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PLANSFORM 900 -A -80 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION SECTION 9 — RESIDENTIAL POINT SYSTEM METHOD DEPARTMENT OF COMMUNITY AFFAIRS CLIMATE ZONES SOUTH 7(9 ; 9 This form may be used to demonstrate compliance with the Energy Code for new singl.•famiy detached or multifamily attached dwellings under Section 9. M alternative to this method for singl.•family detached dwellings, and multifamily attached dwellings of three stories or lees, Is provided in Section 10. Multifamily attached dwellings greater than three stories must comply under Section 9 or S. Additions to existing residential buildings must comply under Section 9 or 10. Additional Information may be obtained from your local building department or the Department of Community Affairs, Energy Cods Program, 2571 Executive Center Cirde East, Tallahassee, Florida 323014244. PROJECT NAME MID ADDRESS: .BUILDEfi: I OWNEft 3BE D E:PA - 5B `5 ATti ESi DE JG E N.E. 91 4. IV,E. '3` AVE L E S 4. lk At iz P E Cz, PERMITTING OFFICE: CIRCLE CUMATE ZONE 7 0 9 PERMIT NO.: JURISDICTION NO.: 213111 °I0101 DETACHED ® NEW ❑ ADD. ATTACHED • NEW ❑ ADO. CHECK IF WORST CASE CALCULATIOFt CONOMONED FLOOR AREA 1 310 11Q� IF MULTIFAMILY, E/3• NUMBER OF UNITS: CEILING INSULATION UNDER ATTIC R= 0 SQL ASSEMBLY R = 111 0 GLASS AREA AT-TYPE CLEAR TiNT,FlLM,SOLAR SCREEN 1214-1 SOL 111 D8L M11 WI ' DEL NET WALL AREA AND INSULATION CBS MEE R= • O R= I [1• STEEL STUD R = 111 100 R= DUCTS N UNCOND. SPACE R = I I 1EJ N COND. SPACE R= COOLNO SYSTEM ® CENTTIAL ❑ NOFE ❑ RDOM ❑ PTA,c SEER /EER = I I° 1■ 0 HEATING SYSTEM ® ELECTRIC STRP .. _. ❑ NATURAL GAS ❑ OTHER alas COP /AP4 E _ 0 ❑ HEAT PUMP :❑ ROOM/PTHP ❑ NONE Iol HOT WATER SYSTEM of ❑ NATURAL GAS ❑ OTHER FUELS Ia1 I EF ❑ sOLAR ❑ HEAT RECOVERY ❑ DED. HEAT PUMP SF /EF = ❑. iii NUMBER OF BEDROOMS = 1131 INFILTRATION PRACTICE USED ❑ #1.DR #2❑#3 ( TOTAL AS81ULT POINTS In accordance with Section - .907 F.S,.1 hereby certify that is and specifications .... , _ calculation are in compliance with Florida Energy Coda OWNER/AGENT: DATE: r-_ i i ' 6% 1 141 TOTAL BASE POINTS x 100' CALCULATED ENERGY PERFORMANCE INDEX MUST NOT EXCEED 100 POINTS. CALCULATED E.PJ Re'Aew of the plans and specifications cowered by this calculation Indicates compliance with the Florida Energy Code. Before construction is completed. this bulking win be Inspected for =,h= In accordance with Section 563.906 F.S. BUILDING OFFICIAL DATE 1 • FORM 900 -A -86 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION SECTION 9 — RESIDENTIAL POINT SYSTEM METHOD DEPARTMENT OP COMMUNITY AFFAIRS CUMATE ZONES SOUTH 7(s 9 This form may be used to demonstrate compliance with the Energy Coda for new single -family detached or multifamily attached dwellings under Section 9. M alternative to Ibis method for single-family detached dwellings, and multifamily attached dwellings of three stories or less, is provided in Section 10. Multifamily attached dwellings greater than three storks must comply under Section 9 or 5. Additions to existing residential buildings must comply under Section 9 or 10. Additional information may be obtained from your local building department or the Department of Community Affairs, Energy Code Program, 2571 Executive Center CIrcls East, Tallahassee, Florida 32301-8244. PROJECT NAME AND ADDRESS: BUILDER 3 BE 3 15)1/4 vQ ' Nt - 5 E t o� N, E. 9 I . t4. E. OWNER: CAA Aoz c.E s l'! At R P >` PERMITTING OFFICE: CIRCLE CUMATE ZONE 7 9 C9 PERMIT NO.: JURISDICTION NO.: 213111010101 DETACHED El NEW ❑ ADD. ATTACHED NEW D ADO. CHECK IF WORST CASE CALCULATIOIt IF MULTIFAMILY, NUMBER OF UNITS: CONDITIONED FLOOR AREA 1 1319151 11 CEIUNG INSULATION UNDER ATTIC R 1119 SO . ASSEMBLY R iii 0 GLASS AREA CLEAR liNT,FlUA,SOLAA SCREEN SGL DEL SGL DEL NET WALL AREA AND INSULATION CBS R• 0 FRAME R• STEEL STUD R• iii LOG R• DUCTS N UNCOND. SPACE R 14 COND. SPACE R• IE COOLING SYSTEM CENTRAL ❑ NONE ❑ ROOM D PTAC SEER /EER • rn. 0 HEATING SYSTEM ® ELECTRIC STRP . _ ❑ HEAT PUMP ❑ NATURAL GAS' ❑ OTHER FUELS COP /AFUE • 0 'D ROOM /PTHP D NONE . 1 ° 1 ° 1 HOT WATER SYSTEM 181 ELECTRIC ❑ NATURAL GAS ❑ OTHER FUELS EF 16101 ❑ SOLAR ❑ HEAT RECOVERY ❑ DED. HEAT PUMP SF /EF • El 111 NUMBER OF BEDROOMS • 1 131 INFILTRATION PRACTICE USED 0 #1. 10 20#3 314Is ( 31 TOTAL AS -BULT POINTS 1 14141417121 TOTAL BASE POINTS x 100 81 CALCULATED EPJI CALCULATED ENERGY PERFORMANCE INDEX MUST NOT EXCEED 100 POINTS. Review of the plans and specifications covered by this calculation indicates compliance wth the Florida Energy Code. Bette corsbuctlon b completed, this building wil be inspected for oompilance In e000rdanoe watt Section 561908 F.S. BUILDING OFFICIAL DATE 9A I PRESCRIPTIVE MEASQRES (Must be net or e xceeded by M residences.) EXTERIOR & ADJACENT DOORS ..,.. .• ..I '' • , m. JOINTS & CRACKS WATER HEATERS SWIMMING POOLS HOT WATER ,PIPES SHOWER HEADS HVAC DUCT CONSTRUCTION 904.1 904.1 9042 904.3 904.4 904.5 903.2 904.6 x..11;:•. :.; 1 " .� v • : 1 • 1 ■ .•.7 : .•.; ... •11 CEIUNG INSUL MAXIMUM OF 0.5 CFM PER SO. FT. OF DOOR AREA. INCLUDES SUDING GLASS DOORS, SOLID CORE, W000 PANEL. INSULATED. OR GLASS DOORS ONLY. TO BE CAULKED, GASKETED, WEATHERSTRIPPED OR OTHERWISE SEALED. MUST BEAR LABEL INDICATING CObPUANCE WITH ASHRAE STANDARD 90 OR COMPLY WITH EFFICIENCY AND STANDBY LOSS REQUIREMENTS. SWITCH OR CLEARLY MARKED CIRCUIT BREAKER (ELECTRIC), OR CUT-OFF SPAS & HEATED POOLS MUST HAVE COVERS (EXCEPT SOLAR HEATED). NON - COMMERCIAL POOLS MUST INSULATION IS REQUIRED ONLY FOR RECIRCULATING SYSTEMS. IN SUCH CASES, PIPING HEAT LOSS SHALL BE LIMITED T017.5 BTU /H /LINEAR FOOT OF PIPE, WATER FLOW MUST BE RESTRICTED TO NO MORE THAN 3 GALLONS PER MINUTE AT 20 TO 80 PSIG. CONSTRUCTED IN ACCORDANCE WITH INDUSTRY STANDARDS & LOCAL MECHANICAL CODES. DUCTS IN UNCONDITIONED SPACE MUST BE INSULATED TO MINIMUM R- 4.2 & JOINTS MUST BE SEALED. 904.9 MINIMUM R-19. -1. ••N, ✓ • i, :. r" 11111111 5F11 1• ITSE INjANIl ZIME = IMIIIN -Tall111li -= 7r>r•� SUMMER CALCULATIONS OR N NE 88.0 E 7 127.0 SE 135.0 S 39 124.2 SW 135.0 w (o4- 127.0 NW 4, 88.0 H 124.2 939f4 4-844 A 12 $ GLASS x BASE 1 SUMMER M MF.R AREA SPM POINTS 70 80.2 4444. COMPONENT DESCRIPTION EXTERIOR ADJACENT BASE SUM. I BASE AREA x PT. MULT. POINTS Z 0 41 1.8 1.0 32 75 • UNDER ATTIC OR SINGLE ASSEMBLY 39 .8 .8 r .8 COOLNG SYSTEM TOTAL I BASE BASE CSM x BASE = COOLING SUM. PTS. 1 POINTS .43 ? 527/. NOT WATER SYSTEM NUMBER 1 OF x BASE NWM I BASE a NOT WATER POINTS 9�5-1 BEDROOMS 3319 CLIMATE ZONES 7 9 OR 80.2 88,0 1270 135.0 124.2 135.0 127 0 88.0 380.8 OLASS " I - /SINGLE `� SP11 AREA CLEAR TINT" OR 7m 74: Z9 64- 247 84.5 94.8 138,3 148.2 135.8 148.2 138.3 94.8 428.7 85.2 94.5 133.9 143.0 132,5 143.0 133 9 94.5 354.7 DOUBLE i E� 1 GLASS T • CLEAR TINT" q 1 41 1 54.9 78.2 109 4 118.1 107.7 116.1 109 78.2 278.9 4 . h 4 R ii- Z 6414 V 32367 7 7 • COMPONENT DESCRIPTION EaC`f'>t1C 1 R. I SUM. PT. 1 AS-BULT AREA x MULT. s SUMMER (9C TNRU 90) ANTS 204'7 2.'7 5"17 SLAB RAISED - 20.0 - 2.16 FOR SLAB-ON-GRADE USE PERIMETER LENGTH ALONG CONDITIONED FLOOR IN PLACE OF AREA. 7 TOTAL 1 AS -BUILT 1 AS-BUILT 1 AS-BULT 1 AS-BULT AS-BULT x DM x CSM a CCM s COOLING SUM. PTS. (910 (9K) (90 • PRINTS 3 �57 I I .43 , o 1 14371 -2- AS-BUILT NOT WATER SYSTEM DESC. 143'11 NUMBER 1 AS -BURT 1 AS-BULT 1 AS-BULT OF x HWM x HWCM s NOT WATER BEDROOMS (991) (9N) POINTS 3 ►81 , 42 24 651 1 • H • Horizontal Glass (Skylights) For Shading Coefficient less than 0.83, tea sec. 903.2(a). Tint Multipliers may be used for glass with solar screens, film, or tint. 1 2 WINTER CALCULATIONS 1 NE E 74 w 4 1,4 - 1.1 - 1 - 3.3 - 3.1 - 3.3 - 1.1 - 7 0 SE SW NW 15 1.4 - 3.1 11 , g EXTERIOR ADJACENT 7 1 BASE • WINTER 1 CON). 1 TOTAL BASE 15 x FLOOR + GLASS s ADJ. 4 0 34 V 3.8 2.5 OR N 70 NE E _SE 1.4 - 11 - 3.3 s SW W NW H ' - 3.3 - 11 1.4 - 7.3 GLASS lie 1/ /SINGLE DOUBLE x WOF AS -BUILT AREA MIT** ' GLASS CLEAR T•• CLEAR TINT•• (� . WIN, 3.7 3.7 2.2 2.4 I. 2 1.8 1 74 39 Coo 2 47 2.9 .1 - 2.1 2.9 .2 - 2.0 - 2.0 - 1.8 - 2.1 ,1 2.9 - 8.9 - 2.0 .2 2.9 - 7.8 ti - 2.5 - 3.1 - 2,4 - 2.5 - fI 1.8 - 5.7 2. 5R . 91 2.5R 19 "71 234 V BASE 1 GLASS = COMPONENT DESCRIPTION 3 EXTERIOR ADJACENT ) BASE BASE WIN. AREA x PT. MULT. = WINTER so 47 60 l� .3 .5 7 1 UNDER ATTIC OR SINGLE ASSEMBLY 3SST .1 ADJUSTED GLASS COMPONENT DESCRIPTION 1 WIN. PT. 1 AREA x MULT. = (9C THRU 9G) 2.o47 L. z AS-BUILT WINTER CLIMATE ZONES 7 • • V V k FOR SLAB ON GRADE USE PERIM LENGTH ALONG CONDITIONED FLOOR IN PLACE OF AREA. 1 1:. 7•., tr3T7NIMMIIIM 1t3 tilli l i'nirEIMr3=Z111111 0 10kM1 USE FL OQ1j AREA OF CONDITIONED SPACE HEATING SYSTEM 1 TOTAL I BASE BASE HSM x BASE = HEATING ` WIN. PTS. POINTS I 884 2 148 1.14 V BASE 1 BASE I BASE 1 TOTAL COOLING + HEATING • HOT WATER s BASE POINTS POINTS POINTS POINTS (From P.2) (From P.2) (Enter on P.11 3�3 47 144 13 9 9 57 44.472 • TQTAL COMPONENT AS -BUILT WINTER POINTS 1 3 /-7 1 TOTAL I AS-BUILT I AS-BUILT 1 AS-BUILT 1 AS -BUILT AS-BUILT x DM x HSM x HCM = HEATING WIN. PTS. I ( (9C (9I) POINTS 347 1,1'4- I (.om I a. 90 5-54 V AS -BUILT COOLING POINTS (From P.2) I AS-BUILT I AS -BUILT 1 TOTAL + HEATING + HOT WATER = AS-BUILT POINTS POINTS POINTS (From P.21 (Enter on P.11 85?C 21 (5'L 30 1 • H ■ Horizontal Glass (Skylights) • • For Shading Coefficient Tess than 0.83., see sec. 903.2(a). TIM Multipliers may be used for glass with solar screens, film, or tint. 1 911 WINTER OVERHANG FACTORS (WOO" NMI MIME IRWIN INETZIN WM MEM MIMI MIMI WU MITral =WM 1111r1r7 EMI INITIII =MN NIETTAI MEM =TM Mr= WM INTIM NrcrimErrismnrmwrimm-rumr• MIRrIN MIMI swam:Immo. FT: 71 MEM Mira Mln• MEM =FM mirilmwromerismotru ligril IBM MIMI WIN MOM Wel NOM NNIEM =rim 111W11 MOM 0111111 sum WON EffrIll DOU PANE t • s: ..: . rtrimmumnissrismrusrmsrmmlimorerm.smisrilmnrusrra wrEsirammenewmimrimumworra =FM =rill MEMO =TM 1157111 morns rrrisimmimomrmilowalouramown MIEN IIIIIIIM Normarisarn worm Nrismri...rnmrmmcmmrmimrmmrn IIIMMIll MIMI MINE'll MIMI MEM oRed. TATION 0.0 • 0 ERHANG TIO 0.27. 0.38- 0.47. 0.58- 0.71- 0.84. 1.19. 1.73. 