pressure acts toward surface . Negative Pressure acts away from surface . *** Wind pressures shall not be less than 10 . 00 psf . Exposure Category C for all terrains . Leo -Llanos, P .E . Consulting Structural Engineer PROJECT. Montebello 2 model A FILE PG. NO 1 SITE- South Miami BY LLL DATE 10/27/99 SUBJECT ASCE 7-88 (7-93) WIND LOADS CK : ASCE 7-93 WIND LOAD CALCULATIONS WIND DATA . . . . . . . . . . . . . . . . . . Wind Speed (V) 110 . 00 mph Importance (I) 1 . 05 Category I Exposure C Dist . from Ocean 10 . 00 mi STRUCTURE DATA S : : : : : : : : . . . . . . . . . Height 17 . 50 ft : : : PRESSURE COEFFICIENT DATA : . FIGURE 3 ZONE 4 MEAN ROOF HEIGHT : LESS THAN 60 . 00 FT. AREA 48 Ft2 TABLE 9 C)(L� CONDITION : I Ct r-'-f Leo Zlanos, P .E . Consulting Structural Engineer PROJECT- Montebello 2 model A FILE PG. NO 2 SITE South Miami BY LLL DATE 10/27/99 SUBJECT : ASCE 7-88 (7-93) WIND LOADS CK : ASCE 7-93 WIND LOAD CALCULATIONS GENERAL EQUATION FOR WIND PRESSURES, p . . . . . . . . . . . . . . . . . . P = qh. [ (G.Cp) - (GCpi) ] qh evaluated at mean roof height using exposure C GCp given in Fig. 3a and 3b GCpi given in Table 9 . . . . . . . . . CALCULATION OF PRESSURE COEFFICIENT (q) . . . . . . . . q = 0 . 00256 .Kz . (I .V) ^2 (Eq. Cl) q = 33 . 83 * Kz Leo -Lla..nos, P.E . Consulting Structural Engineer PROJECT Montebello 2 model A FILE PG. NO 3 SITI South Miami BY LLL DATE 10/27/99 SUBJECT ASCE 7-88 (7-93) WIND LOADS CK ASCE 7-93 WIND LOAD CALCULATIONS Pressure Coefficients +GCp = 1 . 24 -GCp = -1 . 34 +GCpi = 0 . 25 -GCpi = -0 . 25 Design Wind Pressures Exposure Coef . Kz = 0 . 837 Velocity Pressure, qh = 28 . 311 psf Case I (+GCp, +GCpi) Pressure, p = 28 . 02 psf Case II (+GCp, -GCpi) Pressure, p = 42 . 17 psf Case III (-GCp, +G Pressure, p = -45 . 00 psf Case IV (-GCp, -GCpi) Pressure, p = -30 . 85 psf Positive Pressure acts toward surface . motive Pressure acts away from surface . * OU3%d pressures shall not be less than 10 . 00 psf . VIRposure Category C for all terrains . LEO LLA JOB Iv1 o nn � IQA . _ NOS, P.E. Consulting Structural Engineer SHEET NO. OF 18495 S. Dixie Highway, #337 CALCULATED BY MIAMI, FLORIDA 33157 DATE (305) 378-6916 CHECKED BY I DATE ! SCALE J 2 �3 7o PSF 2 � ?_0 \ �1,33 G ul I o� ?) ! i 0 �s I �F� = —tc3,lo -AZ at, 22xg>o /3 -t i�x2x►o Clv �1 ►� l�� �?�/y 1,2 — \O I I b 32� s � .So 3,53'P 12.51 /5v III .l LEO LLANOS, P.E. JOB M�� �� " `� fnn AA Consulting Structural Engineer SHEET NO OF 18495 S. Dixie Highway, #337 MIAMI, FLORIDA 33157 CALCULATED BY �— — DnrE 4 (305) 378-6916 CHECKED BY pniE SCALE i I 11 f l it ,3s. IZ10 L) s I . 4-' / I \ I ,4,, 25 , 2S T T , I t o K 10-G 13 I�t G �i2r � rl I _ LEO LLANOS, P.E. JOB ' A4 A ' Consulting Structural Engineer SHEET NO. OF 18495 S. Dixie Highway, #337 MIAMI, FLORIDA 33157 CALCULATED BY DATE (305) 378-6916 CHECKED BY DATE SCALE T--i 220/ ok1 3.30 I ' - X91 1 , 21r I u 1332 +,1 �U�l�� .�• I_�V ' LEO LLANOS, P.E. JOB - j Consulting Structural Engineer SHEET NO or . 18495 S. Dixie Highway, #337 MIAMI, FLORIDA 33157 CALCULATED BY oniE I��I 4 (305) 378.6916 CHECKED By DATE I SCALE I + `1 •0 2.2 '�' ) S•S r � �k'0 I 2Z So► �.r,.s�Q ----- 12 - s o / -71 I U = 5 � 1k r i LEO LLANOS, P.E. JOB ° JR 0, LJ i Consulting Structural Engineer SHEET No OF _ 18495 S. Dixie Highway, #337 MIAMI, FLORIDA 33157 CALCULATED 0Y DATE (305) 378-6916 CHECKED By DATE SCALE I I �,� �D� i �-�( S V•� 10 ( 0 O o 6� S u = I II� _ o o L) V P � 0 1 X300 1bs UIC plc _ i 1 , 00 '�` , 8U < l , o P�JL �.e, i i I LEO LLANOS P.E. Joe - Consulting Structural Engineer SHEET"c. OF 18495 S. Dixie Highway, #337 MIAMI, FLORIDA 33157 CALCULATED BY DATE (305) 378-6916 CHECKED BY DATE SCALE I Yo i o Lo ct 4- 10101 = 1,��•Od I -- I \ Zs 4425 - 30 = I ou A. — d-� I I I S SID bL lL Y-2 0 w lit t - -- A �„`�.1� LEO LLANOS, P.E. JDB M t Consulting Structural Engineer SHEET NO. OF 18495 S. Dixie Highway, #337 CALCULATED BY MIAMI, FLORIDA 33157 DATE (305) 378-6916 CHECKED BY DATE SCALE l CL �c 1 S('s 0-S 1 ► sco 1I t5 1 4 � � S •�S � Z� S ct� JOB Kn t" LEO LLANOS, P.E. Consulting Structural Engineer SHEET NO. OF 18495 S. Dixie Highway, #337 MIAMI, FLORIDA 33157 CALCULATED BY DATE (305) 378-6916 CHECKED BY DATE SCALE i / " u 2 x3�$x 112 u U i I r N , L 4v - Cor%c . _ � • _ gym , 5u SOS 1 V r1�1� Z IVl o e-1 A LEO LLANOS, P.E. • Consulting Structural Engineer SHEET NO. OF 18495 S. Dixie Highway, #337 CALCULATED BY MIAMI, FLORIDA 33157 DATE (305) 378-6916 CHECKED BY - DATE SCALE G h�L� Gn W n C1 er,"r' i x x r4 to ,,t �-c. ey P. bo 1 i n. d2S 3-3 2 ( 1,)32p x z x'4 e, w �1•,.ae wT 8 ✓ 3t'7 S — .43ks1 /i JOB 141J'A gCJ i LEO LLANOS, P.E. • Consulting Structural Engineer SHEET NO. OF 18495 S. Dixie Highway, #337 MIAMI, FLORIDA 33157 CALCULATED BY DATE (305) 378-6916 CHECKED BY DATE SCALE d h. 6", �- Lo 17,E oa-f-e t _ 17.,0Z¢ 02-¢4,s � c�l > 33oolbs��-� — ( T4�1-eS , 3 � 3 rva-' Gone ``'``(,-�� ti = 3 Z -{- I� I 0 x I - 8510 �tS d � dr S- LIT 8,2°' k < INTRASOFT : MONOFOOT - Monolithic Slab Footing Design Version 2 . 0 - C5 . 1 - 04/14/94 Copyright (C) 1986-1994, INTRASOFT Inc . , Boca Raton, FL 33432 (407) 394-4257 User #950087 LEO LLANOS P.E . KEY BISCAYNE FL 33149 Input data filename : b DATE : 10-24-1999 TIME : 11 : 15 : 8 JOB: MONTEBELLO MODEL A MONOLITHIC FOOTING FOR MAX WALL LOAD *GEOMETRIC DATA* *LOAD DATA* *MATERIAL PROPERTIES* BMIN 16 . 00 inches WD 1115 . 0 plf QA 2000 . 0 psf BMAX 16 . 00 if WL 570 .0 plf FC 3 . 0 ksi WID 8 . 00 UD 10 .0 psf FY 60 . 0 ksi D 12 . 00 " T 4 . 00 " *BAR SIZES* B2 8 . 00 LBAR # 5 TBAR # 3 DP 1 . 00 inches B3MAX 72 . 00 " SPAMIN 4 . 00 inches SPAMAX 24 . 00 inches *RESULTS* B 16, inches PTOT 2099 plf BARS AND SPACING B2 8 QEXT 1971 psf 2 # 5 #3 @ 15 B3 30 ' QINT 1177 psf — c 2 L ' r` End of �OEOOT 3C,(�Jr3 AA�`� Elapsed Time : 0 min 1 sec 61 � -gyp C U 0 jj w/6-1; r I INTRASOFT : MONOFOOT - Monolithic Slab Footing Design Version 2 . 0 - C5 . 1 - 04/14/94 Copyright (C) 1986-1994, INTRASOFT Inc . , Boca Raton, FL 33432 (407) 394-4257 User, 4950087 LEO LLANOS P.E . KEY ,BISCAYNE FL 33149 Input data filename : b DATE : 10-24-1999 TIME : 11 :22 :43 JOB : MONTEBELLO MODEL A MONOLITHIC FOOTING FOR ROOF SPANS 12 FEET *GEOMETRIC DATA* *LOAD DATA* *MATERIAL PROPERTIES* BMIN 16 . 00 inches WD 815. 0 plf QA 2000 . 0 psf BMAX 16 . 00 WL 210 . 0 plf FC 3 . O ksi WID 8 . 00 UD 10 . 0 psf FY 60 . 0 ksi D 12 . 00 " T 4 . 00 *BAR SIZES* B2 8 . 00 LBAR # 5 TBAR # 3 DP 1 . 00 inches B3MAX . 00 SPAMIN 4 . 00 inches SPAMAX 12 . 00 inches . Note : Transverse reinforcing - Use mesh as required by local code Y� *RESULTS* � B 16 inches PTOT 1294 plf BARS SPACING B2 8 " QEXT 1889 psf 2 ## 5 #0 @ 0 � B3 0 " QINT 51 psf End of MONOFOOT t� C� r) In CI Elajd8e Time : 0 min 0 sec C�' Vic C0 _ I l l 4 a i Joe ! LEO LLANOS, P.E. ' Consulting Structural Engineer SHEET No. of 18495 S. Dixie Highway, #337 CALCULATED BY i MIAMI, FLORIDA 33157 DATE _ (305) 378-6916 CHECKED BY DATE SCALE x v 3 49 � o a . e e bw 40'= 3. 3' A.SI M C q 0 '1 Im ISoo P5 S_ cl- 600000 Em- ISoo6o s =�5 EM W 1 n CC W r,,P- �- Cco ry"�e�1 P� F (� te,0�►,�. Pw - -7.4z-) .V 334!K MW Axk&Q �,oud = �v0#�' + looter + 2po' � = ltoo � -► .4Z - P� I (oZ� 1 339/ S�t 2•oa�30� 7 �rnJF . /Ul�can G�r �e �1- _ C.k F4LGF�a�(lOyu'i'��{ l�r� j JOB go LEO LLANOS, P.E. , Consulting Structural Engineer SHEET ND. OF 18495 S. Dixie Highway, #337 MIAMI, FLORIDA 33157 CALCULATED BY DATE (305) 378-6916 CHECKED BY DATE SCALE � lox12� )2] i 4S. �d ox3 ��1 oo4o (, 8 r j n = • 3 ZS P MT _ s ,cl F = G x • 2)51x3 .81K --1-400o 1 . 33�2 LCI �a'�° l_Z�, 32j x • Qe) l� soo x1, 33 �IZ d C! S9 F 7-Ids �'T r o is _ r - J G k C c v n; tr�i 1ur� -'h X13 + SAS = 1 , oZ5 ti l. o0 0k �b D `` L c\ c'L S 1 rJ el,�G+e'-C-'1 of IN'-r'RASOFT: MASWALL - Masonry Wall Design Version 5 . 0 - 09/12/94 - C5 . 1 Copyright (C) 1986-1994, INTRASOFT Inc . , Boca Raton, FL 33432 (407) 394-4257 User #950087 LEO -LLANOS P.E. KEY BISCAYNE FL 33149 Input data filename : b DATE : 10-24-1999 TIME: 12 : 3 :33 Job Title : MONTEBELLO 10 FOOT HIGH MASONRY WALL INPUT DATA GENERAL DATA BUILDING CODE = ACI 530-92/ASCE 5-92 Fm : MASONRY = 1500 psi Fs : REINFORCING = 24000 psi ELASTIC MODULUS = 1500 Ksi MODULAR RATIO = 19 . 33 SPECIAL INSPECTION ? = YES SOLID GROUTED ? = NO WALL DATA TOTAL HEIGHT = 10 . 00 ft UNSUPPORTED HEIGHT = 10 . 00 ft WALL THICK. = 8 in EQUIV WALL THICK. = 4 . 60 in LOAD DATA UNIFORM DEAD LOAD = . 00 plf AXIAL DL @ T.O.W = 400 plf UNIFORM LIVE LOAD = . 00 plf AXIAL LL @ T.O.W = (57:5 . 00 plf UNIFORM LOAD ECC. _ . 00 in WIND LOAD = 45 . 00 psf WALL WEIGHT = 60 . 00 psf SEISMIC FACTOR = REINFORCEMENT-DATA / REBAR SIZE "#" = 5 (/ REBAR LOCATION = CENTER REBAR SPACING = 48 in DEPTH TO REINF = 3 .75 AREA PER FOOT = . 077 in"2 REBAR PERCENTAGE _ . 17 0 ANALYSIS RESULTS ALLOWABLE STRESSES AXIAL STRESS .= 334 psi BENDING STRESS : Masonry 499 psi Steel 24000 psi <VERTICAL LOADS> <<<<<<<<< ACTING MOMENTS >>>>>>>>> DEAD LIVE DEAD LIVE WIND SEISMIC LOAD LOAD LOAD LOAD LOAD LOAD COLUMN LOCAT (lbs) (lbs) (lb-in) (lb-in) (lb-in) (lb-in) ------------------------------------------------------------- AT TOP 475 575 0 0 ------- ------- AT MIDHEIGHT 775 575 0 0 6750 0 <<<<<<<<<<< LOAD FACTORS >>>>>>>>>>> LOAD DEAD - LIVE WIND SEISMIC CASE COLUMN LOCAT. LOAD LOAD LOAD LOAD ------------------------------------------------------------- 1 AT MIDHEIGHT 1 . 00 1 . 00 1 . 00 . 00 <<<<<<<<<< ACTUAL STRESSES >>>>>>>>>> COMBINED << BENDING >> << BENDING >> LOAD MOMENTS AXIAL MASONRY STEEL << COMBINED STRESSES >> CASE (lb-in) (psi) (psi) o MAX (psi) o MAX ACTUAL ALLOW STATUS -------- ---- -- -----------EOD 1 6750 24 383 . 77 25379 1 .06 816 1 . 33 . End of MASWALL Elapsed Time : 0 min 0 sec JOB V"1 Y1 �j O�/� _ LEO LLANOS, P.E. Consulting Structural Engineer SHEET NO. OF 18495 S. Dixie Highway, #337 MIAMI, FLORIDA 33157 CALCULATED BY DATE (305) 378-6916 CHECKED BY DATE SCALE OL P 5 D%a p 1 ro,q r,•,S o TTY` �q.► �o u r Mw F K5 t-�A�I S 1.n u S S•360 4.0 Ps- F o u t L- c-a LA U n c� CL eA_ in 40.42 r VaI` U � Flo � � ��Q� �.��e. �► = a is P I� _ LEO LLANOS, P.E. JOB d J". Consulting Structural Engineer SHEET NO. OF 18495 S. Dixie Highway, #337 CALCULATED BY MIAMI, FLORIDA 33157 DATE (305) 378-6916 CHECKED BY DATE SCALE to I r,4 e+ t�j oc 1,,:� ou,- r-e P � 242 2f� e'-t�-c k e 'C l t 3�- W I p I1 � G, Co Gd�C PDoC AAl a-�.