2.74- 5.87 - r 90 DOOR WINTER POINT MULTIPUERS (WPM) 90 INFILTRATION WINTER POINT MULTIPLIERS INFILTRATION PRACTICE (See TON 9P) PRACTICE 1 PRACTICE '2 PRACTICE • 3 WPM .8 WINTER POINT MULTIPLIERS 9F FLOOR WINTER POINT MULTIPLIERS (WPM) 911 DUCT MULTIPUERS (DM). CUMATE ZONES 7 II I IMENNMt N7lrrll. I IM771111,. I .11CMrlIlWrll, • 111111M1 stirrumml Irimumerri. M1/711111111,1= mu rims =FAN Enrnuomml MI mi. =WM 111•11M11 Irmirmams. .1r ..1V=7:11 WRITE 1111111%71111111MIN =IF= .IPMEULLI 1:11:NE1 SLAB-ON-GRADE EDGE INSULATION R-VALUE 0. 2.9 3 - 4.9 5 8.9 7 & Uo - 2.7 - 2.7 R-VALUE 0 - 2.9 3 - 4,9 CONCRETE WPM .0 .3 5• 8.9 RAISED .1 7 & Uo ,0 R-VALUE 0- 8.9 7 - 10.9 RAISED W000 (See 903.2(s)) WPM .8 .2 11 18.9 lb 198U° S I n..1 VALUE 4.2' 4.9 ¶ 8.8 8.7 8 Up DUCTS IN CONDITIONED SPACE With ROAM 1.09 1.00 W/0 Return Air Duct 1.10 1'.08 1.08 1.00 MI SUMMER OVERHANG FACTORS (SOF) For tingle and doubt pane glom I -s MEI INTIM lb 11M 11,711111 own. sir= Imus mins NA. Nem win' 1777^71 =TEN MRTIIII Nur= swim =FM We= MWT-INI norm Norm swam =tn. =cm urn sr= lora. =Till NM= =ram mriNi Norm mirml =rim NW= =MI Frill WWII 11■17-MI IM-7= MIMI MIMI WI. MI Nom. =rim mono =rm. wrmi mirmi MN =TIM WatilNIII Ws1111111111M1.1111W7WM =no =rim Norm NEF711111W21•1 TATION rt. I al OVERHA c RATIO 0.0 • 0.18- 0.27- 0.36- 0.47 • 0.58- 0.71- 0.84 • 1.19- 1.73- 2.74- 5.87 • OVERHANG RATIO SC WALL SUMMER POW MUMPUERS PRIMER ...rmsru Irmo' sr= INTill 0- 6.9 111111=7/11IM 11111717111117111111111111111177 um Nom Will MIME NinNTE opz sirm 1171111111,11111•111•1111T111 morn. =rim IrMIIIMIFINEIFIll min • • • FRAME ONCRETE BLOCK FACE ICK ID DOOR SUMMER POINT MULTIPLIERS (SPM) 90 INFILTRATION SUMMER POINT MULTWUERS INFLTRATION PRACTICE (See Table IIP) PRACTICE 1 PRACTICE 2 PRACTICE 3 SPM 18.8 p .1 SUMMER POINT MULTIPLIERS 9E =NO SUMMER POINT MULTIPUERS (SPM) M11117r1=_. ; "11r illr177 111111111111111 =TIM IIITIFT1111111111M11111111M111111 1.9 .0 R 1 P E o A - .I. IF FLOOR SUER POINT MULTIPLIERS (SRA) CLIMATE ZONES 7 9 9 SLAB-ON-GRADE EDGE INSULATION R-VALUE 0 - 2.9 3 • 4.9 5 • 6.9 -18.8 7 & Uo -16.0 R-VALUE 0 - 2.9 3 4.9 SPM .8 - .3 5- 6.9 -.4 & Uo -.5 USED WOOD (Soo 903.2(5)) II-VALUE SPA 0- 8.9 1.1 7 - 10.9 .1 11 - 18.9 .0 19 & UD .0 IN DUCT MULTIPLIERS (DM) R-VALUE 4.2) 4.9 . 6.8 6.7 & Up DUCTS IN CONDITIONED SPACE With Return 1.14 1.09 1.00 W/0 Rem Air Duet 1.10 . 1.08 1.08 1.00 -3- 91 HEATING SYSTEM MULTIPLIERS (16M) CLIMATE ZONES 7 9 9 SYSTEM TYP HEATING : YSTEM MU TIPUERS Heat Pump flay y __' 'impr'' ''' Electric Strip . � JI. ...411 J Ile ■.ti..i� . I'. #.•.' • - .. .. :u; .. r•' Minimums: Central Units 2.5 COP. PTHP & Room Unita 2.2 COP. COP means Coefficient of Performance. 1 HEATING CREDIT MULTIPLIERS (HCM) u.• Multizone Natural Gas Other Fuels SYSTEM TY PI HCM AFUE HCM HCM 9K COOUNG SYSTEM MULTIPUERS (CSI) .80 -.84 25 -.69' .41 .38 .36 .33 .31 .83 .58 .54 .51 .48 Where more than one credit is claimed, multiply RCM's together. Enter product on page 4. AFUE means Annual Fuel Utilization Efficiency. SYSTEM SEER Central Units CSM PTAC & Room Unit 1 CSM 7.8- 7.9 .44 8.5- 8.9 .40 COOL 9.0 - 9.4 .38 EM NG SYST MULTIPUJERS 9.5 - 10.0 - 10.5 - 9.9 10.4 10.9 .38 .34 .32 11.0 - 11.4 .31 :.4 CSM for EER 7.5 - 7.7 6. For EER's >7.7 uee mu)tidiers above. 11.5- 11.9 X30 12.0 - & UD 28 Minimums: Central Units 7.8 SEER. Room Units 7.5 EER. PTAC under 13,000 BTUIH 7.5 EER, and over 13,000 BTUIH 7.0 EER. • SEER means Seasonal Energy Efficiency Ratio. EER means Energy Efficiency Ratio. IL COOLING CREDIT MULTIPLERS (CCM) SYSTEM TYPE • (Wino Fans Multmona COOLING CREDIT MULTIPUERS CMS Ventf� ion or Whale House Fan (Credit for only onel CCM Where more than one credit is claimed, multiply CCM's together. Enter product on page 2. SE MOT WATEI MULTIPUERS (HWM) M ER CREDIT 1 HOT WATER MULTIPLIERS (HWCM) SYSTEM TYPE Solar Wider Heater Heal Recovery Unit Dedicated Heat Pump SF . HWCM With HWCM EF HWCM .1 I .9 HEATING SYS MULTIPLERS V -.74 79 .80 -.84 Y IP INFILTRATION REDUCTION PRACTICE COMPUANCE CHECKUST (See Section 9032(f)) HOT TER CREDIT MUL .4 5 a 8 s A 2.0 -2.49 __ 2.5 -2.99 3.0 -3.49 .44 25 .29 A HWM must be used In conjunction with all HWCM See Table 911. SF means Solar Fraction. EF means Energy Factor. .85 -.89 29 .45 .3 2 l .1 .0 Heat Pump 3.5 & Uo .25 .W.11771, Combustion *fiancee 0 1 0 ., " rll ■ . IF G :: . 'IJI1/ •ik .. :i.=ll, ::. h l, .Ill. ' :.,•11, I .■ I. / - ...' mimmipm MGM ,j' Ti^i 7PST.1!^llr. : ,Lau •.1.' u!: . 1 • •.1 1 w. -.i! 1 -r. 1! . ... 11111EA , . 1111 Il 11.'.1 •:' .1/.- tl: P l.-.' ... .: ! rll :•. !. II . .. • . . ' 4 -r.• .1111 '. I•..,•,: •.-.114 .1 -J •. .!4P 1.' I . .• .11 '.•,F ' ... .11 1 '.• 11 •.• 1. :.11 • -1 ' l '.- ...! -r • .l ■ .. I •I t ..1 11 : 0 .11 I • .111 11• ••.1 •.• 11.- I..1.• 1 -1 l 1 .. ... , 11!- • •.1 7.. '.I .Ill Id. .t. •11.1. 1. . 1 4•.I . 1 • 1. -J ,..• Be In unconditioned space (except direct vent), draw air from unconditioned apace, exhaust ... ucts to outside. Stoves see 903. • . l• • 4 1 HEEL PLATE AS SHOWN ON TRUSS DESIGN (TYPICAL) l2' -6" HEAVY ROOFING I3' -0" LIGHT ROOFING 2x4 RAKE OVERHANG 2.5 -5 2452 2x4 TREATED LEDGER (BY OTHERS) UP TO 6'-6" MAX. 1.5 -3 1630 OVERHANG W /LEVEL RETURN (2x6 TOP CHORD) I 3 ' -6" HEA ROOFING 4 -0" LIGHT ROOFING 2x6 RAKE OVERHANG 2.5 -5 2452 UP TO 3 -0" VARIES 1.5 -3 1630 CANTILEVER TRUSS WITH OVERHANG 6 LEVEL RETURN WEB REQ'D. EVERY 36" 0.C. IIUSWAI SYf1IMf: PLATES MIN MADE FROM 11 S 10 GAUOI GRADE A IASTM ••46 -17I P11111, NOT DIPPED GALV. SII11. PLATES SMALL 11 APPLIED TO EOM FACIE OP TRUSI AT EACH 10111T. WHERE DININE10N1 ARE NOT EIIOWN, PLACE PLATES SIMMEIRICAIIT ASOUT 101NT OR Af INDICATED BY CIRCLES MI. WHERE NO SHEATHING IS APPLIED DIIICIIT 10 TOP CHORDS. 11411 SHALL 11 SRAM AT INTERVALS NOT EXCEEDING 1'.0'. WHIRS N0 RIGID CEIIINO If APPLIED DIRECTLY 10 1011011 CHORDS. THEY SHALL SE BRACED AT INTERVALS NOT EXCEEDING I0' -0'. All A001110NA1 BRACING INDICATED MUST 1E INSTALLED AS PART OF THE PERMAHINT STRUCTURE. TRUSWAL SYITE111 INC. SEARS NO ll$PONSISILITY POl THE ERECTION 01 TRUSSES. PERSONS ERECTING TRUSSES ARE CAUTIONED TO SEER PROFESSIONAL ADVISE REGARDING IIMPOIART ERECTION IIACIHO WHICH If •LWAYS REQUIRED 10 PREVENT TOPPLING AND "OOMINOINO". CUTTING AND PAIRICAIION SHALL 11 ACCOMPLISHED USING EQUIPMENT WHICH WILL PRODUCE 114110 FITTING JOINTS AND PLATES. OVERALL SPANS ARE RASED ON THE USE OP A /- NOMINAL W10114 OP TEARING At EACH IND SEARING WIDTHS OF UP TO $ MAY 11 USED WHICH WILL PERM? AN INCREASE IN THE MAXIMUM OVERALL SPAN 01 /'. OVERHANG W /LEVEL RETURN (USING WEDGE) I u ..u,n q 10 T i No.12285 {7 � i 3 STATE i STA OF ?� 1.5 -3 1630 / 2.5 -4 2437' • 7 L UP TO 4 -0" OVERHANG W /LEVEL : RETURN (2x4 TOP CHORD) UP TO 2 -0" UP TO 2' -0" 2x4 OVERHANG WITH LEVEL RETURN 6 RAKE OVERHANG NOTE: LUMBER TO BE AS SPECIFIED ON TRUSS DESIGN. TRUSSES SHALL BE FASTENED TO BEARING WALLS WITH FRAMING ANCHOR OR EQUIVALENT. IN AREAS SUBJECT TO HURRICANE WINDS, TRUSSES SHALL BE FASTENED WITH 1/8" X 1" STEEL STRAP ANCHOR EMBEDDED IN TIE -BEAM AND BENT OVER TOP CHORD (BOTTOM CHORDS IN CANTILEVER TRUSSES) AND SECURED WITH 3 -16d NAILS. OTHER EQUIVALENT METHODS MAY BE USED. LEVEL RETURN OVER 24" LONG SHALL BE FASTENED TO 2x4 TREATED LEDGER WITH FRAMING ANCHOR. LEDGER TO BE BOLTED TO WALL 48" 0.C. (24" 0.C. FOR OVERHANG GREATER THAN 48".) LIGHT ROOFING m ASPHALT SHINGLES, SHEET METAL ETC. HEAVY ROOFING - SLATE, CEMENT TILE ETC. TRUSWAL RONEL OVERHANG DETAILS FOR SLOPES 2,5 12 OR GREATER P1TCH2.5 /1 SPAN OR GREATER VARIES DRAWN BY A.B.A. CHECKED SY A .E.A. SPACING 24" 0.C. DATE 5 - 11 - 77 DRWG. No. R -3 GE VALLEY SET I I RID LINE GIRDER TRUSS OR BEARI NG WALL Std. Trusses L U M B E R NOTE GABLE END TYPICAL PLAN 2x4: No. 3 So. Pine, Douglas Fir -Larch or Hem —Fir. Eq. or Bette,. 2x3: No. 2 So. Pine, Douglas Fir -Larch or Hem -Fir. Eq. or Better. FOR LONGER VALLEY MEMBERS, SPACE VERTICAL WEBS 6 0.c. MAX. 'N10 • q O �� Q' 4��yt I r I CAT % No. 12285 ; 1,x c {r _ = STATE OF RE E N n na . s•.. Top Chord of T uss L l illuSwAL SYSTEMS: PLATES ARE MADE FROM 1R • 20 GAUGE GRADE • IASTM A4•0 -721 PRIME, HOT DIPPED GALV. STIEL. PLATES SHALL RE APPLIED TO SOTH FACES OF TRUSS AT EACH JOINT. WHERE DIMENSIONS ARE NOT Sn.WN, PLACE ►LAZES SYMMETRICALLY ABOUT JOINT OR AS INDICATED ET CIRCLES 101. WHERE NO SHEATHING IS APPLIED DIRECTLY TO TOP CHORDS, THEY SHALL RE &RACED AT INTERVALS NOT EXCEEDING 2' -0 ". WHERE NO 11IO.0 CEILING IS APPLIED DIRECTLY TO &OTTOM CHORDS, THEY SHALL SE BRACED AT INTERVALS NOT EXCEEDING 10' -0 ". ALL ADDITIONAL BRACING INDICATED MUST RE INSTALLED AS PART OF THE PERMANENT STRUCTURE. TRUSWAL SYSTEMS INC. REARS NO RESPONSIBILITY FOR THE ERECTION OF TRUSSES. PERSONS ERECTING TRUSSES ARE CAUTIONED TO SEER PROFESSIONAL ADVISE REGARDING TEMPORARY ERECTION BRACING WHICH IS •LWATS REOUIRWI TO PREVENT TOPPLING AND "DOMINOING ". CUTTING AND PASRICATION SHALL SE ACCOMPLISHED USING Muir NT WHICH WILL PRODUCE SNUG FITTING JOINTS AND PLATES. OVERALL SPANS ARE BASED ON THE USE OF A A" NOMINAL WIDTH OF SEARING AT EACH END. REARING WIDTHS OF UP TO S" MAY BE USED WHICH WIL PERMIT AN INCREASE IN THE MAXIMUM OVERALL SPAN OF 4". BTM. CHORDS FOR VALLEYS RIPPED -CUT FROM 2x6's 16d Toe Nail into each Truss SECTION A -A 2.5 -4 2437 • 12 SLOPE 1G Slope 12 1.5 -3 LJ Top Chord Live Lood 30 psf Top Chord Dead Lood 15 Of Btm Chord Live Lood 0 psf Btm Chord Dead Lood 10 psf TOTAL 55 psf 33.37. Allowoble Unit Stress Increase for short term loading. 2.5. 4 2437 it I �- I I - - � I Ll 2.5 -4 2437 I 2'— 0" 2 0 , - D „ Typical Truss Spacing TRUSWAL RONEL 2.5 -4 2437 . 12'- 0" 8' -0" 16' 0" TYPE TYPICAL VALLEY DETAILS PITCH VARIES DRAWN BY A. E.A. DRWG. No. 2x6 or os required SPAN VARIES CHECKED BY A.E.A. T 1.00025 D SPACING 24" 0.C. DATE 2 -15 -77 TRIANGULAR STANDARDS 4.0/12 SLOPE CONF. 6/4. 2.0 0.C.. 45410 PSF. 33.3% SPECIES 1 GRADE MAX. 0/* SPANS (TPI 1978> 2X4 i/C 2 %4 B/C S O O T H E R N P I N E DENSE SEL. 5TR. KD 40'- 1' 41' -f0' SELECT SFR. KD 38'- 7• 41' -l0' 91 DENSE KD 38'- 1' 41'-10' 91 ID 36'- 5• - 38' - 12 DENSE KD 35'- 7' 38'- 2' 12 ID 32'-11' 34'- 0' SEL. SEL. STD. DRY 39'- 3' 41' -11' SELECT STk.. DRY 37'- 2• Il'- 1' 11 DENSE DRY 11 DRY 37'- 3' 41'- 1' 34'- 8' . 36' -t0• 92 DENSE DRY 33'- 7• 36'- f' 12 DRY 30' -tl' 32'- 0�- D O U G L A 6 F I R - L A R C H DEN. SEL. STR. DRY 40'- 0' 4l' -10' SEL. 5TR. DRY 38'- 0' 41' -10' 91 DENSE DRY 37' -I1' 41'-10' 12 OEHSE DRY 34'- 0' 36' -10' 11 DRY 35' 3' 38'- 2' 12 DRY 31'- 4' 32'- 6' SEL M STR F DRY 34'- 3' 36'- 1' 1 1 DRY 31'- 4' 31' -10' 92 DRY 27'- 8' 27'- 5' 8 5 F: tFOR SPECIES LISTED ABOVE ONLY/ 2400E-2.OE 4l' -10• 41'-10' 2250E-1.9E 10'- 9' 41' -t O• 21009 -1 .8E 39'- 5' 41' -l0' 1950E-1.7E 38'- 2' 41' -10' 1800F -1.6E 36'- 8• 40'- 4' 1650E -1.SE JS'- 1' 36' -11' Y E B M E M B E R S UAL. 2X3' 12 HEM -FIR. ROM ETTER. 2X1: 83 HEN -FIR. EQUAL OP. BETTER. G E QUAL / . •\2 o { Vo S 1( 4860 3-6 3260 I� /► ' ®0 T. C. SP2 TC _NOT_E_ ONLY ONE TOP CHORD SPLICE ALLOWED IN EACH CHORD 2.5 -4 244 1.5-3 1630 17 -6 STMT. EXCEPT SP 1 1.4 1.4 CONTINUOUS LATERAL BRACING OVER 32 4 7 ♦ 3 0' }o Q 12 8 4 eLOC K r Aeour CE HEMLINE AS swoww 1 5-5 'TO IS -6 TO 4852 TO 4860 TO 38'- 4" 41' -10" 38'- 4" 41' -10" S v w to / + e AREAS 4 ✓ I "Si 8 � o a 16 1 + 12 IOW Willi 2`d J 'n (2)20-7 (2) 14j70 PINE 2.5 -4 . SIZE HEM -FIR FIR -L 2445 0 TO Vi- "L TO 3y ' I / do( panel TO 41 *_12" - - I2.5 2 4 8 2 { 3L82 1..-r -8 TO 38 4.i ' T- O 2 TO 1' -10" i / 2.5 -10 34'- 0" 37'- 4" *4875 2.5-]]2 '- 4" 41' - 10" 41' -10" N 0 t E BTM.CHD SP 2 SPLICE I NECESSARY, I 4" 33'- P M. 8" 00 OT COMSINE SI010. 2497 31'- 8" 36'- 8" AND 2 IN SAN! TRUSS. IF 4 4 " 33gg '- 0" Two ITPE 2 SPLICES MAT 19;_ ;; 41' -10" D ` 1 0/ A S PAN SE USto. BTM.CHD. SP. 1 5 -8 4875 T,►� • /SYSTEMS _ A SITJDOE W. N Pad SI. Troy MI 41011 12050 NW 4711, AIM. M4.mI, F4. 33054 I M P O R T A N T N O T E S 1 LOADING DATA PROFILE DATA TRUSWAL SYSTEMS CONNECTOR PLATES ARE FORMED FROM 11 AND 20 OAVOE GALVANIZED (ASTM A 441 72) STEEL. PLATES SHALL BE APPLIED TO BOTH FACES Of TRUSS AT EACH JOINT. WHERE DIMENSIONS ARE NOT SHOWN. PLACE PLATES SYMMETRICALLY ABOUT JOINT OR AS INDICATED BY CIRCLES (0). CUTTING, AND FABRICATION SHALL BE ACCOMPLISHED USING EQUIPMENT WHICH WILL PRODUCE SNUG FITTING JOINTS AND FULLY EMBEDDED PLATES. REFER TO THE "QUALITY CONTROL MANUAL" BY TRUSS I PLATE INSTITUTE (7P1)- 7411 RI00S ROAD. HYATTSVILLE, MD 20712. ONLY LATERAL BRACING. AS MAY BE REQUIRED BY DESIGN OF INDIVIDUAL TRUSS MEMBERS IS NOTED ON DRAWING. TRUSWAL SYSTEMS BEARS NO • RESPONSIBILITY FOR THE ERECTION OF TRUSSES. PERSONS ERECTING TRUSSES ARE CAUTIONED TO SEEK PROFESSIONAL ADVICE REGARDING TEMPORARY ERECTION BRACING WHICH IS ALWAYS REQUIRED TO PREVENT TOPPLING AND "DOMINOINO ".REFER TO "BRACING WOOD TRUSSES: COW MENTARY AND RECOMMENDATION" (1P1). THIS DESIGN ASSUMES THAT THE TOP CHORD IS CONTINUOUSLY BRACED BY THE ROOF SHEATHING. WHERE NO RIGID CEILING IS APPLIED DIRECTLY TO BOTTOM CHORD IT SHALL BE •BRACED AT INTERVALS NOT EXCEEDING ID' -0 '. THIS DESIGN MEETS APPLICABLE PROVISIONS OF THE "NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION" (NFPA) AND "DESIGN SPECIFICATIONS FOR METAL PLATE CONNECTED WOOD TRUSSES" (TP I). TC LL 30 Pe TC OL 15 pel BC M. I O pet TOTAL 55 pet TYPE 6/4 PITCH 4.0 SPANS TO 41' 10" ENO. J.M.V. DATE 1 - 1 - 79 DURATION FACTOR: 33.3E SPACING: 24 "o•C. 1406444 D / D o ANTONIO E. AIM o' V :::::::: Q ow'`� ��0aT0 , C(4, E * • No. 12285 1 s * 11 STATE OF {Q• : sr FREft EEp G'''' LUMBER TOP CHORD 2X4 SOT CHORD 2X4 WEBS 2X4 BEARING ALL BEARINGS SHOWN BEARING 8 B 1 BEARINS 0 B 5 LOCATE ISTFROMAEIL 12 2 INCHES FROM 1X4 CONTINUOUS WITH TWO (2) 8D INDICATED BY 2X4 CONTINUOUS ATTACHED WITH MEMBER WHERE 24.00 SPECIFICATIONS 61 #2 #3/STUD REQUIREMENTS ARE 8.00' 8:00' ERLINDS EITHER LATERAL NAILS m. LATERAL TWO INDICATED DRY/M19 SPINE KD15 S.PINE KD15 S.PINE 3.6' EXCEPT AS NOTED: ACTUAL ACTUAL AT 1/4 PANEL LENGTH . END OF THE PANEL INDICATED. COLUMN BRACING ATTACHED TO EACH WEB WHERE COLUMN BRACING (2) 12d NAILS TO EACH BY (*#). . 18' MEMBER FORCES FROM TOP CHORD BOTTOM CHORD T 1- -4050 B 1- 3842 W 1- -660 T 2• -3494 B 2- 2909 W 2- 716 T 3- -2064 B 3- 1840 W 3- -1169 T 4T -2064 8 4- -85 W 4- 767 T 5- -1299 B 5- -1736 7 6- 1830 TRUSS LOADING (COY 1) UNIFORM LL ON TOP CHORD - 30.0 PSF UNIFORM DL ON BOT CHORD - 10.0 PSF UNIFORM DL ON TOP CHORD - 15.0 PSF TOTAL DESIGN LOAD ■ 55.0 ADDITIONAL LOADING CONC: TC VERT 220.0( 120.OLL)) LBS CONE: TC VERT 220.0( 120.OLL) LBS LOAD DURATION INCREASE ■ -9.0 �—' LEFT TO RIGHT: WEBS REACTIONS W 5- 145 REACTION 0 8 1- 1£04 W 6- -1066 REACTION 8 B E- 2651 W 7- 1654 N 8- -SO49 "; %. T� PSF AT PANEL POINT 1 AT PANEL POINT 7 1.33 - MAY 1 4 19(1, 18' -9.0 `� 90 DEB. 2445 3252 • 3245 1�2 4 Q9 12 2445 _ E' 3252 417 1630 �• 11 1.. PLATE ROTATED 4852 2445 A16 Br 12 12 ., ■■ •■ 2475 2445 3282 2452 4045 3252 3252 27 -8.6 ° 4'-5.4 ° ± m �� 2445 2445 ° I.. (2) 1630 (2) 5'-4.0 ° m 1630 24.00 ° I 37' -6.0 " OVERALL SPAN PLATE 85000 CODE TPI 1 SPACING 24.00 ° 0 . C .I DATE 5/14/86 ® ` ' ® ®_ ® ®� T TR UrivA sysrinAS CO va Ar:oN AsGNOOe co�FaNV IT IS THE RESPONSIBILITY OF OTHERS TO ASCERTAIN THAT THE LOADS UTILIZED ON THIS DESIGN MEET OR EXCEED THE ACTUAL DEAD LOADS IMPOSED BY THE STRUCTURE AND THE LIVE LOADS IMPOSED BY THE LOCAL BUILDING CODE OR HISTORICAL CLIMATIC RECORDS. NO RESPONSIBILITY IS ASSUMED FOR DIMENSIONAL ACCURACY. VERIFY ALL DIMENSIONS PRIOR TO FABRICATION. CONNECTOR PLATES SHOWN ARE TRUSWAL 16. 19. OR 20 GAGE AS SPECIFIED. FABRICATION SHALL COMPLY WITH THE QUALITY CONTROL MANUAL' OF THE TRUSS PLATE INSTITUTE (TPI) AND THE TRUSWAL CUTTING MANUAL. ALL PANELS NOT SPECIFICALLY DESIGNATED ARE TO BE EQUALLY DIVIDED. S I NS. OF NBIAISIEDaB ASES INGBUNS SS HER EN TAIE ORA Ra WIER. DE THISI CUTTING. ONLY LATERAL RDATING CONTINUO D O S I THIS DESIGN ASSUMES THE TOP CHORD TO BE CONTINUOUSLY BRACED BY SHEATHING UNLESS OTHERWISE STATED. WHERE NO RIGID CEILING IS APPLIED DIRECTLY TO THE BOTTOM CHORD. IT SHALL BE BRACED AT INTERVALS NOT EXCEEDING 10' -0'. PERSONS ERECTING TRUSSES ARE CAUTIONED TO SEEK PROFESSIONAL ADVICE REGARDING TEMPORARY ERECTION COGMENTARY ND RECOMMENDAT (TPI).PRWHERE TOPPLING T PROPER CI FIELD CLEARLY MARK INTERIOR BEARING LOCATIONS. CANTILEVERS. AND THE CHORDS CF THE TRUSS TO PREVENT I.PROPER INSTALLATION. TRUSSES SHALL NOT BE PLACED IN ANY ENVIRONMENT THAT WILL CAUSE THE MOISTURE CONTENT OF THE WOOD TO EXCEED 19% AND /OR CAUSE CONNECTOR PLATE CORROSION. CAMBER. WHEN NECESSARY. IS BEST DETERMINED BY JUDICIOUS APPLICATION OF EXPERIEN-E AND THEREFORE I5 OUTSIDE THE SCOPE OF RESPONSIBILITY OF TRUSWAL. AN A N Y T R U S R DESIGN DWG, I 6051571 FI LES 41 ■ ALLEN R1NT F1342.0' 07 / ROYAL ACCUUNl : ALLEN HUNT PROGRAM VERSION: 1^01 SUPPORTING CALCULATIONS FOR DRAWING 4 UNIFORM LOADS CONCENTRAlED LOADS| PLF FROM TO LBS° �' 60 1 7 V lCLL 120 AT 1 V TCLL 30 1 7 V TCDL 120 AT 7 V TCLL- 2O 1 7 V BCDL 60 AT 1 V TCDL 40 AT 1 V TCDL 60 AT 7 V TCD 40 AT 7 V TCDL WEBS: MINIMUM OF 2x 4 . #3/STUD KD15 S^PINE 1 LATERAL BRACE(s) REQ'D FOR WEBS # 3 WEBS START AT TOP, 3 WEB JO1N7S @ B3 ��U�� vx�^��^^«� 1555 JOB NAME? F134E007 / ROYAL TRUSWAL SYSTEMS CORPORATION • SPAN: 37 F7 6 IN 0/16TH WED, MAY 14 1986 LOADING: 30f 15f 10 = 55 PSF AT 33,3% SPACING: 24" O^C. 1 PLY BEARING SIZES: LEFT 8,0". RIGHT 8^0" OVERHANG: LEFT 2'- O,O", RIGHT 2'- 0.0" HEELS: LEFT 3-15/16" RIGHT 3-15/16" CANTS: LEFT O'- O^O". RIGHT 5'- 0.0" TRUSS MEMBER FORCES (CON 1) T 1= -4050 B 1= 3842 W 1= -661 W 5= 145 T 2= -3494 B 2= 2903 W 2= 716 W 6= -1056 T 3= -2064 B 3= 1840 W 3= -1159 W 7= 1654 T 4= -2064 B 4= -85 W 4= 767 W 8= -3049 7 5= -1299 B 5= -1736 T 6= 1830 REACTIONS REACTION @ B 1= 1904 REACTION @ B 5= 2661 TOP AND BOTTOM CHORD LUMBER ANALYSIS ( TPI-78 TOP CHORD: (MINIMUM GRADE) 01 DRY/KD19 S^PINE 1700000 E PAN CON SIZE SLOPE L-ACT L-AVE QFACT FA(PSI) FB(PSI) AXIAL BENDING CSI 1 1 2x 4 4^00 6.79 6.03 0^79M 1113 1950 0^519 0^452 0^972 2 1 2x 4 4,00 5.98 6^03 0,79M 1113 1950 0,448 0^441 0^889 3 1 2x 4 4^00 5.98 5.98 0,85P 1250 1950 0.236 0^438 0^674 4 1 2x 4 -4^00 5^98 5,98 0,85P 1250 1950 0,236 0^438 0,674 5 1 2x 4 -4^00 5.98 6.25 0^79M 1094 1950 0^170 0^434 0^604 6 1 2x 4 -4,00 6.79 6.25 0^79M 1000 1950 0^262 0^410 0,672 BOT CHORD: (MINIMUM GRADE) #2 KD15 S^PINE 1600000 E PAN CON SIZE SLOPE L-ACT L-AVE QFACT FA(PSI) FD(PSI) AXIAL BENDING CSI 1 1 2x 4 0^00 9^78 9^04 1^00M 900 1750 0^610 0^343 0^953 2 1 2x 4 0.00 8^97 9.04 1^0OM 900 1750 0.461 0.343 0.804 3 1 2x 4 0^00 8^97 8^97 1^00M 900 1750 0^292 0^338 0^630 4 1 2x 4 0,00 4,45 8^07 1^OOM 1056 1750 0^012 0^274 0^286 5 1 2x 4 0^00 5^33 4^89 1^00M 955 1750 0.260 0^111 0^371 (OR AS NOTED BELOW) NOTES: ' ALLOWABLE MAXIMUM LIVE LOAD DEFLECTION (L/240) = 1^625 IN. ACTUAL MAXIMUM LIVE LOAD DEFLECTION = 0^214 IN. OCCURS AT PANEL POINT B 2. ACTUAL MAXIMUM HORIZONlAL L]VE LOAD DEFLECTION = 0^068 IN, ACCOUNT ALLEN HUNT PROGRAM VERSION: 1^01 SUPPOKlING CALCULATIONS FOR DRAWING # JOB NAME: F134E007 / ROYAL TRUSWAL SYSTEMS CORPORATION SPAN| 37 FT 6 IN 0/16TH WED. MAY 14 1986 LOADING: 30f 15f 10 = 55 PSF AT 33^37. SPACING: 24" O^C^ BEARING SIZES: LEFT 8,0". RIGHT 8^0" OVERHANG: LEFT 2'- O,O". HEELS: LEFT 3-15/16" RIGHT 3-15/16° CANTS: LEFT 0'- 0^0". PLF 60 30 20 -89 UNIFORM LOADS FROM TO 1 7 V TCLL 1 7 V TCDL 1 7 V BCDL 32.17' 37^5O'V BCLL T 1= -4175 1 2= -362O T 3= -219O T 4= -2190 T 5= -1656 T 6= 1071 TOP CHORD: (MINIMUM PAN CON SIZE 1 1 2x 4 2 1 2x 4 3 1 2x 4 4 1 2x 4 5 1 2x 4 6 1 2x 4 DOT CHORD: (MINIMUM PAN CON SIZE SLOPE 1 1 2x 4 0.00 2 1 2x 4 0.00 3 1 2x 4 0^00 4 1 2x 4 O^OO 5 1 2x 4 0^00 TRUSS MEMBER B 1= 3961 B 2= 3022 B 3= 2071 B 4= 454 B 5= -1O16 SLOPE 4^OO 4^O0 4.00 -4^O0 -4^OO -4^OO GRADE) L-ACT 6^79 5^98 5.98 5^98 5^98 6^79 GRADE) L-("iCT 9^78 8^97 8^97 4,45 = /x CONCENTRATED LOADS LBS^ 120 AT 120 AT 60 AT 40 AT 60 AT 40 AT FORCES W 1= W 2= W 3= W 4= (CON 1) -661 716 -1159 847 W W W W WEBS: MINIMUM OF 2x 4 43/STUD KD15 S^PINE 1 LATERAL BRACE(s) REQ'D FOR WEBS # 3 WEBS START AT TOP. 3 WEB JOINTS CO B3 �� vxw^x��vo� 1 V TCLL 7 V TCLL 1 V TCDL 1 V TCDL 7 V TCDL 7 V TCDL 5= 6= 7= 8= #1 D8Y/KD19 S^PINE L-AVE QFACT FA(PSl) 6^03 0^79M 1113 6^03 0^79M 1113 5^98 0^85P 1250 5.98 0.85P 1250 6.25 0^79M 1094 6.25 0,79M 1000 42 KD15 S^PINE L-AVE QFACT FA(PSI) 9^04 1^00M 900 9,04 1,0OM 900 8^97 1^OOM 900 8^07 1^00M 900 5^33 1^00M 955 8 -869 1401 -2716 TOP AND BOTTOM CHORD LUMBER ANALYSIS FB(PSI) AXIAL 1950 O^536 1950 O^464 1950 O^25O 1950 O^25O 1950 O^216 1950 O^153 FB(PSI) 1750 1750 1750 1750 1750 RIGHT RIGHT ( TPl-78 1 PLY 2'- 0.0" 5'- O^O" REACTIONS REACTION @ B 1= 1944 REACTION @ B 5= 2141 1700000 E BENDING CSI 0^455 0,990 0^443 0^908 0^438 0,688 0,438 0^688 0,441 0^657 0.410 0^563 1600000 E AXIAL BENDING CSI 0.629 0.343 0^972 0 ,480 0^343 0^823 0^329 0^338 0^666 0^O72 0^274 O^346 O^152 0.443 0^595 (OR AS NOTED BELOW) NOTES: ALLOWABLE MAXIMUM LIVE LOAD DEFLECTION (L/240) = 1^625 IN, ACTUAL MAXIMUM LIVE LOAD DEFLECTION = 0^229 IN. OCCURS AT PANEL POINT B 2^ ACTUAL MAXIMUM HOR1ZON7AL LIVE LOAD DEFLECTION = 0^078 IN. 1554 HIP GIRDER(S) �1- --�.