-��Uz ��� = 32-0 2 4 3 40 +x Fy = 46 ksi �- COLUMNS = : Square structural tubing Allowable concentric loads in kips ; Nominal Sue 4 x 4 3 z 3 _. Thickness I/2 3/6 5/16 lia 3/16 5/I6 I/a 3/16 r Wt./ff. 21.63 17.27 14.83 12.21 9.42 10.58 8.81 6.87 "; Fy 46 ksi 0 176 140 120 99 76 86 71 2 168 134 115 95 73 80 67 53 , 3 162 130 112 92 71 77 64 50 4 156 126 108 89 69 73 61 48 0 5 150 121 104 86 67 68 57 45 6 143 115 100 83 64 63 53 42 r o 7 135 110 95 99 61 57 49 39 P,&� J +1n J _ a j� �C 8 126 103 90 75 58 ' 51 44 35 � 117 97 84 1 55 44 38 31 0 10 108 89 78 65 51 37 33 27 V 11 98 82 72 60 47 31 27 22 12 87 74 65 55 43 26 23 19 i 13 75 65 58 49 39 22 19 16 3 14 65 57 51 43 35 19 17 14 15 57 49 44 38 30 16 15 12 16 50 43 39 33 27 14 13 11 I c 17 44 38 34__ 29 _ 24 13 11 9 18 39 34 31 '26 21 10 8 C 19 35 31 28 24 19 2 20 32 28 25 21 17 21 29 25 23 19 16 w 22 26 23 21 18 14 23 24 21 19 16 13 24 19 17 15 12 25 14 11 _ Properties A (in.2) 6.36 5.08 4.36 3.59 2.77 3.11 2.59 2.02 1(in.4) 12.3 10.7 9.58 8.22 6.59 3.58 3.16 2.60 r(in.) 1.39 1.45 1.48 1.51 1.54 1.07 1.10 1.13 Bending 1.04 0.949 0.910 0.874 0.840 1.30 1.23 1.17 B factor �a 1.83 1.59 1.43 1.22 0.983 0.533 0.470 0.387 ° Tabulated values of a must be multiplied by 106. Note:Heavy line indicates K11r of 200. AMERICAN INSTITUTE OF STEEL CONSTRUCTION i 4" (NP.) TOP OF CONC. BEAM I G I 5 G C D . p v D D ' I 3" —1 40 3" kax UFLF'- TWO PLY TRUSS 3 � 2- 31.4( x ( ►2� � r� 11 1 4" a i TYP. TOP OF CONC. Ar _ C (1 3J) ° I 5 C. D - D . r p - v D 'Z X01 Yp psi 10 3 4" tui 4 x.3'>e 4O S x I.33 : 4 4 49�f1 THREE PLY TRUSS 11J2'-P-0' ALLOWABLE STRESSES ------------------ AXIAL STRESS = 326 psi BENDING STRESS : Masonry 499 psi Steel 24000 psi <VERTICAL LOADS> <<<<<<<<< ACTING MOMENTS >>>>>>>>> DEAD LIVE DEAD LIVE WIND SEISMIC LOAD LOAD LOAD LOAD LOAD LOAD COLUMN LOCAT (lbs) (lbs) (lb-in) (lb-in) (lb-in) (lb-in) --------------------------------------------------------------------- AT TOP 475 575 0 0 ------- ------- AT MIDHEIGHT 805 575 0 0 8167 0 «««««< LOAD FACTORS »»»»»> LOAD DEAD LIVE WIND SEISMIC CASE COLUMN LOCAT. LOAD LOAD LOAD LOAD -------------------------------------------------------------- 1 AT MIDHEIGHT 1 . 00 1 . 00 1 . 00 . 00 <<<<<<<<<< ACTUAL STRESSES >>>>>>>>>> COMBINED << BENDING >> << BENDING >> LOAD MOMENTS AXIAL MASONRY STEEL << COMBINED STRESSES >> CASE (lb-in) (psi) (psi) a MAX (psi) o MAX ACTUAL ALLOW STATUS -------------------------------------------------------------------------------- 1 8167 25 463 . 93 30708 1 .28 . 978 1 . 33 GOOD End of MASWALL Elapsed Time : 0 min 0 sec 1?, �; VARIE=S �C .✓ 4" / TUN. DI MCI I ON GIRDER TRUSS ANCHOR SCHEDULE. _ .MARK DESCa"Ri ON 1 ANGLE 3"x3"x1/4" W/EXTENDED LEG (FY=36 ksi). SEE DWG. . 2 STEEL PLATE 9- 3%4"x4''0/4' (Fy=36 ksi) 3 STEEL PLATE 11 1 4"x4" = ONE (1), 5/8" DIAM. THRU BOLT .FOR TWO PLY TRUSS 4 ONE (1), 3/4' DIAM. THRU BOLT f=OR THREE PLY TRUSS DIAM. HILTI KWIK. BOLT 11 (CARBON STEEL), 2 .REQ'D 6 .` PREFABRICATED TWO OR THREE PLY TRUSS. MIN. 5/8" EXTERIOR GRADE PLYWOOD. SEE PLAN FOR NAILING REQUIREMENTS. 8 MIN. 8 x12 CONCRETE .TIE BEAM (f C' PSI, . MIN.) CONCRETE MASONRY BLOCK INTRASOFT: MASWALL - Masonry Wall Design Version 5 . 0 - 09/12/94 - C5 . 1 Copyright (C) 1986-1994, INTRASOFT Inc . , Boca- Raton, FL 33432 (407) 394-4257 User #950087 LEO LLANOS P.E. KEY BISCAYNE FL 33149 Input data filename : b DATE : 4- 9-2000 TIME: 17 :48 :30 Job Title : MONTEBELLO 2 MODEL A 11 . 0 FOOT HIGH WALL INPUT DATA GENERAL DATA BUILDING CODE = ACI 530-92/ASCE 5-92 Fm : MASONRY = 1500 psi Fs : REINFORCING = 24000 psi ELASTIC MODULUS = 1500 Ksi MODULAR RATIO = 19 . 33 SPECIAL INSPECTION ? = YES SOLID GROUTED ? = NO WALL DATA TOTAL HEIGHT = 11 .00 ft UNSUPPORTED HEIGHT = 11 . 00 ft WALL THICK. = 8 in EQUIV WALL THICK. = 4 . 60 in LOAD DATA UNIFORM DEAD LOAD = . 00 plf AXIAL DL @ T.O.W = 475 . 00 plf UNIFORM LIVE LOAD = . 00 plf AXIAL LL @ T.O.W = 575 .00 plf UNIFORM LOAD ECC. _ . 00 in WIND LOAD = 45 . 00 psf WALL WEIGHT = 60 . 00 psf SEISMIC FACTOR = . 00 REINFORCEMENT DATA ------------------ REBAR SIZE "#" = 5 REBAR LOCATION = CENTER REBAR SPACING = 48 in DEPTH TO REINF = 3 . 75 AREA PER FOOT = . 077 in"2 REBAR PERCENTAGE _ . 17 0 ANALYSIS RESULTS --------------- --------------- ' n (ham I_e-1 II M u n � 2 -- LEO LLANOS, P.E. goo Consulting Structural Engineer SHEET NO or 18495 S. Dixie Highway, #337 MIAMI, FLORIDA 33157 CALCULATED By DATE (305) 378-6916 CHECKED BY DATE SCALE I J � nneC41 0 ��G�Y CJ�r�>✓I -® 3 t�U } I LA loNx10x �� u i I i - 20 M 14 l ,) 0 JOB U i LEO LLANOS, P.E. Consulting Structural Engineer SHEET NO OF: 18495 S. Dixie Highway, #337 MIAMI, FLORIDA 33157 CALCULATED BY onrE (305) 378-6916 CHECKED By DATE _ SCALE I j U � oo x . l r a _ 40 A5i . I 3 . 