��- r - 6 ti -'K 9 9 FRAMING PLAN 2445 3 TO 7 10 2445 2.5 -4 2.5 -4 0 N 0 3245 4852 S -5 3.5 -4 1630 1 1.5 -3 1S' -6 11/16" HIP JACK 0 2 LUMBER SPECIFICATIONS (TPI -78) TOP CHORD 2:6 NO. BOTTOM CHORD 2x4 NO. BOTTOM CHORD 2x6 NO. WEBS 2x4 NO. 2 K.D. 2 K.D. 2 K.D. 3 K.D. NOTE 1: FASTEN W /2 -16d TOE -NAILS NOTE 2: FASTEN W /4 -16d TOE -NAILS NOTE 3: PROVIDE 16504 CAPACITY 45 TRUSS HANGER, OR EQUIVALENT 4045 3.5 -5 IRUSMRL CONNECTOR PLATES PRE FORMED FROM I6. I8. AND 20 GRUGE GALVRNIIEO 1851N R 446 -721 STEEL. PLATES SMALL BE APPLIED 10 BOTH FACES OF THE TRUSS 441 EACH J0101. WHERE DIMENSIONS ARE 1107 SHOWN. PLATES SMALL GE PLACED SYMMETRICALLY RBOUT THE JOINT OR AS INDICATED BY CIRCLES 101. CUTTING AND FRBRICATIOM SHALL BE ACCOMPLISHED USING EOUIPNENI WHICH M1LL PRODUCE SMUG FITTING JOINTS 44ND FULL1 EMBEDDED PLATES. REFER 10 'OURLIII CONTROL MRNURL' 01 THE TRUSS PLATE INSTITUTE 11P11. 7411 R1GG5 NORD MTR115V1LLE. MD. 20783. O NLY LA1EN11 BRACING REQUIRED OF 18014410URL TRUSS MEMBERS 15 NOTED ON 11115 DRUM. 1NU5NRL SYSTEMS B EARS NO RESPONSIBILITY FOR THE ERECTION OF TRUSSE5. PERSONS ERECTING TRUSSES ARE CAUTIONED 10 SEER PRO - PE5510NRL 110V)CE REGARDING 1EMPOR1111 ERECTION BRACING MHICM 15 441MA15 REOUIRE0 10 PREVEH1 TOPPLING 4480 DOM180186'. REFER TO '0RRCING )4000 TRUSSES. COMNENTRRT AND RECOMNEM0A11085' 17011. THIS DESIGN ASSUMES 'THAT THE TOP CHORD 1S CONTINUOUSLY BRACED BY 111E ROOF SHEATHING. MERE NO RIGID CEILING IS APPLIED DI- RECTLY l0 THE 001108 CHORD 17 SHALL BE 0RRCE0 AT INTERVALS NOT EXCEEDING 10' -0'. 17 IS THE RESP0N51BIL- 117 OF OTHERS 10 115CER1RIN 111441 THE DESIGN LORDS UTILIIED ON THIS CRANING MEET OR EXCEED 111E AC1UAL 0ERD LORDS IMPOSED BY THE STRICTURE AND 111E LIVE LORDS 111POSED BY 111E LOCRI BUILDING COOS OR HISTORICAL CL1- 11ATIC RECORDS. CRNBER. MMICH 15 801 R STRUCTURL REQUIREMENT OF THE TRUSS. MAY BE REQUIRED TO MAINTAIN .UNIFORM CEILING HEIGHT AND PROPER APPEANRNCE. CRNBER. N )4E8 8ECE55A111. 15 BEST DETERMINED BY JUDICIAL APPLICATION OF EXPERIENCE RND THEREFORE 15 OUTSIDE THE SCOPE OF RESPONSIBILITY OF 144U5MRL SISTERS. APPLY 2:4 SCAB TO ONE SIDE OF WEB IF TOP ,• • 114111 ATTACH CHO CEEDS 5/17. w 1111 1111 1j SPACED 6" O.C. 2 LIVE LORD.... 30 P...I. OCRO LORD.... CEILING D.L.. 10 P...P. TOTAL 55 (.1.1. 33V:wa O l ►RC7011 NOTE 2 S0. S0. S0. S0. NOTE 3 PINE PINE PINE PINE (HIP JACK ONLY) 2:4 WEDGE r1' -0 7/16" 1 CORNER JACK) ONLY. TRUSWAL SYSTEMS 12 AV WAWA A 32501 OEOUINORE 14440150)4 HEIGHTS NICMIGRN 40071 3' -0 7 16" 1' -0 7/16" END JACK 5' -0 7/16" 11 NR11. 5044)4 11' -0" 7' -0 7/16" /1 I / /1 12 3TO7 12 CODE TPI 11 9' -0 7/16" CORNER JACKS S2532 n SPACING 24" 0.C. NOTE 2 HIP GIRDER(S) NOTE 1 NOTE 2 NOTE 1 1 0111 4/14/81 A TRUSWAL STANDARD MAXIMUM OVERALL SPANS T/C SLOPE T/C FLAT B/C SPECIES & GRADE 2X4 2X6 2X6 • S O U T H E R N P I N E DENSE SEL. STR. KD 45'- 2" 43 5" 45'- 2' ' SELECT SIR. KD 45'- 2' 41'- 6' 45'- 0' 41 DENSE KD 45'- 2' '42'- 1' 45'- 2' •1 KD 45'- 2' 40'- 1' 42'- 1" • 2 DENSE KD 45'- 2' 39'- 7' 37'- 1' 812 KD 45'- 2' 37'- 8' 34'- 0' DEN. SEL. STR. DRY 45'- 2' 42'- 0' 45'- 2' SELECT STR. DRY 45'- 2' 39'- 9' 44'- 0' 01 DENSE DRY 45'- 2' 40'- 4' 43' -11' 01 DRY 45'- 2' 38'- 4' 40'- 6' 02 DENSE DRY 45'- 2' 37'- 9' 35'- 3' 02 DRY 39'- 2' 35'- 4' 32'- 8' • 0 0 0 G L A S F 1 R- L A R C H DEN. SEL. STR. DRY 45'- 2' 42'- 6" 45'- 2' SEL. SIR. DRY 45'- 2' 40'- 3' 44' -11' •1 DENSE DRY 95'- 2' 40'- 8' 44' -11' 02 DENSE DRY 45'- 2' 38'- 4' 36'- 5' •1 DRY 45'- 2' 38'- 6' 41'- 0' 02 DRY 40'- 2' 36'- 0' 33'- 4' H E M - F I R SEL. STR. DRY 45'- 2' 37'- 7' 39' - 11' •1 DRY 41'- 9' 35' -11' 36'- 8' 02 DRY 33'- 7' 32' -11' 29' -11" M S R IFOR SPECIES LISTED ABOVE ONLY) 2400F - 2.OE 45'- 2' 45'- 2' 45'- 2' 2250F -1.9E 45'- 2" 44'- 2' 45'- 2' 2250F -1.6E 45'- 2' 43' -10' 45'- 2' 2100F -1.8E 95'- 2' 93'- 3' 45'- 2' ]950F -1.7E 45'- 2' 41' -11' 45'- 2' 1950F -1.5E 95'- 2' 41'- 9' 45'- 2' 1600F -1.6E 45'- 2' 40'-10' 44'- 6 ' 1650F -1.5E 45'- 2' 39'- 6' 41'- 7' W E B M EMBER S (EQUAL OR BETTER) 2X4 03 KD OR STUD GRADE SO. PINE SPECIAL WEB REQUIREMENTS: NOTE, LOCATE TOP CHORD INTER -PANEL SPLICES AT 1/4 PANEL LENGTH 4/- 12'. WEB WEB WEB MAX. • SIZE GRADE SPAN NOTE. R 2X4 NO. 3 K.O. 50. PINE BLOCK IS RE- 3 28 4 43 KD OR STUD GRADE 39' 6' (MIRED WHEN THE WIDTH OF A SPLICE 3 28 4 42 DRY SO. PINE 45' 2' PLATE EXCEEDS THE CHORD WIDTH BY t' OR MORE. NOTE, HIP GIROER SHALL CONSIST OF TWO (21 TOP CHORD SPLICES: MEMBERS FRSTENED TOGETHER WITH 100 NAILS T5 -t AT 12' 0.C. THROUGHOUT. EACH MEMBER MUST 4852 TO 36'- 0' HAVE CONNECTOR PLATES ON BOTH FACES OF 4860 TO 44'- 0' ' EACH JOINT AS SHOWN. 4875 TO 45'- 2' NMI THIS HiP GIRDER HAS BEEN DESIGNED T8 BE USED 80T CHORD SPLICES: IN CONJUNCTION WITH THE JRCK SET DETAILED ON : DRAWING 52531. 85-1 4852 TO 35'- 2" • 5660 TO 39' -10' 6475 TO 44'- 6• BS-2 7275 TO 95 - 2' 72105 TO 40'- 4' 72120 TO 41'- 6' (18) 7290 TO 92'- 0' 118) 72105 TO 44'- 6' 118) 72120 TO 95'- 2' SYMM. 45'- 2' 95'- 2' ABOUT SPLICE 7290 TO 39'- 2' 7275 TO 72105 TO 45'- 2' 2445 TO 49'- 4' NO SPLICE TS-1 1630 TO 2452 TO 95'- 2' 1630 m 4 p 4 la r - 1 1C n n SIZE HEM -FIR 2445 SPLICE SPLICE 4075 35'- 0' 8090 TO 37' -t0' (18) 7290 TO 42'- 0' 32105 38'- 6' 8S -1118) 7290 TO 41'- 4' BS -2 (181 72105 TO 43'- 8' 4090 90' -10' (18) 8090 TO 42'- 0' (ID) 72120 TO 44'- 0' 32120 43'- 2' (18) 80105 TO 93'- 8' (181 80120 TO 94'- 8' 40105 95'- 2' H8100 TO 45'- 2' (18) 80135 TO 45'- 2' PINE /DFL NO SPLICE NO SPLICE 24105 36' -10' 2482 Te 39'- 0' 2475 TO 37'- 0' 3282 38'- 0' 2490 TO 91'- 2' 2482 TO 95'- 2' 3290 90' -10' 2497 TO 43'- 2' 24120 4l'- 4' 24105 TO 49' -l0' 32105 95'- 2' 3290 TO 45'- 2' 7' - 0.0" SETBACK 2 PLY HIP GIRDER OVERALL SPAN TRUSWRL CONNECTOR PLATES ARE FORMED FROM 16. 1B. ANO 20 GAUGE GRIM/HMO 195111 A 446 -72) STEEL. PLATES SHRLL BE RPPLIEO TO BOTH FACES OF THE TRUSS R1 EACH JOINT. WHERE DIMENSIONS ARE N07 SHOWN. PLATES SWILL 9E PLRCED SYMMETRICALLY ABOUT THE JOIN1 OR AS INDICATED BY CIRCLES ID). CUTTING AND FABRICATION SHRLL BE ACCOMPLISHED USING EQUIPMENT WHICH WILL PRODUCE SNUG FITTING J01NTS ROD FULLY EMBEDDED PLATES. REFER 70 QUALITY CONTROL MAIIURL' BY THE TRUSS PLATE INSTITUTE (1P1). 7411 RIGGS RORO 111RTT5VILLE. MD. 20183. ONLY NO NO L REL BRACING REQUIRED OF CTONUOF TRUSS S IS NOTED ON THIS SEAMING. ONE SISTERS BERM RESPONSIBILITY FOR THE ERECTION OF TRUSSES. . PER PERSONS ERECTING TRUSSES ARE CAUTIUTIONED D S 10 SEEM PRO- FESSIONAL ADVICE REGARDING 1EMP0RRRY ERECTION BRACING WHICH I5 918915 REQUIRED 10 PREVENT TOPPLING AND 0OMINOING'. REFER TO 'BRACING W000 TRUSSES: COMMENTARY A40 RECOMMENDATIONS' 11P11. THIS DESIGN ASSUMES THAT THE TOP CHORD IS CONTINUOUSLI BARCEO BY THE ROOF SHEATHING. NHERE NO RIGID CEILING 15 APPLIED DI- RECTLY TO THE B0118M CHORD IT SHALL BE BRACED AT IN1ERVRLS NOT EXCEEDING 10' -0'. IT 15 THE RESPONSIBIL- 171 OF OTHERS 70 ASCERTAIN THAI THE DESIGN LORDS 01111(ED ON THI5 DRAWING MEET OR EXCEED THE ACTUAL GERD LOADS IMPOSED S. BY CAMBER. fl WHICH E 15 STRUCTURL OF BEOREQUIRED HISTORICAL UNIFORM CEILING HEIGHT RND PROPER APPEARANCE. CAMBER. WHEN 06(655891. 15 BEST DETERMINED BY JUDICIAL ' APPLICATION OF EXPERIENCE AND THEREFORE I5 OUTSIDE THE SCOPE OF RESPONSIBILITY OF TRUSNAL SYSTEMS. LIVE LORD.... 30 r...r. DERD LOAD.... 15 r...r. CEILING D.L.. 10 r...r. ® T R U S W A L SYSTEMS MAX. SPAN 4`5' -2 . 0' COD T P 1 51'96180 0 0.C. DATE 4/1/81 A T R U S W A L S T A N D A R D 1018). 55 r...r. 33z DURATION mum ------� 32501 OEQUINDRE MADISON HEIGHTS MICHIGAN 40071 S2672 MAXIMUM OVERALL SPANS T/C SLOPE 7/C FLAT B/C .SPECIES & GRADE 2X1 2X9 2X9 S O U T H E R N P 1 N E DENSE SEL. STR. ND 41'- 3' 90'- 9' 41'- 3' SELECT STR. KD 91 '- 3' 39'- 7" 41 3' • 1 DENSE KD 41 3' 39'- 6' 41 3' •1 KD 91'- 3' 37' -11' 90'- 3' 02 DENSE KD 41'- 3' 37'- 4' 10'- 2' 02 KD 40'- 4' 35'- 7' 39'- 3' DEN. SEL. SIR. DRY 91'- 3' 39' -11' 41'- 3' SELECT STA. DRY 41*- 3' 38'- 7' 41*- 3' •1 DENSE DRY 91'- 3' 38'- 4' 41'- 3' •1 DRY 91'- 3' 36'- 8' 38'- 7' 02 DENSE DAY 41'- 3' 35' -11' 37'- 6' 02 DRY 39'- 6' 39'- 1' 31'- 4' D O U G L A S F I R- L A R C H DEN. SEL. SIR. DRY 41'- 3' 40'- 4' 91'- 3' SEL. STR. DRT 91'- 3' 39'- 0' 91'- 3' •1 DENSE DRY 91'- 3' 38'- 7' 41'- 3' 02 DENSE DRY 91'- 3' 36'- 0' 38'- 7' •1 DRY 91'- 3" 36' -11' 90'- 2' •2 DRY 35'- 3" 34'- 4' 32'- 2' H E M - F I R SEL. SIR, DRY 41'- 3' 36'- 8' 37'- 6' 01 DRY 36'- 4' 39'- 7' 31'- 1' 02 URY 28'- 1' 32'- 1' 25'- 0' M S R (FOR SPECIES LISTED ABOVE ONLY) 2400F -2.OE 41'- 3' 91'- 3' 41'- 3' 2250E -1.91 41'- 3" 40'- 6' 41'- 3' 2250F -1.6E 91'- 3' 90'- 1' 41'- 3' 2100F -1.8E 41'- 3' 39'- 9' 41'- 3' 1950E -1.71 41'- 3' 38' -11' 41'- 3' 1950F -1.5E 91'- 3' 38'- 8' 41 3' 1800E -1.61 41'- 3' 38'- D' 91'- 3' 1650F -1.5E 91'- 3' 37'- 0' 38' -11' W E B M EMBER S ((DUAL OR BETTER) 2X9 •3 KD OR STUD GRADE S0. PINE TOP CHORD SPLICES: NOTES LOCRTE TOP CHORD INTER -PANEL SPLICES AT 1/1 PANEL LENGTH •/- 12'. T5 -1 3245 TO 35' -1l' NOTE, R 204 N0. 3 11.0. 50. PINE BLOCK I5 RE- 3252 TO 39' -l1• QUIRE() WHEN THE WIDTH OF A SPLICE 3260 TO 41'- 3' PLATE EXCEEDS THE CHORD WIDTH BT l' OR MORE. BOT CHORD SPLICES) 8S -1 3252 TO 31'- 1' 4052 TO 3I'- 5• 4060 TO 34'-17• - 4075 TO 36'- 7• Bs -2 4875 TO 91'- 3' 4060 TO 3I'- 3' 4075 TO 32'- 3' 4975 TO 35'- 5' 4890 TO 39'- 3' 48105 TO 41'- 3' STMM. 39' -1l• 41'- 3' 41'- 3' ABOUT SPLICE 4090 TO 39'- 7' 4852 TO 4890 TO 41'- 3' 4860 TO NO SPLICE 2445 T5 -1 1630 TO Mims 1630 12 — `" 4 4 p = r '� Es �� =_' SIZE HEM -FIR 2445 SPLICE SPLICE 24105 32'- 5' 4860 TO 31'- 3• 4875 TO 35'- 5' 3282 33' -11' BS -1 4675 TO 35'- S•BS -2 9890 TO 39 - 3• 3290 36'- 5' 5690 TO 38'- 5' 48105 TO 39'- 9' 4075 37'- 9• 6490 TO 39'- 3' 56105 TO 41'- 3' 32105 41'- 3' 64105 TO 41'- 3' NO SPLICE PINE /DEL NO SPLICE 2475 TO 36' -ll• 2497 37'- '- 38'- 245 TO 38' -ll• 2482 TO 41'- 3' 2452 TO 38' -ll• 24105 39'- 7' 3245 TO 40'- 7' 3282 41*- 1' 3290 41'- 3' 2467 TO 41'- 3' 3 9' -0.0" SETBACK s OVERALL SPAN y iflUSNAL CONNECTOR PLATES RRE FORMED FROM 16. 18. AND 20 GAUGE GRLYgNIIED IgSTM A 446 -721 STEEL. PLRTE5 SHALL BE APPLIED TO BOTH FACES OF THE TRUSS AT (RCM JOINT. WHERE 01MENSIONS ARE NOT SHOWN. PLRTE5 SHALL BE PLACED SYMMETRICALLY ABOUT THE JOINT OR AS INDICATED BY CIRCLES 101. CUTTING AND FABRICATION SHALL BE * ACCOMPLISHED USING EOUIPNENT WH:CH WILL PRODUCE SNUG FITTING JOINTS 860 FULLY EMBEDDED PLRTE5. REFER TO QUALITY CONTROL KNURL' BY THE TRUSS PLATE INSTITUTE ITPII. 7411 RIGGS ROAD HIRITSVILLE. M0. 20783. 0NL1 LRTERRL 01414.01NG REQUIRED OF 1NU1VIDUAL TRUSS MEMBERS IS NOTED '114 1H15 DRAWING. 1RUSNRL SYSTEMS 8(14145 NO RESPONSIBILITY FOR SHE ERECTION OF TRUSSES. PERSHNS (01011140 TRUSSES RRE CAUTIONED TO SEEK P80- FESSIONRL ADVICE " W ERECTION BRACING WHICH 15 CMA15 REOOIREO 10 148(11M1 TOPFIIHG DNG•. REFER ER 70 70 BA BRACING GING 14000 OD 1RUSSESi CUMIRENTRRT RECOMMENDATIONS' ITP11. 11415 DESIGN ASSUMES THAT AT THE THE TOP [110140 I5 CONTINUOUSLY BRACED BY THE 60014 SHEATHING. WHERE NO 141010 CEILING 15 REPLIED DI- RECTLY 10 THE 801TOM 06000 17 SHALL BE BRACED AT 1NIERVRLS N01 EXCEEDING 10' -0'. 11 IS THE RESP0N51011- ITT OF OTHERS 10 ASCERTAIN 1(197 THE DESIGN LORDS UTIIIIED ON THIS ORRNING MEET OR EXCEED THE ACTUAL DEAD LORDS IMPOSED 81 7HE STRUCTURE 9611 111E LIVE LORDS IMPOSED BT THE LOCAL BUILO1NG CODE OR HISTORICAL WI RECORDS. CAMBER. WHICH 15 N01 9 STRUCTURL REQUIREMENT OF THE 14655. Y BE REQUIRED TO MAINTAIN UNIFORM CEILING HEIGHT 9140 P80PC14 APPEARANCE. CAMBER. WHEN NECESSRRT. 15 BEST DETERMINED BY JUDICIAL RPPLICRTION OF EXPERIENCE AND THEREFORE IS OUTSIDE THE SCOPE OF RESPONSIBILITY OF 1RUSWRL MUMS. LIVE L000.... 30 r.•.r. DERD LORD.... 15 0.10. CEILING D.L.. 10 P.I.F. ® T R U SIJA L SYSTEMS MAX, SPAN 41' -3. O CODE TPI SPACING 24' 0.1 DATE 4/2/81 A T R U S W A L S T A �� D A R D TOTAL 55.-1' 33% DURATION mum mum nl , V 32501 OEDMORE KICKS MADISON MICHIGAN KICKS IC071 5+2680 MAXIMUM OVERALL SPANS T/C SLOPE T/C FLAT B/C SPECIES & GRADE 2X9 2X4 2X4 S O U T H E R N P I N E DENSE SEL. STA. KD 41'- 4" 40'- 7" 41'- 4" SELECT STR. KD 41'- 4" 39'- 9' 41'- 4" a1 DENSE KD 41'- 4" 39' -10' 41'- 4' s1 KO 91'- 4" 38'- 7' 37'- 2' 02 DENSE KO 41'- 4' 38 '- 2' 36' -10" 02 KD 35'- 0" 36'- 9' 30'- 5' DEN. SEL. STR. DRY 91'- 4' 90'- 1" 41'- 4" SELECT STA. DRY 91'- 4' 39'- 1' 91'- 4' •) DENSE DRY 91'- 4" 39'- 0" 41'- 4" •1 DRY 39'- 6' 37'- 8" 34'- 8' *2 DENSE DRY 36'- 6' 37'- 1' 33'- 8" •2 DRY 29' -10' 35'- 8' 27'- 8' D O U G L A S F 1 R- L A R C H DEN. SEL. SIR. DRY 41'- 4' 40'- 6' 41'- 4' SEL. SIR. DRY 41'- 4" 39'- 5' 41'- 4' *1 DENSE DRY 91'- 4" 39'- 3' 41'- 4' 02 DENSE DRY 36' -11' 37'- 3" 34'- 8' 01 DRY 40'- 5" 37' -11' 36' -10' 02 DRY 30'- 5' 35'-10" 28'- 3' HE M - F 1 R SEL. STR. DRY 39'- 6' 37'- 6' 33'- 8' •1 DRY 31'- 0' 35' -II' 27'- 2' •2 DRY 33' -11' M S R (FOR SPECIES LISTED ABOVE ONLY) 2400F -2.OE 41'- 4" 91'- 4" 41'- 4' 2250F -1.9E 91'- 4" 40'- 9" 41'- 4" 2250F -1.6E 41'- 4' 90'- 3' 41'- 4" 2100E -1.8E 4I'- 4" 40'- 2' 41'- 4' 1950E-1.7E 91'- 4" 39'- 5' 41'- 9' 1950F -1.5E 91'- 4' 39'- 2' 91'- 4' 1800E -1.6E 41'- 4' 38'- 8' 40'- 5' 1650F -1.5E 90' -10' 37' -11' 39' -10' W E B M E M B E R S (EQUAL OR BETTER) 2X9 •3 KO OR STUD GRADE S0. PINE TOP CHORD SPLICES: NOTES /E TOP CHORD INTER-PANEL SPLICES AT 1 AT 1/4 PANEL LENGTH •/- 12•. TS -1 3245 TO 36'- 0' NOTES R 2X4 N0. 3 K.D. SO. PINE BLOCK IS AE- 3252 TO 4l'- 4' WIRED WHEN THE MOTH OF A SPLICE PLRTE EXCEEDS THE CHORD WIDTH 8T 1' 60T CHORD SPLICES: OR MORE. 85 -1 3252 TO 32'' 4052 TO 33' - y' 4060 TO 36' -lO' 4075 TO 38'- 4' 4875 TO 41'- 4' BS -2 4052 TO 3l'- 6' 4060 TO 3 -t 6' 4075 TO 34' -l0' 4875 TO 38'- 2' 4890 TO 41'- 4' STMM. SPLICE 4852 TO 41'- 4' NO SPLICE i TS -1 1630 TO 41'- 4' ABOUT 4090 TO 39'- 8' SPLICE 4890 TO 41'- 4' 4852 TO 41'- 4' NO SPLICE 2445 TO 41'- 4' m 1630 12 4 C'"'" 4 C,.. 12 r�-- r i — ' j T SIZE HEM -FIR 2445 SPLICE SPLICE 24105 33'- 8' 4852 TO 31'- 6• 4875 TO 36' -l0' 3282 35'- 0' 8S -1 4860 TO 33'- 10' 4890 TO 41'- 4' 3290 37'- 8' 4875 TO 38'- 2' NO SPLICE 4075 38' -10' 5690 TO 41'- 4' 2475 TO 37'- 0' 32105 41'- 4' NO SPLICE 2482 TO 41'- 4' PINE /OFL 2445 TO 41'- 4" 2497 36'- '- 2' ' 3275 39'- 9' 24105 4 :_t y: 11' -0.0' SETBACK OVERALL SPAN . TRUSWRL CONNECTOR PLATES ARE FORMED FROM 15. 10. RNO 20 GOUGE GALVANIZED I1157M A 446 -721 STEEL. PLATES SHALL BE APPLIED 70 BOTH FACES OF THE TRUSS AT EACH JOINT. WHERE 0100051015 ARE NOT SHOWN. PLATES SNRLL BE PLACED SYMMETRICALLY ABOUT THE JOINT AR AS INDICATE° BY CIRCLES 401, CUTTING 11N0 FABRICATION SHALL BE 'OUAL171 " 01 WHICH PRODUCE INSTITUTE ITP11, 7411 RIGG5 ROPOY HY01T5Y1LLER M0. 20783. 70 ONLY LATERAL BRACING REQUIRED OF INDIVIDUAL TRUSS MEMBERS 16 N0TE0 ON THIS DRAWING. 1RUSWRL SYSTEMS FESSI011RL TERM ECT NHICH IS TO ARE PREVENON10OPPLINSEEK 0 P Df .O- 'OOMINOING'. REFER 70 "BRACING WOOD TRUSSES. COMMENTARY AND RECOMMENDATIONS' 11511, 1H15 DESIGN ASSUMES THAT THE TOP CHORD 15 CONTINUOUSLY BRACED BY THE ROOF SHEATHING. WHERE NO 111610 CEILING 15 APPLIED DI- RECTLI 10 THE BOTTOM CHORD 11 5NALL BE BRACED AT INTERVALS NO7 EXCEEDING 10' -0', IT IS THE RESPONSIBIL- ITY OF OTHERS TO ASCERTAIN THAT THE DESIGN LOADS U1111000 ON TH15 DRAWING MEET 011 EXCEED THE ACTUAL DE110 LOADS IMPOSED BY THE STRUCTURE FIND THE LIVE LORDS IMPO5E0 81 THE LOCAL BUILDING CODE OR HISTORICAL CL1- UNIFOR HEIGHT RN0 PROPER CE ? REQUIREMENT 15 BEST 001E11MINE0 BY0JIl0ICIRLN APPLICATION OF EXPERIENCE FIND THEREFORE 15 OUTSIDE THE SCOPE OF RESPONSIBILITY OF IRUSWRL SYSTEM5. LIVE LORD.... 30...... DEAD LORD.... 15 ..L... CEILING D.L.. ICI FA... � MAX. SPAN 41'-4.0' CODE TP1 SPACING 24" 0.C. DRTO 4/2/81 T R U S W A L SYSTEMS = - '9 � _ -_ A T R U S W A L STANDARD 10TAL 55 '..... 33z DURRt10N FACTOR 32501 O EOUINORE 325 32501 ° HEIGORE MICHIGAN 48071 S2685 MAXIMUM OVERALL SPANS T/C SLOPE T/C FLAT 8/C SPECIES it GRADE 2X9 2X4 2X9 S O U T H E R N P I N E DENSE SEL. STR. KD 39'- 3' 38'- 9' 39'- 3' SELECT STR. KD 39'- 3' 38 "- 2' 39'- 3' a1 DENSE KD 39'- 3' 38'- 2' 39'- 3' a1 KD 35'- 7' 37'- 5' 39'- 3' 02 DENSE KD 33'- 7' 37'- 1" 39'- 3' 02 KD 36'- 3' 38' -11' DEN. SEL. SIR. DRY 39'- 3" 38'- 4' 39'- 3" SELECT STR. DRY 37'- 8" 37'- 8' 39'- 3' al DENSE DRY 37'- 8' 37'- 9' 39'- 3' a1 DRY 31'- 7" 36' -10' 39'- 3' a2 DENSE DRY 29'- 3' 36'- 6" 39'- 3" 16 2 DRY 35'- 7' 35' -11' D O U G L R S F I R - L A R C H • DEN. SEL. SIR. DRY 39'- 3" 38'- 7' 39'- 3" SEL. SIR. DRY 39'- 3" 38'- 0' 39'- 3' a1 DENSE DRY 39'- 2' 38'- 0' 39'- 3" 82 DENSE DRY 29' -10" 36'- 8' 39'- 3" a1 DRY 33'- 1" 37'- 1' 39'- 3" a2 DRY 35'- 8' 36'- 9' H E M- F I R SEL. SIR. DRY 30'- 2' 36'- 8" 39'- 3' 01 DRY 35'- 8" 35'- 8' a 2 DRY 34'- 4' 29'- 6' M S R (FOR SPECIES LISTED ABOVE ONLY) 2400F -2.OE 39'- 3" 39'- 3' 39'- 3" 2250F -1.9E 39'- 3" 38' -11" 39'- 3' 2250F -1.6E 39'- 3" 38'- 5' 39'- 3' 2100E-1.8E 39'- 3" 38'- 5' 39'- 3' 1950E -1.7E 39'- 3" 36'- 0" 39'- 3" 1950F -1.5E 38'- 6' 37' -10' 39'- 3' 1800F -1.6E 36'- 2' 37'- 6' 39'- 3' 1650F -1.5E 32'- 6" 36' -11' 39'- 3" N E B M EMBER S (EQUAL OR BETTER) 2X4 a3 KD OR STUD GRADE S0. PINE 80T CHORD SPLICES: 8S -1 3245 TO 31'- 9' 3252 TO 34'- 9' 4u52 TO 35'- I' 4060 TO 38'- 7' 4075 TO 39'- 3' • _- STMM. ' ABOUT 4090 1630 '� 2445 2 1 2 yam_ 12 r D 4 / 8 MIN ro' SIZE HEM -FIR 1630 SPLICE SPLICE 24105 33'- 9' 4860 TO 31'- 9' 4875 TO 36' -11' 3282 35'- I' 4875 TO 38'- 5' BS -1 4890 TO 39'- 3' 3290 37'- 9' 5690 TO 39'- 3' NO SPLICE 32105 39' - 244 NO SPLICE 2475 TO 39' -1 3 ' 5 TO 39'- 3' 2482 TO 39'- 3' PINE /OFL 2482 33' - 9' 2490 36'- 3' 2497 38'- 7' 3275 39'- 3' • 13' -0.0" SETBACK .-1 OVERALL SPAN s . TRUSMRL CONNECTOR PLATES ARE PORKER FROM 16. 18. RA0 20 GAUGE GALYANIZEO IAS10 8 446 -72) STEEL. PLATES SHALL BE APPLIED 10 00111 EKES OF THE TRI15S Af ERCN JOINT. WHERE DIMENSIONS RRE NOT SHOWN. PLATES SHALL BE PLACED SYNF.EIRICRLLI R80UT THE JOINT OR A5 INOICOTED BT CIRCLES '01. CUTIIIIG AN0 FRBRICATION SHALL 3E ACCOMPLISHED 133NG EOUIPMENT WHICH WILL I'RUUUCE SNUG FITTING JOINTS RNO FULLY EMBEDOEU FLAIES. REFER TU "DURL113 comm. MANURE" BT THE TRUSS P1.11TE IIISTITI'TE I7PI1. 7411 RIG'S ROAD MIRITSYILLE. M0. 70783. ORLI ENTERAL BHIICING REQUIRED OF THOIYIOIIAL TRUSS HERDERS I5 N01E0 UN TH1S ORI.NING. 1RUSNRL SISTERS BEARS NO RFSPONIBILITT FOR THE CIIECTION OF 1AUSSF.S. PERSONS ERECTING TRUSSES ARE CAUTIONED 70 SEEM PRO- 0HAL NOVICE 1 REGARDING IEMPORIIRT ERECTION ORACIMG WHICH IS RLWR15 REQUIRED 10 PREYEH 'RIFFLING AND '00IN OMINAING ". N6 M TO "DIMING N000 TRUSSES: COMMENTARY ANA RF•COMMENDATIONS" 17011. THIS S DESIGN ASSUMES THAT THE T0P CHORD IS I:OMTIN000SLI BRACED B1 111E ROOF SHEATHING. WHERE NO RIGID.CEILING 1S AFPLIE0 01- RECILT 10 THE 80110M CH0R0 17 SHALL OE BRACED 117 INTERVALS NOT EXCEEDING 10' -0 ". 11 1S THE RESPONSIBIL- ITY OF OTHERS TO ASCERTAIN THAT THE DE5114 LOAD5 UTILIZED ON THIS 04:ARING MEET 011 EXCEED THE PC1URL DEAD LOAU5 INFUSED BT THE STRUCTURE RAD THE !AYE ORBS IMPOSED BY THE LOCNL BUILDING CORE OR H151001C01 CLI- MATIC RECORDS. CAPBER. WHICH 15 NOT R 5IRUCTUHL REDUIREMENT OF THE TRUSS. MAY BE REQUIRED TO 119181A114 UNIFORM CEILING HEIGHT AND PROPER APPEARANCE. CAMUE11. WHEN NECESSARY. 1S BEST DETERMINED BY JUDICIAL APPLICATION OF EXPERIENCE RAO THEREFORE I5 OUTSIO( THE SCOPE OF RESPONSIBILITY OF TRUSMRL 5T51E05. LIVE LOAD.... 30 ...... ono LORD.... 15 ...... CEILING D.L.. 10 ..• .• . MAX. SPAN 39 CODE T1�1 SPACING 24' _ O. C. DATE 4/2/81 ,.� TRUSIIHL SYSTEMS .osas•■■•••mosms R T IR U S IAJ R L • STANDARD TOTAL 55..". 