0 1 ,�3 x IG x . IS - S, ZI i i i I ' i JOB M-n LEO LLANOS, P.E. Consulting Structural Engineer SHEET NO Or j 18495 S. Dixie Highway, #337 I _ MIAMI, FLORIDA 33157 CALCULATED By DATE (305) 378-6916 CHECKED By UnrE I i I SCALE I i 0 s7 �I � S7o� l�oy S u nP���—o . w�4 -SIY�Y�X 12 C hook 1 LEO LLANOS, P.E. JOB Consulting Structural Engineer SHEET NO OF 18495 S. Dixie Highway, #337 _ MIAMI, FLORIDA 33157 CALCULATED f3v DATE (305) 378-6916 I CHECKED By Ul.fE t _ SCALE i b L P,p,.` °I C It -° — Iov zg 33 T So I LEO LLANOS, P.E. JOB Consulting Structural Engineer SHEET NO OF 18495 S. Dixie Highway, #337 CALCULATED BY MIAMI, FLORIDA 33157 DATE (305) 378-6916 CHECKED By DATE SCALE 0 - mj 4- ZA- -tly 0 LA • X261 T � 'jJOB LEO LLANOS, P.E. -- Consulting Structural Engineer SHEET NO OF 18495 S. 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SJlCj4V Allunwwoo jo luawlJedaQ eplaol j NouonNISNOOONicnine Hai �� .L6 t9 W60.� ENERGY PERFORMANCE LEVEL (EPL) ' DISPLAY CARD v• ESTIMATED ENERGY PERFORMANCE SCORE* = 83.5 The higher the score,the more efficient the home. I New construction or existing New _ 12. Cooling systems • , Single family or multi-family Single I'atnily a. Central Unit Cap:4R.9 kBlrilhr ?, Number of units,if multi-family 1 -I - Number of Bedrooms SEER: 10.00 .� 4 _ b. N/A 5. Is this a worst case? No _ 6 Conditioned floor area(ft') 2088 ft2 c. N/A 7 Glass area&type a. Clear-single pane 305.5 ft= _ 13. Heating systems h. Clear-double pane 0.0 ft' a. Electric Strip Ca 48.9 kl3tiuhr c. I int/other SC/SI-IGC-single pane 0,0 ft: Cap: 1.00 d. Tint/other SC/SHGC-double pane 0.0 ft2 b. NIA - 8. I;loor types a. Slab-On-Grade Edge Insulation R=0.0,207.0(p)ft _ c. N/A b. N'A -- b C. aWall types 14. Hot water systems ). Wal _ a. Electric Resistance Cap: 50.0 gallons ' a. Concrete,int insul, Exterior R=4.2, 1378.0 ft2 FF:0.88 b. Frame,Wood,Adjacent R=1 1.0,226.0 ft2 _ b. N/A — c. N/A — d. N/A _.._ c. Conservation credits e. N"A (HR-Heat recovery,Solar 10. Ceiling types _ DHP-Dedicated heat pump) a. Under Attic R=19.0.2086.0 ft2 _ 15. HVAC credits h. N A (CF-Ceiling fan,CV-Cross ventilation, c. N,A — • • • HF-Whole house fan, •••••• • • • II. Ducts PT-Programmable Thermostat, • • • •"• •� • a. Sup:Unc. Ret:Con. AH: Interior Sup.R=6.0,46.0 ft RB-Attic radiant barrier, • • •0000• . • W-C-Multizone cooling. :690:0 • • • • •••• MZ-H-Multizone heating) �� • V • • • • • I cerlifv that this home has complied with the Florida Energy Efficiency Code For Building Consintcfion through the above energy saving features which will be installed(or exceeded) "•'• o jj��• •• in this home before final inspection. Otherwise, a new EPL Display Card will be completed SrgTF •••• • based on installed Code compliant features. y �„ ,_ �, �► • Builder Signature: Date: 1 .. y ••• Address of New Home: Citv/FL Zip: ' •• •• COD WEB *\7)7Y,: the home's estimated energv performance score is on1v available through the FI.AIRES computer progrom. f 1 hi.c is not a Building Energv Rating. 1J:vour score is 80 or greater(or 86 for a US EP11 1DOE EnergvSta'r" designation), vriur home ntay qualify jor energv efficiencv mortgage (F"Ei14) incentives if you obtain a Florida Energv Gauge Rating. l'r»tract the Energv Gauge Hotline at 4071638-1492 or see the Energv Gauge web site at ulu w.jsec.ucjedu f o in/nrr»ation and a list of certified Raters. For information about Florida's Energy F"ffrciency Code For Building,Construction, contact the Department ojConmrunity Affairs at 8501487-1824. FF7 FORM 60OA-97 Code Compliance Checklist Residential Whole Building Performance Method A - Details PERMIT#: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE M Windows A Lindows&Doors 606.1.ABC.1.1 Maximum:.3 cfm/sq.ft.window area.5 cfm/sq.t.door area. I–CHECK, xt ror J.17& t W C 606.1.ABC.1.2 Exterior&Adjacent Walls 7.1 Caulk,gasket,weatherstrip or seal between:windows/doors&frames,surrounding wall; f u foundation&wall sole or sill plate;joints between exterior wall panels at corners:utility p REQUIREMENTS between wall panels&top/bottom plates;between walls and floor. EXCEPTION:Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to the foundation to the to plate. Floors 606.1.ABC.1.2.2 Penetrations/openings>1/8"sealed unless backed by truss or joint members. EXCEPTION:Frame floors where a continuous infiltration barrier is installed that is sealed to the enmeter,penetrations and seams. Ceilings 606.1,ABC.1.2.3 Between walls&ceilings:penetrations of�ceiling plane of top floor;around shafts,chases, it , soffits,,chimneys,cabinets sealed to continuous air barrier;gaps in gyp board&top Plate; installed access. EXCEPTION:Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter,at_penetrations and seams. 6 6 ABC 2 4 Type Recessed Lighting Fixtures 606.1�ABCA.2.4 Type IC rated with no penetrations,sealed;or Type IC or non-IC rated,installed inside a sealed box with 1/2"clearance&3"from insulation:or Type IC rated with<2.0 cfrn from , C .......... conditioned space,tested. 0 BC 'r n Multi-story Houses 606 l.ABC.1.2.5 Air barrier on perimeter f - I ­­ . _��Jmet..­o floor cavity between floors. Additional Infiltration reqts 606. 1.ABC.1.3 Exhaust fans vented to outdoors,dampers-,combustion space heaters comply with NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) COMPONENTS SECTION �RgqqlR-EMENTS------.