33z DURATION FRCToR � 32501 DEOUINDRE HEIGHTS S26 90 DWG. TOP CHORD 2X4 BOT CHORD 2X4 WEBS 2X4 PLATE R5000 1556 LUMBER SPECIFICATIONS 24.00 ° CODE TPI 6051576 #1 DENSE K0i5 S.PINE 02 DENSE K015 S.PINE I3 /STUD KD15 S.PINE BEARING REQUIREMENTS ALL BEARINGS SHOWN ARE 3.5' EXCEPT AS NOTED: BEARING 9 B 1 8.00' ACTUAL UNTRIANGULATED CANTILEVERS: RIGHT: 4.00' OUT- TO-OUT LOCATE INTER -PANEL SPLICES AT 1/4 PANEL LENGTH +/- 12 INCHES FROM EITHER END OF THE PANEL INDICATED. WITH (2) CONTINUOUS NA EACH WEB WH E ERE ttACHED INDICATED BY DO. 3252 SPACING DATE 24.00 0.C. 5/14/86 AN ANYTRUS® DESIGN FILE. J TOP CHORD T 1- -5247 T 2- -4692 T 3- -3261 T 4- -3261 T 5- -4692 T 6- -5247 MEMBER FORCES BOTTOM CHORD B 1- 4977 W 1- 8 2- 4039 W 2- B 3- 4039 W 3- B 4- 4978 W 4- T SYMMS TRUSWAL SYSTEMS CORPORATION A S9GNODE COMPANY FROM LEFT TO RIGHT: WEBS REACTIONS -660 W 5- -1159 REACTION 8 B 1- 2282 716 W 6- 716 REACTION 8 B 5- 2062 -1159 W 7- -661 1524 TRUSS LOADING (CON 1) UNIFORM LL ON TOP CHORD - 30.0 PSF UNIFORM DL ON TOP CHORD - 15.0 PSF UNIFORM DL ON BOT CHORD - 10.0 PSF TOTAL DESIGN LOAD - 53.0 PSF ADDITIONAL LOADING CONC: TC VERT 220.0( 120.OLL) LBS AT PANEL POINT 1 LOAD DURATION INCREASE - 1.33 PLATE ROTA 4852 37' -6.0 " OVERALL SPAN 44 I ALLEN HUNT /F134E007 / ROYAL 2X 4 HEEL WEDGE BLOCK REQUIRED IT IS THE RESPONSIBILITY OF OTHERS TO ASCERTAIN THAT THE LOADS UTILIZED ON THIS DESIGN MEET OR EXCEED THE ACTUAL DEAD LOADS IMPOSED BY THE STRUCTURE AND THE LIVE LOADS IMPOSED BY THE LOCAL BUILDING CODE OR HISTORICAL CLIMATIC RECORDS. NO RESPONSIBILITY IS ASSUMED FOR DIMENSIONAL ACCURACY. VERIFY ALL DIMENSIONS PRIOR TO FABRICATION. CONNECTOR PLATES SHOWN ARE TRUSWAL 16. 18. OR 20 GAGE AS SPECIFIED. FABRICATION SHALL COMPLY WITH THE 'QUALITY CONTROL MANUAL' OF THE TRUSS PLATE INSTITUTE (TPI) AND THE TRUSWAL TRUSCOM MANUAL. ALL PANELS NOT SPECIFICALLY DESIGNATED ARE TO BE EQUALLY DIVIDED. S OENOTES SPECIAL CUTTING. ONLY LATERAL BRACING REOUIRED OF INDIVIDUAL TRUSS MEMBERS IS NOTED ON THIS DRAWING. THIS DESIGN ASSUMES THE TOP CHORD TO BE CONTINUOUSLY BRACED BY SHEATHING UNLESS OTHERWISE STATED. WHERE NO RIGID CEILING IS APPLIED DIRECTLY TO THE BOTTOM CHORD. IT SHALL BE BRACED AT INTERVALS NOT EXCEEDING 10' -0'. PERSONS ERECTING TRUSSES ARE CAUTIONED TO SEEK PROFESSIONAL ADVICE REGARDING TEMPORARY ERECTION BRACING WHICH IS ALWAYS REOUIRED TO PREVENT TOPPLING AND 'OOMINOING'. REFER TO 'BRACING 4000 TRUSSES: COMMENTARY AND RECOMMENDATIONS' (TPT). WHERE CONFUSION MAY EXIST CONCERNING PROPER FIELD ERECTION. CLEARLY MARK INTERIOR BEARING LOCATIONS. CANTILEVERS. AND THE CHORDS OF THE TRUSS TO PREVENT IMPROPER INSTALLATION. TRUSSES SHALL NOT BE PLACED IN ANY ENVIRONMENT THAT WILL CAUSE THE MOISTURE CONTENT OF THE WOOD TO EXCEED 199 AND /OR CAUSE CONNECTOR PLATE CORROSION. CAMBER. WHEN NECESSARY. IS BEST DETERMINED BY JUDICIOUS APPLICATION OF EXPERIENCE AND THEREFORE IS OUTSIDE THE SCOPE OF RESPONSIBILITY OF TRUSWAL. ACCUUNl : ALLEN HUNT PROGRAM VERSION: 1,01 �� SUPPORTING CALCULA7IONS FOR DRAWING t ^'��«uw««» JOB NAME: F134E007 / ROYAL TRUSWAL SYSTEMS CORPORATION SPAN: 37 FT 6 IN 0/167H WED, MAY 14 1986 LOADING: 30f 15f 10 = 55 PSF AT 33^37 SPACING: 24" O^C^ 1 PLY BEARING SlZES: LEFT 8^0". RIGHT 3^5" OVERHANG: LEFT 2'- O,O". RIGHT 0'- 0,0" . HEELS: LEFT 3-15/16" RIGHT 3-15/16" CANTS: LEFT 0'- O^O". RIGHT O'- 4.0" UNIFORM LOADS CONCENTRATED LOADS PLF FROM TO LDS. 60 1 7 V TOLL 120 AT 1 V TCLL 30 1 7 V TCDL 60 AT 1 V TCDL 20 1 7 V BCDL 40 AT 1 V TCDL TRUSS MEMBER FORCES (CON 1) T 1= -5247 B 1= 4978 W 1= -661 W 5= -1159 T 2= -4692 B 2= 4039 W 2= 716 W 6= 717 T 3= -3262 B 3= 4039 W 3= -1159 W 7= -661 T 4= -3262 B 4c 4978 W 4= 1524 T b= -4692 7 6= -5247 CANTS: RIGHT 2x 4 WEDGE WEBS: MINIMUM OF 2x 4 43/SlUD KD15 S^PINE 1 LATERAL BRACE(s) REQ'D FOR WEBS # 3. 5 WEBS START Al TOP, 3 WEB JOINTS @ B3 REACTIONS REACTION @ B 1= 2282 REACTION @ B 5z 2062 70P AND BOTTOM CHORD LUMBER ANALYSIS ( TPI-78 ) TOP CHORD: (MINIMUM GRADE) 41 DENSE KD15 S^PINE 1900000 E PAN CON SIZE SLOPE L-ACT L-AVE QFACT FA(PSI) FB(PSI) AXIAL BENDING CSI 1 1 2x 4 4,00 6^79 6^03 0,79M 1425 2450 0^526 0^378 0^904 2 1 2x 4 4^00 5^98 6^03 0^79M 1425 2450 0^470 0^369 0,839 3 1 2x 4 4^00 5^98 5^98 0.79M 1434 2450 0^325 0^340 0^664 4 1 2x 4 -4^00 5^98 5.98 0^79M 1434 2450 0^325 0^340 0.664 5 1 2x 4 -4^00 5^98 6~15 0^79M 1404 2450 0^477 0^388 0^866 6 1 2x 4 -4^00 6.79 6.15 0^79M 1404 2450 0^534 0^399 0^933 BOT CHORD: (MINIMUM GRADE) 42 DENSE KD15 S^PINE 1700000 E PAN CON SIZE SLOP[ L-ACT L-AVE QFACT FA(PSl) FB(PSI) AXIAL BENDING CSI 1 1 2x 4 0^00 9^78 9^04 1,OOM 1050 2050 0^677 0^293 0^970 2 1 2x 4 O^00 8,97 9^04 1^00M 1O50 2050 0,55O 0,293 0^843 3 1 2x 4 0^00 8^97 9^23 1^0OM 1050 2050 0^550 0.305 0~855 4 1 2x 4 0.00 9^78 9^23 1,OOM 1050 2050 0,677 0,305 0^983 (OR AS NOTED BELOW) NOTES: ALLOWABLE MAXIMUM LIVE LOAD DEFLECTION (L/240) = 1^858 IN. ACTUAL MAXIMUM LlVE LOAD DEFLECTION = 0^381 IN. OCCURS AT PANEL POINT B 3^ ACTUAL MAXIMUM HORIZONTAL LIVE LOAD DEFLECTION = 0,143 IN. 1556 TOP CHORD 2X4 BOT CHORD 2X6 WEBS 2X4 PLATE R5000 1552 LUMBER SPECIFICATIONS BEARING REQUIREMENTS ALL BEARINGS SHOWN ARE 3.5° EXCEPT AS NOTED: BEARING 8 B 1 8.00' ACTUAL BEARINS 8 6 7 8.00' ACTUAL LOCATE INTER -PANEL SPLICES AT 1/4 PANEL LENGTH +/- 12 INCHES FROM EITHER END OF THE PANEL INDICATED. UNIT SHALL CONSIST OF TWO (2) MEMBERS FASTENED TOGETHER WITH 10d NAILS AT 12 0.C. THROUGHOUT. EACH MEMBER MUST HAVE CONNECTOR PLATES ON BOTH FACES OF EACH JOINT AS SHOWN. ALL LOADS SHALL BE DISTRIBUTED (BY OTHERS) EQUALLY TO EACH PLY OF TRUSS. Oft 2 4:4 (2) 4075 #1 KD15 S.PINE #i KD15 S.PINE #3 /STUD KD15 S.PINE • • 12 4 7' -O. ° CODE I SPACING DATE TPI 0.00 ° O.C. 5/14/86 AN ANYTRUS® DESIGN DWG' 6051570 FILE/ TOP CHORD T 1- -16504 T 2- -17777 T 3- -12346 T 4■ -7356 T 5- -2531 T 6- -2531 UNIF: UNIF: TRIA: CONC: 4075 I lk 4060 4060 3252 MEMBER FORCES BOTTOM CHORD B 1- 17555 W 1- B 2- 17555 W 2- B 3- 16865 W 3- B 4- 11713 W 4- B 5- 6979 W 5- 8 6- 0 W 6- TRUSS LOADINS (CON 1) ADDITIONAL LOADING TC VERT 90.0( 60.OLL) PLF FR 0.0 TO 20.8' BC VERT 652.0( 345:0LL) PLF FR 7.0 TO 20.8' BC INCR FR 0.0 TO 157.0( 0.0 TO 75.OLL) PLF FR 0.0 TO 7.0' BC VERT 2651.0(1424.OLL) LBS AT PANEL POINT 3 LOAD DURATION INCREASE ■ 1.33 men& SYSTEMS TRUSWAL SYSTEMS CORPORAION A EGNODE COMPANY FROM LEFT TO RIGHT: WEBS REACTIONS 297 W 7- 6951 REACTION 8 B 1- -789 W 8- -7372 REACTION 8 B 7- 4492 W 9- 1330 -5997 Wi0- 6839 5623 W11- -7298 -6461 20'-10.0" OVERALL SPAN 341 4875 6120 7976 2430 5660 5660 5660 80105 7275 ALLEN HUNT /F134E007 / ROYAL 2 COMPLETE TRUSSES REQUIRED! PLATE ROTATED 90 L 4037 4 96105 2' -1.0 32105 16' -8" STUB IT IS THE RESPONSIBILITY OF OTHERS TO ASCERTAIN THAT THE LOADS UTILIZED ON THIS DESIGN MEET OR EXCEED THE ACTUAL DEAD LOADS IMPOSED BY THE STRUCTURE AND THE LIVE LOADS IMPOSED BY THE LOCAL BUILDING CODE OR HISTORICAL CLIMATIC RECORDS. NO RESPONSIBILITY IS ASSUMED FOR DIMENSIONAL ACCURACY. VERIFY ALL DIMENSIONS PRIOR TO FABRICATION. CONNECTOR PLATES SHOWN ARE TRUSWAL 16. 18. OR 20 GAGE AS SPECIFIED. FABRICATION SHALL COMPLY WITH THE DUALITY CONTROL MANUAL' OF THE TRUSS PLATE INSTITUTE (TPX) AND THE TRUSWAL TRUSCOM MANUAL. ALL PANELS NOT SPECIFICALLY DESIGNATED ARE TO BE EOUALLY DIVIDED. O DENOTES SPECIAL CUTTING. ONLY LATERAL BRACING REOUIREO OF INDIVIDUAL TRUSS MEMBERS I5 NOTED ON THIS DRAWING. THIS DESIGN ASSUMES THE TOP CHORD TO BE CONTINUOUSLY BRACED BY SHEATHING UNLESS OTHERWISE STATED. WHERE NO RIGID CEILING IS APPLIED DIRECTLY TO THE BOTTOM CHORD. IT SHALL BE BRACED AT INTERVALS NOT EXCEEDING 10 -0 PERSONS ERECTING TRUSSES ARE CAUTIONED TO SEEK PROFESSIONAL ADVICE REGARDING TEMPORARY ERECTION BRACING WHICH IS ALWAYS REQUIRED TO PREVENT TOPPLING AND 'OOMINOING'. REFER TO 'BRACING WOOD TRUSSES: COMMENTARY AND RECOMMENDATIONS' (TPI) . WHERE CONFUSION MAY EXIST CONCERNING PROPER FIELD ERECTION. CLEARLY MARK INTERIOR BEARING LOCATIONS, CANTILEVERS, AND THE CHORDS CF THE TRUSS TO PREVENT IMPROPER INSTALLATION. TRUSSES SHALL NOT BE PLACED IN ANY ENVIRONMENT THAT WILL CAUSE THE MOISTURE CONTENT OF THE W000 TO EXCEED 19% AND /OR CAUSE CONNECTOR PLATE CORROSION. CAMBER. WHEN NECESSARY. I5 BEST DETERMINED BY JUDICIOUS APPLICATION OF EXPERIENCE AND THEREFORE IS OUTSIDE THE SCOPE OF RESPONSIBILITY OF TRUSWAL. H .8 ACCOUNT : ALLEN HUNT 1552 PROGRAM VEKSION| 1^01 ��c�� x��w��v� SUPPORTING CALCULATIONS FOR DRAWING # JOB NAME: F134E007 / ROYAL T8UBWAL SYSTEMS CORPORATION SPAN: 20 FT 10 lN 0/16TH WED. MAY 14 1986 LUAD[NG: 30f 15f 10 = 55 PSF AT 33^3% SPACING: 0^0" O^C^ 2 PLY BLARING SIZES: LEFT 8^0". RIGHT 8^0" OVERHANG: LEFT 0'- O,O". RIGHT 0'- O^O" HEELS: LEFT 3-15/16" RIGHT 70-10/16" CANTS: LEFT O'- O^O". RIGHT 0'- 0.0" UNIFORM LOADS CONCENTRATED LOADS TRIANGULAR LOADS PLF FROM TO LBS^ PLF FROM TO 60 1 7 V TCLL 1424 AT 9 V BCLL O- 75 0.00' 7^00' BCLL 30 1 7 V TCDL 1227 AT 9 V BCDL 0- 82 0^00' 7^00' BCDL 345 7^00' 20^83'V BCLL 307 7^00' 20^83 BCDL FORCES FOR A 2 MEMBER TRUSS (CON 1) REACTIONS T 1= -18505 B 1= 17555 W 1= 297 W 7= 6951 REACTION @ B 1= 6120 T 2= -17777 B 2= 17555 W 2= -789 W 8= -7372 REACTION @ B 7= 7977 T 3= -12346 B 3= 16865 W 3= 4492 W 9= 1331 T 4= -7356 B 4= 11713 W 4= -5997 W10= 6839 T 5= -2531 B 5= 6979 W 5= 5623 W11= -7298 T 6= -2531 B 6= -O W 6= -6461 TOP AND BOTTOM CHORD LUMBER ANALYSIS ( 7PI-78 ) TOP CHORD: (MINIMUM GRADE) 41 KD15 S^PlNE 1800000 E PAN CON SIZE SLOPE L-ACT L-AVE QFACT FA(PSI) FB(PSI) AXIAL BENDING CSI 1 1 2x 4 4^00 4^37 2.98 0,79M 1450 1850 0^912 0,049 0^961 2 1 2x 4 4^00 2.63 2^98 0^79M 1450 1850 0^876 0^049 0^925 3 1 2x 4 4.00 3^92 3.92 0.85P 1450 1850 0,608 0^099 0^707 4 1 2x 4 4^00 3.92 3.92 0^85P 1450 1850 0^362 0^099 0^461 5 1 2x 4 4^00 3,92 3^92 0^85P 1450 1850 0^125 0^099 0^224 6 1 2x 4 -4^00 2^08 2^08 0^95M 1450 1850 0^125 0.035 0^160 BO7 CHORD: (MINIMUM GRADE) 41 KD15 S^PlNE 1800000 E PAN CON SIZE SLOPE L-ACT L-AVE QFACT FA(PSI) FB(PSI) AXIAL BENDING CSI 1 1 2x 8 O^OO 4^37 3^71 1,O0M 840 1600 0^721 0^026 0^746 2 1 2x 8 0^00 2.63 2^63 1^00M 840 1600 0^721 0^024 0^744 3 1 2x 8 O^OO 3^92 3^92 1^OOM 840 1600 0^692 0^268 0^960 4 1 2x 8 0^00 3^92 3^92 1^OOM 840 1600 0^481 0^268 0^748 5 1 2x 8 0.00 3^92 3^92 1^00M 840 1600 0^287 0,268 0,554 6 1 2x 8 0^00 2^08 3^52 1^00M 840 1600 0.000 0^217 0^217 WEBS: MINIMUM OF 2x 4 *3/STUD KD15 S^PINE (OR AS NOTED BELOW) WEBS START AT BOT. 3 WEB JOINTS @ B6 NOTES: ALLOWABLE MAXIMUM LIVE LOAD DEFLECTION (L/240) = 1^042 IN, ACTUAL MAXIMUM LIVE LOAD DEFLECTION = 0^245 IN. OCCURS AT PANEL POINT B 3. ACTUAi MAXIMUM HORIZONTAL LIVE LOAD DEFLECTION = 0.053 IN, TOP CHORD 2X4 BOT CHORD 2X4 WEBS 2X4 LUMBER SPECIFICATIONS BEARING REQUIREMENTS ALL BEARINGS SHOWN ARE 3.5' EXCEPT AS NOTED: BEARING 8 B 1 8.00' ACTUAL BEARING Q B 5 8.00' ACTUAL LOCATE INTER -PANEL SPLICES AT 1/4 PANEL LENGTH +/- 12 INCHES FROM EITHER END OF THE PANEL INDICATED. Ii DENSE KD15 S.PINE #2 DRY/019 S.PINE #3 /STUD 015 S.PINE MEMBER FORCES FROM LEFT TO RIGHT: TOP CHORD BOTTOM CHORD WEBS REACTIONS T 1- -7584 B 1- 7194 W 1- -453 W 5- 1756 REACTION Q B T 2- -7143 B 2- 6777 W 2- 890 W 6- 867 REACTION 8 B T 3- -8363 B 3- 6746 W 3- 1723 W 7- -409 T 4- -8364 B 4- 7124 W 4- -1111 T 5- -7111 T 6- -7509 UNIF: UNIF• UNIF UNIF UNIF UNIF CONC CONC. TRUSS LOADING ICON 1) ADDITIONAL LOADING TC VERT 90.0 60.0L PLF FR TC VERT 202.0 135.OLL PLF FR TC VERT 90.0 60.OLL PLF FR BC VERT 20.0 0.0L PLF FR BC VERT 45.0 0.OL PLF FR BC VERT 20.0 O:OLL PLF FR BC VERT 521.0 262.OLL LBS AT BC VERT 5210 262.OLL LBS AT LOAD DURATION INCREASE - 1.33 4090 12• 4 `�� 12 14 ' 12 4 3252 2445 T-40.0 0.0 TO 7.0' 7.0 TO 18.0' 18.0 TO 24.3' 0.0 TO 7.0' 7.0 TO 18.0' 18.0 TO 24.3' PANEL POINT 2 PANEL POINT 4 3245 1630 1- 2644 5- 2582 4090 1 2 COMPLETE TRUSSES REQUIRED! CONNECTION REQUIREMENTS T.C. 160 NAILS STAGGERED AT 12' 0.C. B.C. 16D NAILS STAGGERED AT 12' 0.C. WEBS 16D NAILS AT 12' 0.C. THROUGHOUT 2475 2445 4890 24 OVERALL SPAN 8" STUB 2X 4 HEEL WEDGE BLOCK REQUIRED PLATE I CODE SPACING DATE R5000 TPI 1 0.00 ° 0.C. 5/14/86 AN ANYTRUS® DESIGN DWG. 6051572 !FILE. ® ®® ®�.r. swum TRUSWAL SYSTEMS CORPORATODN A YGNODE COMPANY 1 IT IS THE RESPONSIBILITY OF OTHERS TO ASCERTAIN THAT THE LOADS UTILIZED ON THIS DESIGN MEET OR EXCEED THE ACTUAL DEAD LOADS IMPOSED BY THE STRUCTURE AND THE LIVE LOADS IMPOSED BY THE LOCAL BUILDING CODE OR HISTORICAL CLIMATIC RECORDS. NO RESPONSIBILITY IS ASSUMED FOR DIMENSIONAL ACCURACY. VERIFY ALL DIMENSIONS PRIOR TO FABRICATION. CONNECTOR PLATES SHOWN ARE TRUSWAL 16. 18. OR 20 GAGE AS SPECIFIED. FABRICATION SHALL COMPLY WITH THE 'QUALITY CONTROL MANUAL' OF THE TRUSS PLATE INSTITUTE (TPI) AND THE TRUSWAL TRUSCOM MANUAL. ALL PANELS NOT SPECIFICALLY DESIGNATED ARE TO BE EQUALLY DIVIDED. a DEVOTES SPECIAL CUTTING. ONLY LATERAL BRACING REOUIRED OF INDIVIDUAL TRUSS MEMBERS IS NOTED ON THIS DRAWING. THI5 DESIGN ASSUMES THE TOP CHORD TO BE CONTINUOUSLY BRACED BY SHEATHING UNLESS OTHERWISE STATED. WHERE NO RIGID CEILING IS APPLIED DIRECTLY TO THE BOTTOM CHORD. IT SHALL BE BRACED AT INTERVALS NOT EXCEEDING 10' -0'. PERSONS ERECTING TRUSSES ARE CAUTIONED TO SEEK PROFESSIONAL ADVICE REGARDING TEMPORARY ERECTION BRACING WHICH IS ALWAYS REQUIRED TO PREVENT TOPPLING ANO 'DOMINOING'. REFER TO 'BRACING MC00 TRUSSES. COMMENTARY AND RECOMMENOATIONS' (TPI) WHERE CONFUSION MAY EXIST CONCERNING PROPER FIELD ERECTION. CLEARLY MARK INTERIOR BEARING LOCATIONS. CANTILEVERS. AND THE CHORDS CF THE TRUSS TO PREVENT IMPROPER INSTALLATION. TRUSSES SHALL NOT BE PLACED IN ANY ENVIRONMENT THAT WILL CAUSE THE MOISTURE CONTENT OF THE WOOD TO EXCEED 195 AND /OR CAUSE CONNECTOR PLATE CORROSION. CAMBER. WHEN NECESSARY. IS BEST DETERMINED BY JUDICIOUS APPLICATION OF EXPERIENCE AND THEREFORE IS OUTSIDE THE SCOPE OF RESPONSIBILITY OF TRUSMAL. 1559 49 ALLEN HIOIT /FS34E007 / ROYAL ACCOUNT : ALLEN HUNT PROGRAM VERSION: 1^01 ��V�& vv�w��vx° SUPPURllNG CALCULATIONS rOR DRAWING 4 JOB NAME: F134E007 / ROYAL TRUSWAL SYSTEMS CORPORATION SPAN: 24 FT 4 IN 0/161H WED. MAY 14 1986 LOADING| 30f 15f 10 = 55 PSF AT 33^3% SPACING: 0^0" O^C^ 2 PLY BEARING SIZES: LEFT 8^0". RIGHT 8^0" OVERHANG: LEFT O'- O^O". RIGHT O'- 0^0" HEELS: LEFT 3-15/16" RIGHT 6-10/16" CANTS: LEFT 0'- O^O". RIGHT O'- 0^0" UNIFORM LOADS CONCENTRATED LOADS ,', ,"", TO '~~ r�� FROM /u ��^ �y 60 0.00' 7^00'V TCLL 262 AT 8 V BCLL 135 7.00' 18,00'V TCLL 262 AT 10 V BCLL 60 18^00' 24.33'V TCLL 259 AT 8 V BCDL 30 0^00' 7^00'V TCDL 259 AT 10 V BCDL 67 7^00' 18^00'V TCDL 30 18.00' 24.33'V TCDL 20 0^00' 7^00'V BCDL 45 7,O0~ 18^00'V BCDL 20 18^00' 24^33'V BCDL tow 1 4 190 FORCES FOR A 2 MEMBER TRUSS (CON 1) REACTIONS T 1= -7584 B 1= 7195 W 1= -453 W 5= 1756 REACTION @ B 1= 2644 T 2= -7143 B 2= 6777 W 2= 890 W 6= 867 REACTION @ B 5= 2584 T 3= -8364 B 3= 6746 W 3= 1723 W 7= -410 T 4= -8364 B 4= 7124 W 4= -1111 I 5= -7111 T 6= -7510 TOP AND BOTTOM CHORD LUMBER ANALYSIS ( TPI-78 TOP CHORD: (MINIMUM GRADE) 41 DENSE KD15 S^PINE 1900000 E PAN CON SIZE SLOPE L-ACT L-AVE ()FACT FA(PSI) FB(PSI) AXIAL BENDING CSI j 1 2x 4 4^00 3^91 3^09 0^90P 1700 2150 0^319 0.060 0,378 2 1 2x 4 4^00 3^09 3^09 0^90P 1700 2150 0^300 0^060 0^360 3 1 2x 4 O^OO 5^50 5^50 0^90M 1436 2150 0^416 0.512 0^928 4 1 2x 4 0^00 5^50 5.50 0^90M 1436 2150 0^416 0^512 0^928 5 1 2x 4 -4^00 3.09 3^09 0.90P 1700 2150 0^299 0,060 0^358 6 1 2x 4 -4^00 3^24 3^09 0^90P 1700 2150 0,316 0~060 0^375 BOT CHORD: (MINIMUM GRADE) #2 DKY/KD19 S,PINE 1600000 E PAN CON SIZE SLOPE L-ACT L-AVE QFACT FA(PSI) FB(PSI) AXIAL BENDING CSI 1 1 2x 4 0^00 7^00 6^33 1^OOM 825 1400 0^623 0^105 0^728 2 1 2x 4 O^OO 5.50 5^50 1^00M 825 1400 0^587 0^179 0^765 3 1 2x 4 O^OO 5.50 5,50 1^0OM 825 1400 0,584 0^179 0^763 4 1 2x 4 O^OO 6.33 5^67 1^00M 825 1400 0^617 0^084 0^701 WEDS: MINIMUM OF 2x 4 43/STUD KD15 S^PINE (OK AS NOTED BELOW) WEBS START AT 7OP. 3 WEB JOlN7S @ B3 NOTES: ALiOWHBLE MAXIMUM LIVE LOAD DEFLECTION (L/240) = 1^217 IN. ACTUAL MAXIMUM LIVE LOAD DEFLECTION = 0^242 lN. OCCURS AT PANEL POINT B 3^ ACTUAL MAXIMUM HORIZONTAL LIVE LOAD DEFLECTION = 0^070 lN^ 559 TOP CHORD 2X4 BOT CHORD 2X4 WEBS 2X4 LUMBER SPECIFICATIONS MEMBER FORCES FROM LEFT TO RIGHT: TOP CHORD BOTTOM CHORD WEBS REACTIONS T 1- -3339 8 1.. 3168 W 1- -595 W 4.. -254 REACTION @ B 1- 1338 T 2s -2757 8 2- 2789 W 2.. 530 W 5.. 523 REACTION @ B 4.. 1338 T 3- -2615 B 3- 3108 W 3- -229 W 6- -551 T 4- -2596 T 5.. -2736 T 6- -3276 TRUSS LOADING (CON 1) UNIFORM LL ON TOP CHORD - 30.0 PSF UNIFORM DL ON TOP CHORD - 15.0 PSF UNIFORM DL ON BOT CHORD - 10.0 PSF TOTAL DESIGN LOAD - 55.0 PSF LOAD DURATION INCREASE - 1.33 #2 DRY /KD19 S.PINE 02 DRY/KDI9 S.PINE 03 /STUD KD15 S.PINE BEARING REQUIREMENTS ALL BEARINGS SHOWN ARE 3.5' EXCEPT AS NOTED: BEARING @ 8 1 8.00' ACTUAL BEARING 8 8 4 8.00' ACTUAL LOCATE INTER -PANEL SPLICES AT 1/4 PANEL LENGTH +/- 12 INCHES FROM EITHER END OF THE PANEL INDICATED. 3245 W-0.0° 4052 2475 3245 2445 4052 2475 8' - 4.0 ° 4890 2X-4.0 OVERALL SPAN 8" STUB — 2X 4 HEEL WEDGE BLOCK REQUIRED PLATE I CODE I SPACING DATE R5000 TPI 24.00 O.C. 5/14/86 AN ANYTRUS® DESIGN DWG# 6051573 FILE# TRUSWAL monerd SYSTEMS 1RVSWAL SYSTEMS CORPORATION A 51GNODE COMPANY IT IS THE RESPONSIBILITY OF OTHERS TO ASCERTAIN THAT THE LOADS UTILIZED ON THIS DESIGN MEET OR EXCEED THE ACTUAL DEAD LOADS IMPOSED BY THE STRUCTURE AND THE LIVE LOADS IMPOSED BY THE LOCAL BUILDING CODE OR HISTORICAL CLIMATIC RECORDS. NO RESPONSIBILITY IS ASSUMED FOR DIMENSIONAL ACCURACY. VERIFY ALL DIMENSIONS PRIOR TO FABRICATION. CONNECTOR PLATES SHOWN ARE TRUSWAL 16. 18. OR 20 GAGE AS SPECIFIED. FABRICATION SHALL COMPLY WITH THE 'QUALITY CONTROL MANUAL' OF THE TRUSS PLATE INSTITUTE (TPI) AND THE TRUSWAL TRUSCOM MANUAL. ALL PANELS NOT SPECIFICALLY DESIGNATED ARE TO BE EQUALLY DIVIDED. 0 DENOTES SPECIAL CUTTING. ONLY LATERAL BRACING REQUIRED OF INDIVIDUAL TRUSS MEMBERS IS NOTED ON THIS DRAWING. THIS DESIGN ASSUMES THE TOP CHORD TO BE CONTINUOUSLY BRACED BY SHEATHING UNLESS OTHERWISE STATED. WHERE NO RIGID CEILING IS APPLIED DIRECTLY TO THE BOTTOM CHORD, IT SHALL BE BRACED AT INTERVALS NOT EXCEEDING 10' -0'. PERSONS ERECTING TRUSSES ARE CAUTIONED TO SEEK PROFESSIONAL ADVICE REGARDING TEMPORARY ERECTION BRACING WHICH IS ALWAYS REQUIRED TO PREVENT TOPPLING AND 'OOMINOING'. REFER TO 'BRACING WOOD TRUSSES: COMMENTARY AND RECOMMENDATIONS' (TPI). WHERE CONFUSION MAY EXIST CONCERNING PROPER FIELD ERECTION. CLEARLY MARK INTERIOR BEARING LOCATIONS, CANTILEVERS. AND THE CHORDS OF THE TRUSS TO PREVENT IMPROPER INSTALLATION. TRUSSES SHALL NOT BE PLACED IN ANY ENVIRONMENT THAT WILL CAUSE THE MOISTURE CONTENT OF THE W000 TO EXCEED 19% AND /OR CAUSE CONNECTOR PLATE CORROSION. CAMBER, WHEN NECESSARY, IS BEST DETERMINED BY JUDICIOUS APPLICATION OF EXPERIENCE AND THEREFORE IS OUTSIDE THE SCOPE OF RESPONSIBILITY OF TRUSWAL. 1581 52 ALLEN HUNT / F194E007 / ROYAL ACCUUNl t ALLEN HUNT 1561 PROGRAM VERSION: 1^01 K��Uu�� vx�w��v^� SUPPORTING CALCULATIONS FOR DRAWING # JOB NAME: F134E007 / ROYAL TRUSWAL SYSTEMS CORPORATION SPAN: 24 FT 4 IN 0/16TH WED, MAY 14 1986 LOADING: 30f 15f 10 = 55 P3F AT 33^3% SPACING: 24" O^C^ 1 PLY 8EAKlNG SIZES: LEFT 8^0". RIGHT 8,0" OVERHANG: LEFT 0'— O^O". RIGHT 0'— 0^0" HEELS| LEFT 3-15/16" RIGH[ 6-10/16" CANTS: LEFT 0'— 0^0". RIGHT 0'— O^O" UNIFORM LOADS PLF FROM TO 60 1 7 V TCLL 30 1 7 V TCDL 20 1 7 V BCDL [8USS MEMBER FORCES (CON 1) REACTIONS 1 1= —3339 B 1= 3168 W 1= —595 W 4= —254 REACTION @ B 1= 1338 T 2= —2757 B 2= 2790 W 2z 530 W 5= 523 REACTION @ B 4= 1338 T 3= —2615 B 3= 3108 W 3= —229 W 6= —551 T 4= —2596 1 5= —2737 T 6= —3276 70P AND BOTTOM CHORD LUMBER ANALYSIS ( 1PI-78 TOP CHORD: (MINIMUM GRADE) #2 D8Y/KD19 S^PINE 1600000 E PAN CON SIZE SLOPE L—ACT L—AVE QFACT FA(PSl) FB(PSI) AXIAL BENDING CSI 1 1 2x 4 4^00 4^91 4^09 0^90P 975 1650 0^489 0^272 0^761 2 1 2x 4 4^00 4^09 4^09 0^90P 975 1650 0^404 0.272 0.676 3 1 2x 4 0.00 3,50 3~50 0^90M 975 1650 0^383 0.199 0^582 4 1 2x 4 0.00 3,50 3.50 0^90M 975 1650 0^380 0,199 0,579 5 1 2x 4 —4^00 4^09 4.09 0^90P 975 1650 0^401 0^272 0.673 6 1 2x 4 —4^00 4^24 4,09 0,900 975 1650 0^480 0^272 0^752 BOT CHORD| (MINIMUM GRADE) 42 D8Y/KD19 S^PINE 1600000 E PAN CON SIZE SLOPE L—ACl L—AVE QFACT FA(PSI) FB(PSl) AXIAL BENDING CSI 1 1 2x 4 0.00 9^00 7^67 1^0OM 825 1650 0^549 0,262 0^810 2 1 2x 4 0.00 7^00 7,67 1^OOM 825 1650 0.483 0^262 0,745 3 1 2x 4 0^00 8^33 7^33 1^0011 825 1650 0.538 0^239 0^778 WEBS: MINIMUM OF 2x 4 43/STUD 1015 S^PINE (OR AS NOTED BELOW) WEBS START AT TOP. 3 WEB JOINTS @ B2 .B3 NOTES: ALLOWABLE MAXIMUM LIVE LOAD DEFLECTION (L/240) = 1^217 IN. ACTUAL MAXIMUM LIVE LOAD DEFLECTION = 0^185 IN. OCCURS AT PANEL POINT B 2^ ACTUAL MAXIMUM HORIZONTAL LIVE LOAD DEFLECTION = 0^063 IN. LUMBER SPECIFICATIONS MEMBER FORCES FROM LEFT TO RIGHT: TOP CHORD BOTTOM CHORD WEBS REACTIONS T 1- -3128 B 1- 2988 W 1- -737 W 4- 383 REACTION 9 B 1- 1338 T 2- -2403 B 2- 2272 W 2■ 395 W 5■ -692 REACTION Q B 4- 1338 T 3- -2280 B 3- 2918 W 3- 12 T 4- -2395 T 5- -3076 TOP CHORD 2X4 02 DRY /KD19 S.PINE BOT CHORD 2X4 02 DRY/019 S.PINE WEBS 2X4 03 /STUD 015 S.PINE BEARING REQUIREt4ENTS ALL BEARINGS SHOWN ARE 3.5' EXCEPT AS NOTED: BEARING 8 B 1 8.00' ACTUAL BEARING 8 B 4 8.00' ACTUAL LOCATE INTER -PANEL SPLICES AT 1/4 PANEL LENGTH +/- 12 INCHES FROM EITHER END OF THE PANEL INDICATED. 