----------- ' — CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12.Switch or clearly marked circuit breaker !t Swimming Pools&Spas epriovided:.External or built-in heat trap. eq ire ._r _p r 612.1 Spas&heated Pools must have covers(except solar heated).Non-commercial pools 'm must have a pump timer.Gas spa&pool heaters must have a minimum thermal efficiency of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5.gjallqns per n at.18 *Fj q Air Distribution Systems 610,1 All ducts,fittings,mechanical equipment and plenum chambers shbi ai!wiechanicsa6y. attached,sealed,insulated,and installed in accordance with the criteria of Section 610. • • Ducts in unconditioned attics:R-6 min.insulation. HVAC Con' )Is 607 _.-qte readil accessible manual or automatic thermostat for each s Insulation qrat y acc__ _ystem. n 41,602.1 Ceilings-Min.R-19. Common walls-Frame R-11 or CBS R-3 both Odes. Common ceiling&floors R-11. '- FORM 60OA-97 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details EA DRESS: PERMIT#: BASE AS-BUILT - GLASS TYPES 18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points .18 2088.0 53.20 19995.7 Single,Clear N 1.0 5.0 17.0 33.94 0.96 555.3 s Single,Clear N 1.0 5.0 17.0 33.94 0.96 555.3 Single,Clear N 1.0 5.0 17.0 33.94 0.96 555.3 Single,Clear N 1.0 5.0 17.0 33.94 0.96 555.3 Single,Clear E 1.0 3.0 7.0 73.03 0.86 439.3 Single,Clear E 1.0 4.0 13.0 73.03 0.92 871.0 Single,Clear S 1.0 4.0 13.0 62.19 0.87 706.8 Single,Clear S 1.0 7.0 31.0 62.19 0.98 1885.6 Single,Clear S 1.0 3.0 11.0 62.19 0.80 545,9 Single,Clear S 1.0 11.0 54.5 62.19 1.00 3375.8 Single,Clear S 1.0 4.0 21.0 62.19 0.87 1141.7 Single,Clear S 1.0 7.0 13.0 62.19 0.98 790.7 Single,Clear S 1.0 11.0 42.0 62.19 1.00 2601.5 Single,Clear S 1.0 11.0 11.0 62.19 1.00 681.3 Single,Clear S 1.0 11.0 11.0 62.19 1.00 681.3 Single,Clear W 1.0 4.0 10.0 65.53 0.92 601.6 As-Built Total: 305.5 16543.7 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adajcent 226.0 1.0 226.0 Concrete,Int Insul,Exterior '• 4.2 1.78.0 � 2.28 314+1.8 Exterior 1378.0 2.70 3720.6 Frame,Wood,Adjacent J 11.0 .226.0 � 1.00..• 22$A Base Total: 1604.0 3946.6 As-Built Total: 1604.0•_.. . •••••• 336T.V �• DOOR TYPES- Area X BSPM = Points Type ••••'• Area X SPM = Point'; Adjacent 1 0.0 0.00 0.0 Exterior Wood • e40.2** 9.41). . Exterior 40.2 6.40 257.3 a • • 37 0.9• . •• • Base Total:' 40.2 " 257.3 As-Built Total: '•. i 0*0 • 0.2 •••• 3789• •• CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM,.=. Point ••� Under Attic .••... ••.. • 2086.0 0.80 1668.8 Under Attic 19.0 2086.0 • 1.50 .•.• 3129!0 ••• Base Tc�'al: 2086.0 • • ' • 1668.8 As-Built Total: 2086U" ••• 3129,0 ..• FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab - 207.0(p) -20.0 -4140.0 Slab-On-Grade Edge Insulation 9 0.0 207.0(p) 20.00 4140.0_. .. Raised 0.0 0.00 0.0 Base Total: -4140.0 As-Built Total: - -0140.0 '/,FORM 60OA-97 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details PERMIT#: BASE AS-BUILT -INFILTRATION Area X BSPM = Points Area X SPM = Points 2088.0 18.79 39233.5 2088.0 18.79 39233.5 Summer Base Points: 60961.9 Summer As-Built Points: 58512.0 Total Summer X System = Cooling Total X Cap X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points 58512.0 1.000 0.966 0.341 60961.9 0.3560 21702.4 58512.0 1.00 0.966 0.341 1.000 000 19279.6 • • • •••• •• • •• • • • •••• •••••• •••••• •••• • • • • •••• ••••• J - •••• •••• • • 0 ••••• FORM 60OA-97 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: . , . PERMIT#: BASE AS-BUILT - -GLASS TYPES 18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Points .18 2088.0 2.02 760.9 Single,Clear N 1.0 5.0 17.0 4.91 0.99 83.0 Single,Clear N 1.0 5.0 17.0 4.91 0.99 83.0 Single,Clear N 1.0 5.0 17.0 4.91 0.99 83.0 Single,Clear N 1.0 5.0 17.0 4.91 0.99 83.0 Single,Clear E 1.0 3.0 7.0 3.76 1.03 27.1 Single,Clear E 1.0 4.0 13.0 3.76 1.02 49.9 Single,Clear S 1.0 4.0 13.0 3.55 1.02 47.0 Single,Clear S 1.0 7.0 31.0 3.55 1.00 109.6 Single,Clear S 1.0 3.0 11.0 3.55 1.05 40.9 Single,Clear S 1.0 11.0 54.5 3.55 1.00 192.4 Single,Clear S 1.0 4.0 21.0 3.55 1.02 75.9 Single,Clear S 1.0 7.0 110 3.55 1.00 45.9 Single,Clear S 1.0 11.0 42.0 3.55 1.00 148.3 Single,Clear S 1.0 11.0 11.0 3.55 1.00 38.8 Single,Clear S 1.0 11.0 11.0 3.55 1.00 38.8 Single,Clear W 1.0 4.0 10.0 4.47 1.00 44.6 As-Built Total: 305.5 1191.3 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adajcent 226.0 0.5 113.0 Concrete,Int Insul,Exterior 4.2 1378.0 1.02 1405.6 Exterior 1378.0 0.60 826.8 Frame,Wood,Adjacent 11.0 •22&&0• 0.50 1:3.0 Base Total: 1604.0 939.8 As-Built Total: • • • •.•• •• • 460490 • • • •• • •••• 151$•x•• DOOR TYPES Area X BWPM = Points Type Area X WPB Poilltg •• Adjacent T 0.0 0.00 0.0 Exterior Wood 402• 2.$0 • 112.6 Exterior 40.2 1.80 72.4 ...... • Base Total: 40.2 72.4 As-Built Total: .'41,'1•. ; 112.6 • CEILING TYPES Area X BWPM = Points Type R-Value Area SC WPM •= Points .• Under Attic 2086.0 0.10 208.6 Under Attic 19.0 2.086.x6 0 0.30••• 625,8 Base T-otal: 2086.0 • • •••• ••• • 208.6 As-Built Total: 2b1•• ' • •• 626.8: : FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = . Poilats •• � Slab 207.0(p) -2.1 -434.7 Slab-On-Grade Edge Insulation 0.0 207.0(p) -2.10 -434,7_„ Raised 0.0 0.00 0.0 Base Total: -434.7 As-Built Total: -434.7 la =CORM 60OA-97 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: . . . PERMIT#: BASE AS-BUILT . INFILTRATION Area X BWPM = Points Area X WPM = Points 2088.0 -0.06 -125.3 2088.0 -0.06 -125.3 Winter Base Points: 1421.6 Winter As-Built Points: 2888.3 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points 2888.3 1.000 1.003 1.000 1.000 2895.6 1421.6 1.0900 1549.6 2888.3 1.00 1.003 1.000 1.000 2895.6 . . . eggs .. . . . • see*:* eggs sees • e • • • • • •egg •0900• FORM 60OA-97 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT#: BASE AS-BUILT -WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank Bedrooms X Multiplier X Credit = Total - Volume Bedrooms Ratio Multiplier 4 2370.00 9480.0 50.0 0.88 4 _- 1.00 2369.00 1.00 9476.0 As-Built Total: 9476.0 CODE COMPLIANCE STATUS BASE AS-BUILT Cooling + Heating + Hot Water = Total Cooling + Heating + Hot Water = Total Points Points Points Points Points Points Points Points 21702.4 1549.6 9480.0 32732.0 19279.6 2895.6 9476.0 31651.2 PASS OQ THE s r,� O • • • • • ) � •...% • • COD W E � • Residential System Sizing Calculation Summary Project Title: Class 3 Rating MONTIBELLO 3 MODEL A Registration No. 0 Climate: South Location for weather data: Miami - User customized: Latitude(25) Temp Range(H) Humidit data: Interior RH 50% Outdoor wet bulb (75F Humidity difference 56 r. Winter design temperature 47 F Summer design temperature _ Winter setpoint 90 F 70 F Summer setpoint 70 F Winter temperature difference 23 F Summer temperature difference Total heating load calculation 20 F 25973 Btuh Total coolin load calculation 31886 Btuh Submitted heating capacity 40000 Btuh Submitted cooling capacity Submitted as % of calculated ° g ca p y 40000 Btuh 154.0 /o Submitted as % of calculated 125.4 % Winter Heating WINTER CALCULATIONS Load for 1886 s ft Load component Load Window total 306 sqft 8126 Btuh Wall total 1604 sqft 6883 Btuh ` iMndows(31%) Door total 40 sqft 425 Btuh 000rs(a%) Ceiling total 1886 sqft 2263 Btuh Floor total 207 ft 3850 Stuh FlOors(1$%) Infiltration 126 cfm 3187 Btuh Subtotal 24736 Btuh Ceilmgc(N%) Duct loss 1237 Btuh TOTAL HEAT LOSS 25973 Btuh wall'(`'%' SUMMER CALCULATIONS •••• '••' Summer Coolin Load for 1886 s ft ' .. . .... .... Load com `on-ent Load ' Windo�total' 306 sqft 11360 Btuh •• • `°""``"tern°"'%)Wall total 1604 sqft 3334 Btuh • • ft 346 Btuh L atern (1.T%) Door tbtal 40 s ...... q ` Ceiling total 1886 sqft 3961 Btuh Floor total h, �d+,tee) • 0 Btuh " Infiltration 110 cfm 2425 Btuh '�'� ��••�• Internal gain •••••• •••• • 2700 Btuh °��lsre%) •• Subtotal(sensibte) • 24126 Btuh •••• • Duct gain 2413 Btuh Total sensible gain 26538 Btuh °o^'S('%' 2%) walls(1 0%) Latent gain(infiltration) 4198 Btuh Latent gain(internal) 1150 Btuh The sizing method used was EnergyGauge@ System Sizing. Total latent gain 5348 Btuh PREPARED BY: TOTAL HEAT GAIN 31886 Btuh DATE: System Sizing Calculations - Winter Residential Load Component Details Project Title: Class 3 Rating Registration No. 0 Climate: South Reference City: Miami (User customized) Winter Temperature Difference: 23.0 F Window T e Panes/SC/Frame/U Orientation Area X , 1 1, Clear, Metal, DEF HTM= Load N 17.0 26.6 452 Btuh 2 1, Clear, Metal, DEF N 17.0 26.6 3 1, Clear, Metal, DEF 452 Btuh 4 1, Clear, Metal, DEF N 17.0 26.6 452 Btuh N 17.0 26.6 452 Btuh 5 1, Clear, Metal, DEF E 7.0 6 1, Clear, Metal, DEF 26.6 186 Btuh 7 1, Clear, Metal, DEF E 13.0 26.6 346 Btuh S 13.0 26.6 346 Btuh 8 1, Clear, Metal, DEF S 31.0 9 1, Clear, Metal, DEF 26.6 825 Btuh S 11.0 26.6 293 Btuh 10 1, Clear, Metal, DEF S 54.5 26.6 11 1, Clear, Metal, DEF 1450 Btuh S 21.0 26.6 559 Btuh 12 1, Clear, Metal, DEF S 13.0 26.6 13 1, Clear, Metal, DEF 346 Btuh S 42.0 26.6 1117 Btuh 14 1, Clear, Metal, DEF S 11.0 26.6 15 1, Clear, Metal, DEF 293 Btuh S 11.0 26.6 293 Btuh 16 1, Clear, Metal, DEF W 10.0 26.6 266 Btuh Window Total 306 8126 Btuh Walls Type R-Value Area X HTM= 1 Concrete - Exterior Load 4.2 1378 4.7 6477 Btuh 2 Frame - Adjacent 11.0 226 1.8 407 Btuh Wall Total 1604 6883 Btuh Doors Type Area X HTM= 1 Wood - Exter Load 40 10.6 425 Btuh ♦ w Door Total 40 •••♦•♦ • • : : : 425&wh Ceilings Type •••• R-Value Area X = HTM Load••• •••• 1 Under Attic 19.0 1886 1.2 Brut 2263 " . . Ceilinq Total •• • 1886 •. :2263Btuh • Floors Type R-Value Size X HTM= Loa ••• • -1 Slab-On-Grade Edge Insul 0 207.0 ft(p) 18.6 B 3850 t •••.•• .... q4 . Floor Total • . . .... ...... 207 .3850 BtuN Infiltration Type ACH X Building Volume CFM= Load ••• �••••� Natural 0.40 18860(sgft) 126 9187 6k" • • Mechanical 0 • • 0 sit. .. • Infiltration Total 126 1 •0••3187 BfGN Subtotal 24736 Btuh _ Totals for Heating Duct Loss(using duct multiplier of 0.05) 1237 Btuh Total Btuh Loss 25973 Btuh Manual J Winter Calculations Residential Load - Component Details (continued) Project Title: Class 3 Rating Registration No. 0 Climate: South Key: Window types (SC - Shading coefficient of glass as SC numerical value or as clear or tint) (Frame types- metal, wood or insulated metal) (U - Window U-Value or'DEF' for default) (HTM - ManualJ Heat Transfer Multiplier) Key: Floor size (perimeter(p) for slab-on-grade or area for all other floor types ) • • w •1•r•• r • • •Iw1•• • • •••• 01•00 "' w••• 0600 • • i ao System Sizing Calculations - Summer Residential Load - Component Details Project Title: Class 3 Rating Registration No. 0 Climate: South Reference City: Miami (User customized) Summer Temperature Difference: 20.0 F Type Overhang Window Area(sgft) HTM . Window Panes/SC/U/InSh/ExSh Ornt Len H t Gross Shaded Unshaded Shaded Unshaded Load 1 1,Clear, DEF,N,N N 1 5 17.0 0.0 17.0 31 2 1,Clear, DEF,N, N N 1 527 Btuh 5 17.0 0.0 17.0 31 31 31 3 1,Clear, DEF, N, N N 1 5 17.0 0.0 170 527 Btuh 4 1,Clear,DEF,N,N 31 31 527 Btuh N 1 5 17.0 0.0 17.0 31 5 1,Clear,DEF, N, N E 1 31 527 Btuh 3 7.0 1.3 5.7 31 89 550 Btuh 6 1,Clear,DEF,N,N E 1 4 13.0 1.6 11.4 31 89 7 1,Clear, DEF,N, N S 1 4 1066 Btuh 8 1,Clear,DEF,N,N 13.0 13.0 O.p 31 S 1 7 403 Btuh 9 1,Clear,DEF, N, N 31 0 31.0 0 0 31 48 S 1 3 11.0 11.0 0 0 961 Btuh 10 1,Clear,DEF,N, N 31 48 341 Btuh S 1 11 54.5 47.9 6.6 31 • 11 1,Clear, DEF,N,N g 1 48 1802 Btuh 4 21.0 21.0 0.0 31 12 1,Clear,DEF,N, N S 1 7 651 Btuh 1 13 0 13.0 0.0 31 48 403 Btuh 3 1,Clear,DEF,N,N S 1 11 42.0 36.2 5.g 31 48 14 1,Clear,DEF, N, N g 1 1401 Btuh 11 11.0 8.0 3.0 31 48 15 1,Clear, DEF,N, N S 1 11 11.0 392 Btuh 16 1,Clear,DEF,N,N 8.0 3.0 31 48 392 Btuh W 1 4 10.0 0.0 10.0 31 gg 890 Btuh Window Total 306 Walls Type R-Value 11360 Btuh 1 Area HTM Load Concrete-Exterior 4.2 2 Frame-Adjacent 1378.0 2.3 3131 Btuh 11.0 226.0 0.9 203 Btuh Wall Total 1604.0 Doors Type 3334 Btuh 1 Wood-Exter Area HTM Load • • 40.2 • • 8.6 0000•• 346 Btuh • • • Door Total 00046 0 Ceilings,::,; T.,.ype/Color 40.2 •• ••' 34Fs•Btuh 04.086 R-Value Area HTM* Load • • 1 19.0 •••• Under Attic/Dark • • K 1886.0 2.1 ••• • 396'1 Btuh •••• • Ceilin Total 1886.0 • Floors Type " 39633.-54A R-Value Size HTM' Load "•'• 1 - Slab-On-Grade Edge Insulation 0.0 • 207.0ft(p) 0.0 •• ••• 0000 •• • • p•:3juh 0000•• Floor Total 207 0 •' 0 • Infiltration Type ACH O.awh :•...: Volume CFM= - Natural •r •.• LOa •..• 0.35 18860 110.2 i o 242 •fi" ••'•• Mechanical Infiltration Total 0 "'• 0 0 91tt 110 2425 Btuh ""' internal - gain • Occupants Btuh/occupant Appliance Load ' 5 X 300 + 1200 2700 Btuh n Manual J Summer Calculations Residential Load - Component Details (continued) Proiect Title: Class 3 Rating Registration No. 0 Climate: South Subtotal 24126 Btuh Duct gain(using duct multiplier of 0.10) 2413 Btuh Total sensible gain 26538 Btuh Totals for Cooling Latent infiltration gain (for 56 gr. humidity difference) 4198 Btuh Latent occupant gain (5 people @ 230 Btuh per person) 1150 Btuh Latent other gain 0 Btuh TOTAL GAIN 31886 Btuh Key: Window types(SC-Shading coefficient of glass as SC numerical value or as clear or tint) (U-Window U-Value or'DEF'for default) (InSh-Interior shading device:none(N), Blinds/Daperies(B)or Roller Shades(R)) (ExSh-Exterior shading device:none(N)or numerical value) (Ornt-compass orientation) • • 9999•• • • • • • • 9999 •• • • I. •• • 9999 9999 ••9090 • 0000 •• • ••999• • 9 0000•• • • • Voo • • • 6094 •0000• • • • • • • •••• •••••• 000000 •••• • • • • „ • • •999 •99•• •00000 • • • • .r � � qr STATL 'DF .FLORIDA 01 PERMIT 0Cf- ,33 DEPARTMENT OF HEALTH DATE PAID l-- I.3• QU . ONSTE"�Ei7kGE ,DISPOSAL SYSTEM FEE PAID $ 2 0-0, w �r COItSri'RUCTION PERMIT Ill i;.i '!iI ;s;I,•; . RECEIPT 'Authority.=•. Chapter. 3811 FS Chapter 10D-6y1FAC CONS1`TrCTION PE FOR I Systom [/J ] Existing System ( 0) Holding Tank (/j] Temporary/Experimental (,fJ] Repair ] :Abandont6nt N ( ] Other(Specify) APPLICANTS +°- _ — C7 • 11 �Qi( YI.Se� AGENT! / �c PR00FRTY STRi:ET. ADDRESS: ' ,•s,:. :. 0600 • 5'. ttJ: S;G •�,-t,, � �wlw,. • �.:. , , 33 � •� 3 �:. x! 'LOT: BLOCKt, r, SUBDIVISIONf 2 S Ei (4 �•d . ,'...PROP RT`,r~• ': - Q c _ 4 0 2� - �0 V [ (� [SECTION/TOWN3H' P/RANGEMRCEL NUMBER] 1/. a _ �,' [OR TAE ID N � SYSTEM MUST BE CONSTRUCTED IN ACCORDANCE WITH SPECI _TCATIONS,I�AND 'STANDARDS OF CHAPTER 1OD-6, FAG. REPAIR PERMITS AND'HOLDING TANK PERMITS EXPIRE 90 DAYS FROM THE DATE OF ISSUE. ALL OTHER PERMITS EXPIRE ONE YEAR `FROM THE DATE OF ISSUE. DEPARTML�T,{fSF HEALTH APPROVAL' OF SYSTEM DOES NOT GUARANTEE SATISFACTORY PERFORMANCE FOR ANY SPECIFIC. PERIOD1''OF TIME. ANY CHANGE IN MATERIAL WHICH SERVED AS :A BASIS FOR ISSUANCE .OF THIS PERMIT REQUIRE. THE APPLICANT TO MODIFY THE r 'PEY?,1IT:APrPLICATION., SUCH MODIFICATIONS MAY RESULT IN THIS PERMIT BEING..MADE NULL-AND VOID. rN * DESI GN AND SPECIFICATIONS(/OSU] [' ALLBNS�/,;•GPD]( �EPTIC TANK EROB�C';UNIZ` .CAPACITY MSERIESs] [GALLONS / GPDj CAPACITY MULTI=CHAMBERED/IN SERIES:GALLONS GREASE INTERCEPTOR CAPACITY [MA7LIMUM CAPACITY• SINGLE WANK: 1250 GALLONS] ( • __ J GALLONS PER.DOSE""DOSING TANK 'CAM i1f'. DtlS$ .YtATE ( '] F�E�t'''�4` HRS Nb: OF PUMPSs [ ] D ( C.� -7 ] SQUARE FE$T'PRIMARY DRAINFIELD i SYSTEM.:,: n":a�; l,',.I« ,hs,.:•, ;} ;;,,,; ] SQUARE FEET SYSTEM :• :•.: . A . TYPE SYSTEM: ( STANDARD PILLED [ ] MOUND : ('*'']:�• •••' : 1 I '.'`;.Iii • -� • .. I CONFIGURATION: [ ] •TRENCH' . '. 'l � BED [ ] • F f�'f6CATION!�O� BENC$MAII[C•? ..,".f 4C�'r�,t�i �tti4 c a,,r ?;,;:��„r+;« •r�. n;�` �r ! �,.�a '✓r,t'� . •�•'�:• •+�•,•. I ELEVATION OF PROPOSED SYSTEM,'SITE (Z3,UI [MFT] '.:(AI30VE � ':a1 N 1pR RtFERENCS POINT L BbTTON OF DRAINFIELD .TO BE (. • 31 b ;'] FT ABbVE , ELOW '�-E-+N�—E�— �EREN t' ] ( I ---�"�__fIMARUQ �.P.Q I NT .• ';. D :FILL°REQUIRED: [ );J e ] INCHES. EXCAVATION`REoUIRED: 7 Z :'•' •' [' ] .IN�NLS. 0... 000.0. 0. INSTAII. OF LOAP�JY COARSE SAND . •' ... :00000 T �a ► .— 0000 too E �. i ' k __...__' .•. • • AT Ll + S�*E�`If"wi!ON $Y: 7 �APPRw CHD R. ISSUF,D: Z2 Z rj.. EXPIRATION DATE /�'z .L J U a,10100 k'.aplaceo NR9-H Form" :a�er•d L�ni A'_re•y D.ufbd) _ 1^ / Rumba: sir;_rvA1.-E01RS• 7 �" T t , i� • •• •••• • • • •••• ••••• • • • • •••••• •••• • •••• • • •••• •••• • • ur fJ� 4X � P 4.� MIAMI-4P,DE\CATER AND SEWER DEPARTMENT P.O.Box 330316;Miami,'lorida 33233-0316• 3575 S.LeJeune Road•Tel:305-665-7471 •Fax:305-669-7774 .. "WATER, AND SEWER VERIFICATI "" �N FORI'�'I sERvE:cr �sERV� **EXPIRES ONE YEAR FROM DATE OF FORM** ATLAS PAGE: M-18 INV#: OAR#: DATE: 1-13-00 NAME OF OWNER: H.G. ENTERPRISES OF MIAMI, INC. K WASD AGREEMENT NAME/ID: 16089 PROPERTY ADDRESS: 6600 SW 56 ST PROPOSED IMPROVEMENTS: 3 TOWNHOUSES REPLACING VACANT LAND PROPERTY LEGAL DESC.: 09-4025-000-0180 THIS IS TO CERTIFY THAT THE DEPARTMENT . WILL HAVE A(N) 8" INCH WATER MAIN ABUTTING THE ABOVE SUBJECT LEGALLY D IBED PROPERTY. THE DEPARTMENT IS WILLING TO SERVE THE SUBJECT PROPERTY, SUBJECT TO PROHIBITIONS AND / OR RESTRICTIONS OF GOVERNMENTAL AGENCIES HAVING JURISDICTION OVER MATTERS OF WATER SUPPLY AND / OR WITHDRAWAL. IF "WILL, HAVE", PROPER CONVEYANCE AND PLACEMENT INTO SERVICE OF THE WATER FACILITIES PROPOSED BY THE DEVELOPER UNDER AGREEMENT WITH THE DEPARTMENT WILL BE REQUIRED PRIOR TO RENDITION OF SERVICE. j f"sa MIRTHA BARRIOS BY: _i }� NEW BUSINESS REPRESENTATIVE 'r COMMeNTS: ALL FEES DUE WITH SET METER REQUEST .THIS IS TO CERTIFY HAT THE DEPARTMENT DOES WILL HAVE A(N) INCH GRAVITY SEWER MAIN FORCE MAIN ABUTTING T ABOVE SUBJECT LEGALLY DESCRIBED PROPERTY. E DEPARTMENT IS LING TO SERVE THE SUBJECT PROPERTY, SUBJECT TO PRO ITIONS AND/ RESTRICTIONS OF GOVERNMENTAL AGENCIES HAVING JURISDICTI OVE ATTERS OF SEWAGE DISPOSAL AND SUBJECT TO D.E.R.M. APPROVAL 0 L SEWAGE FLOWS INTO THE DEPARTMENT'S SYSTEM. IF "WILL HAVE", PROPE 0 YANCE AND PLACEMENT INTO SERVICE OF THE SEWER FACILITIES PROP ED BY T DEVELOPER UNDER AGFE-MENT WITH THE DEPARTMENT WILL E REQUIRED OR TO RENDITION OF SERVICE. THE ANTICIPATED LY WATER AND SEWAGE FLOW F^ R THIS PROJECI WILL BE750 A' GALLONS PER DAY. MIRTHA BARRIOS BY: NEW BUSINESS REPRESENTATIVEI COMMENTS: DERM CERTIFICATION LETTER#N/A ~. 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ATqulasss-e d1uoz 88 • L qnp wQ0 SZ T7T «<<Ajqulass'e Pu2H Z9 ' ST : ««ST C We OS - ST : ««jno PUPH =========«« •00' SSfl2IL'LSSE»»========= [ sm E000 ] ========««OOOZ-saDv> »= Uhicl- 1 Building Inspector i''!Ckr0j)oIItan Dade County 0 pt. OF P 1 nnin . Development Regulation � -g - I Street, suite 1010 .1 Florida 33128 NOTICE TO DEPARTfNIE LIANNING, DEVF--.LQPi'\IrN-r jIF I 0,,N - LINSPECT _C DF EMPLOYMENT U L'� A.5 SPECIA OR UNDER CIA SE ON 305.3 - SOUTH FLORIDA BUILDINQ CODF be*n retained by inspection se"Vicer under Section JU-),3, South Horicla Buildinc, -ode at L _project oil the below listed structures as IZEucess Number da;- Fi Street e t Address Contrnetor of Record ln'gpectio—ll G(C., Explicit P LL The foHcr' ing individuals) employed by 1 e or this f I r n are authorized to fu rm inspection t P, notify Dade Coun�y Department of Planning, Development c'-[Formj Fpspecnoil services. - (D �n): cha'hoeste4 jonn"I p ,4r,JOngiuti),pii.-.SI d'-1-i'stand that P Special Inspectors inspection loo c for ac]i;bLI'ildina-r-h'ust'-n clisplayed'.Ti) a:,co by-,h, Did Department of Planning g, Devd`l6pment'&AR" e. CaWon on theosite for • riv Insp eetor. 4,011 :)sIt)C'ci Ions, as rcqul IL y the South Florida Building M, Code N' 10MV 15'e pe'rf The C'7" 0'rm-ed�byrffie County whenothe Special lonspe"clor is h;o.�Od4 t building inspections must be calls on • 61'anaztor�, inspections. Ij,sppttllb 71 i p e ins.pectioits perforiiie(l by the Deparliela. Furlher, upo; \-.or't\' Under each Building Permit I will submit the completed inspection lo- 1 r",.:)'p, lion 0 f(in, 00 �J. Me -S"'ec"11 IiIsPeclor hired bY the Or are i1i a(leli(iol, to 1/re In atorP, rfo.r.l"C(T al inspection and before making- application for Ce%�ut-� oroco(iLwCc�*- Building Inspector, at time of final f0[­M 2n�sealled Stitei;l'-PLof 0`cow-h Compliance shall State that, to the best 017�'O(.Ir knowledge, T e M-ipi e)n s of • J d z!�)O\'e meets with the intent of the South Florida Building Code and is in substantial a-000rolp.n*ce \%it'hott "C) Out; -e, belief and professional judonInt tha:thos A S 0 -a;)pro\�d • S: is iS;'r'rl-dJ and Seal,,-d e: a • • see* 00 . .. .... . . . .... .... . .. • •••••f •••• • •.. • •••••• •••• • • • • ! • • ou • • •••• •••• h 00 c