12 1630 4C: 4 tP 4 4P 1630 12 4 TRUSS LOADING (CON 1) UNIFORM LL ON TOP CHORD - 30.0 PSF UNIFORM DL ON TOP CHORD - 15.0 PSF UNIFORM DL ON BOT CHORD - 10.0 PSF TOTAL DESIGN LOAD - 55.0 PSF LOAD DURATION INCREASE - 1.33 3245 11' - 0.0" 4052 2475 3245 4090 2445 f3' -0.0 24' -4.0 " OVERALL SPAN 10' -4.0" 4890 8" STUB 1* 0. 2X 4 HEEL WEDGE BLOCK REQUIRED PLATE R5000 CODE I SPACING DATE TPI 24.00" 0.C. 5/14/86 AN ANYTRUS® DESIGN DWG. 051574 1 FILE. TRUSIATAL memmenommwm TAUSWAE SYSTEMS CO2PO2A1 CN A S:GNODE COMPANY IT IS THE RESPONSIBILITY OF OTHERS TO ASCERTAIN THAT THE LOADS UTILIZED ON THIS DESIGN MEET OR EXCEED THE ACTUAL DEAD LOADS IMPOSED BY THE STRUCTURE AND THE LIVE LOADS IMPOSED BY THE LOCAL BUILDING CODE OR HISTORICAL CLIMATIC RECORDS. NO RESPONSIBILITY IS ASSUMED FOR DIMENSIONAL ACCURACY. VERIFY ALL DIMENSIONS PRIOR TO FABRICATION. CONNECTOR PLATES SHOWN ARE TRUSWAL 16. 18. OR 20 GAGE AS SPECIFIED. FABRICATION SHALL COMPLY WITH THE 'QUALITY CONTROL MANUAL' OF THE TRUSS PLATE INSTITUTE ITPI) AND THE TRUSWAL TRUSCOM MANUAL. ALL PANELS NOT SPECIFICALLY DESIGNATED ARE TO BE EQUALLY DIVIDED. Allw. DENOTES SPECIAL CUTTING. ONLY LATERAL BRACING REQUIRED OF INDIVIDUAL TRUSS MEMBERS IS NOTED ON THIS DRAWING. THIS DESIGN ASSUMES THE TOP CHORD TO BE CONTINUOUSLY BRACED BY SHEATHING UNLESS OTHERWISE STATED. WHERE NO RIGID CEILING IS APPLIED DIRECTLY TO THE BOTTOM CHORD. IT SHALL BE BRACEO AT INTERVALS NOT EXCEEDING 10' -0'. PERSONS ERECTING TRUSSES ARE CAUTIONED TO SEEK PROFESSIONAL ADVICE REGARDING TEMPORARY ERECTION BRACING WHICH IS ALWAYS REQUIRED TO PREVENT TOPPLING AND '00MINDING'. REFER TO BRACING W000 TRUSSES: COMMENTARY AND RECOMMENDATIONS' (TPI). WHERE CONFUSION MAY EXIST CONCERNING PROPER FIELD ERECTION. CLEARLY MARK INTERIOR BEARING LOCATIONS. CANTILEVERS. AND THE CHORDS CF THE TRUSS TO PREVENT IMPROPER INSTALLATION. TRUSSES SHALL NOT BE PLACED IN ANY ENVIRONMENT THAT WILL CAUSE THE MOISTURE CONTENT CF THE WOOD TO EXCEED 199 AND /OR CAUSE CONNECTOR PLATE CORROSION. CAMBER. WHEN NECESSARY. IS BEST DETERMINED BY JUDICIOUS APPLICATION OF EXPERIENCE AND THEREFORE IS OUTSIDE THE SCOPE OF RESPONSIBILITY OF TRUSWAL. 1562 35 ALLEN HUNT /F134E007 / RDYAL ACC0UN7 | ALLEN HUN7 1562 PROGRAM VERSION: 1~01 �� `'m��x SUPPORTING CALCULATIONS FOR DRAWING # JOB NAME: F134E007 / ROYAL TRUSWAL SYSTEMS CORPORA[ION SPAN: 24 FT 4 IN 0/167H WED. MAY 14 1986 LOADING: 30f 15f 10 = 55 PSF AT 33^37. SPACING: 24" O^C^ 1 PLY BEARING SIZES: LEFT 8^0". RIGHT 8^0" OVERHANG: LEFT O'- O^O". RIGHT O'- 0.0" HEELS: LEFT 3-15/16" RIGHT 6-10/16" CANTS: LEFT 0'- 0^0". RIGHT O'- 0^0" UNIFORM LOADS PLF FROM TO 60 1 6 V TCLL 30 1 6 V TCDL 20 1 6 V BCDL TRUSS MEMBER FORCES (CON 1) REACTIONS T 1= -3128 B 1= 2968 W 1= -737 W 4= 383 REAC7ION @ B 1= 1338 T 2= -2403 B 2= 2272 W 2= 395 W 5= -692 REACTION @ B 4= 1338 T 3= -2280 B 3= 2918 W 3= 13 T 4= -2395 T 5= -3076 TOP AND BOTTOM CHORD LUMBER ANALYSIS ( TP1-78 ) TOP CHORD: (MINIMUM GRADE) 42 DRY/1019 S^PINE 1600000 E PAN CON SIZE SLOPE L-ACT L-AVE QFACT FA(PSI) FB(PSl) AXIAL BENDING CSI 1 1 2x 4 4^00 5.91 5.09 0^90P 975 1650 0^458 0.421 0^880 2 1 2x*4 4^00 5^09 5,09 0^90P 975 1650 0^352 0^421 0^773 3 1 2x 4 0^00 3.00 3,00 0.95M 975 1650 0.334 0.163 0.497 4 1 2x 4 -4^00 5,09 5^09 0^90P 975 1650 0^351 0^421 0.772 5 1 2x 4 -4^00 5^24 5^09 0^90P 975 1650 0^451 0^421 0^872 BUT CHORD: (MINIMUM GRADE) 42 DRY/KD19 S^PINL 1600000 E PAN CON SIZE SLOPE L-ACT L-AVE QFACT FA(PSI) FB(PSI) AXIAL BENDING CSI 1 1 2x 4 O^OO 11^00 9^30 1^0OM 825 1650 0,514 0,385 0^899 2 1 2x 4 0^00 3^00 9^30 1^00M 825 1650 0^393 0^385 0^779 3 1 2x 4 O^OO 10^33 8^70 1^OOM 825 1650 0^505 0^337 0^842 WEBS: MINIMUM OF 2x 4 03/STUD KD15 S^PlNE (OR AS NOTED BELOW) WEBS START AT TOP. 3 WEB JOINTS @ B2 NOTES: ALLOWABLE MAXIMUM LIVE LOAD DEFLECTION (L/240) = 1^217 IN. ACTUAL MAXIMUM LIVE LOAD DEFLECTION = 0^175 IN. OCCURS AT PANEL POINT B 2^ ACTUAL MAXIMUM HORIZONTAL LIVE LOAD DEFLECTION = 0.061 IN, TOP CHORD 2X4 BOT CHORD 2X4 WEBS 2X4 LUMBER SPECIFICATIONS f2 KD15 S.PINE 0 DRY/019 S.PINE f3 /STUD KD15 S.PINE BEARING REQUIREMENTS ALL BEARINGS SHOWN ARE 3.5' EXCEPT AS NOTED: BEARING Q B 1 8.00' ACTUAL BEARING 8 B 4 8.00' ACTUAL LOCATE INTER -PANEL SPLICES AT 1/4 PANEL LENGTH +/- 12 INCHES FROM EITHER END OF THE PANEL INDICATED. MEMBER FORCES FROM LEFT TO RIGHT: TOP CHORD BOTTOM CHORD WEBS REACTIONS T 1- -3095 B 1- 2936 W 1• -579 W 3- 800 REACTION 9 B 1- 1338 T 2- -2692 B 2- 1994 W 2- 820 W 4- -531 REACTION 8 B 4- 1338 T 3- -2678 B 3- 2856 T 4- -3011 TRUSS LOADING (CON 1) UNIFORM LL ON TOP CHORD - 30.0 PSF UNIFORM DL ON TOP CHORD - 15.0 PSF UNIFORM DL ON BOT CHORD - 10.0 PSF TOTAL DESIGN LOAD - 55.0 PSF LOAD DURATION INCREASE - 1.33 12 1630 4Cf 12' - 6.0 ° 3245 III 4860 24' -4.0 ° OVERALL SPAN 5' 7.1 ° 1630 12 Q 4 3245 2445 2445 4890 8" STUB 2X 4 HEEL WEDGE BLOCK REQUIRED PATE CODE SPACING DATE R L 5000 TPI 24.00 O.C.1 - 5/14/86 AN ANYTRUS® DESIGN DWG. 6051575 FILE♦ sv®vAM SYSTEMS TRMINAL SYSTEMS CQQPO6ATTOY A STGNQDE COMPANY IT IS THE RESPONSIBILITY OF OTHERS TO ASCERTAIN THAT THE LOADS UTILIZED ON THIS DESIGN MEET OR EXCEED THE ACTUAL DEAD LOADS IMPOSED BY THE STRUCTURE AND THE LIVE LOADS IMPOSED BY THE LOCAL BUILDING CODE OR HISTORICAL CLIMATIC RECORDS. NO RESPONSIBILITY IS ASSUMED FOR DIMENSIONAL ACCURACY. VERIFY ALL DIMENSIONS PRIOR TO FABRICATION. CONNECTOR PLATES SHOWN ARE TRUSWAL 16. 1B. OR 20 GAGE AS SPECIFIED. FABRICATION SHALL COMPLY WITH THE 'QUALITY CONTROL MANUAL' OF THE TRUSS PLATE INSTITUTE (TPI) AND THE TRUSWAL TRUSCOM MANUAL. ALL PANELS NOT SPECIFICALLY DESIGNATED ARE TO BE EOUALLY DIVIDED. Alb. DENOTES SPECIAL CUTTING. ONLY LATERAL BRACING REOUIRED OF INDIVIDUAL TRUSS MEMBERS IS NOTED ON THIS DRAWING. THIS OESIGN ASSUMES THE TOP CHORD TO BE CONTINUOUSLY BRACED BY SHEATHING UNLESS OTHERWISE STATED. WHERE NO RIGID CEILING IS APPLIED DIRECTLY TO THE BOTTOM CHORD, IT SHALL BE BRACED AT INTERVALS NOT EXCEEDING 10' -0'. PERSONS ERECTING TRUSSES ARE CAUTIONED TO SEEK PROFESSIONAL ADVICE REGARDING TEMPORARY ERECTION BRACING WHICH I5 ALWAYS REOUIRED TO PREVENT TOPPLING AND 'DOMINOING'. REFER TO 'BRACING WOOD TRUSSES: COMMENTARY AND RECOMMENDATIONS' (TPI). WHERE CONFUSION MAY EXIST CONCERNING PROPER FIELD ERECTION. CLEARLY MARK INTERIOR BEARING LOCATIONS, CANTILEVERS. AND THE CHORDS OF THE TRUSS TO PREVENT IMPROPER INSTALLATION. TRUSSES SHALL NOT BE PLACED IN ANY ENVIRONMENT THAT WILL CAUSE THE MOISTURE CONTENT OF THE W000 TO EXCEED 19% AND /OR CAUSE CONNECTOR PLATE CORROSION. CAMBER, WHEN NECESSARY. IS BEST DETERMINED BY JUDICIOUS APPLICATION OF EXPERIENCE AND THEREFORE IS OUTSIDE THE SCOPE OF RESPONSIBILITY OF TPJSWAL. 1563 53 HUNT /F134E037 / ROYAL 4 ACCOUNT : ALLEN HUNT PROGRAM VERSlONt 1^01 SUPPORTING CALCULATIONS FOK DRAWING # UNIFORM LOADS PLF FROM TO 60 1 5 V TCLL 30 1 5 V TCDL 20 1 5 V BCDL ��8�� vx»m��o� JOB NAM[: F134E007 / ROYAL TRUSWAL SYSTEMS CORPORATION SPAN| 24 FT 4 IN 0/16TH WED. MAY 14 1986 LOADING: 30f 15f 10 = 55 PSF AT 33^3% SPACING: 24" O^C^ 1 PLY BEARING SIZES: LEFT 8,0". RIGHT 8,0" OVERHANG: LEFT O'- 0^0". RIGHT O'- 0.0" HEELS: LEFT 3-15/16" RIGHT 6-10/16" CANTS: LEFT 0'- 0^0". RIGHT O'- 0.0" TRUSS MEMBER FORCES (CON 1) REACTIONS T 1= -3095 B 1= 2936 W 1= -579 W 3= 800 REACTION @ B 1= 1338 T 2= -2692 B 2= 1994 W 2= 820 W 4= -531 REACTION @ B 4= 1338 T 3= '2678 B 3= 2856 7 4= -3O11 TOP AND BOTTOM CHORD LUMBER ANALYSIS ( TPI-78 TOP CHORD: (MINIMUM GRADE) #2 KD15 S.PlNE 1600000 E PAN CON SIZE SLOPE L-ACT L-AVE QFACT FA(PSI) FD(PSI) AXIAL BENDING CSI 1 1 2x 4 4^00 6^66 5.04 0^90P 1150 1750 0^385 0^523 0^907 2 1 2x 4 4^00 5^84 5,84 0,901' 1150 1750 0,335 0^523 0^857 3 1 2x 4 -4^00 5^59 5.84 0^901: 1150 1750 0.333 0^523 0^855 4 1 2x 4 -4,00 6^24 5^84 0,90P 1150 1750 0.374 0^523 0^897 DOT CHORD: (MINIMUM GRADE) #2 DRY/KD19 S^PINE 1600000 E PAN CON SIZE SLOPE L-ACT L-AVE QFACT FA(PSI) FB(PSl) AXIAL BENDING CSI 1 1 2x 4 0^00 8^60 7.86 1.0011 825 1650 0^509 0.275 0.784 2 1 2x 4 0.00 7^79 7^86 1^O0M 825 1650 0^345 0,275 0^621 3 1 2x 4 0^00 7^94 7^53 1^00M 825 1650 0.495 0^253 0^747 WEBS: MINIMUM OF 2x 4 t3/STUD KD15 S^PINE (OR AS NOTED BELOW) WEBS START AT TOP NOTES: ALLOWABLE MAXIMUM LIVE LOAD DEFLECTION (L/240) = 1^217 1N. ACTUAL MAXIMUM LIVE LOAD DEFLECTION = 0.168 IN. OCCURS AT PANEL POINT B 2^ ACTUAL MAX]MUM HORIZONTAL LIVE LOAD DEFLECTION = 0,054 IN. 1563 TRIANGULAR STANDARDS ._ 4.0/12 SLOPE CONF. 4/4. 2.0 0.C. . 45410 PSF. 33.31 SPECIES L GRADE NAX. 0/8 SPANS (IPI 1978) . 2X4 T/C 2X4 0/C S O U T H E R N P I N E DENSE SEL:' STR. ID ■•-31'- 9• - 32' -10• SELECT STR. ID % 30'- 4' • 72•-10• 11 DENSE KD _ 30'- 7• 32•-10• 12 DENSE ID 28'-- 6'_,32. 12 ID 25'- 5' 32'-10• DEN. SEL. STP DRY ,30' -I1• ..32' -10' SELECT STR. DRY 29'__6' 32' -I0• Il DENSE DRY C 32' -t 0' II DRY `27' -11• 32' -10' 12 DENSE DRY 2?'- 2' 32' -10' 12 DRY t'- !' 32' -!0' D 0 U, L A S R I R DEN. SEL. STE.. DRY 31'- 6' 32' -10' SEL. STR. DRY 30'- 1' 32' -10' 11 DENSE DRY 30'- 4' 32' -10• 12 DE156 DRY 27'- 5' 32' -10' 31 DRY • 26'- 6' 32' -10' 12 DRY 24' -l1' 32' -10' - --- 11 6 - F 1 R SEL. STP DRY 27'- S• 32' -10' 11 DRY . 25'- 0' 32'7l0' 12 DRY • 22'- 1' 21'- 9' N S 0 'FOP. SPECIES LISTED ABOVE ONLY) 2400F -2.OE - 32' -10' 32' -10' 2250E-1.9E 32'- 1' 32' -10' 21008 -1 .86 • 31'- 2' 32' -10• 1950F -1.7E 30'- 4' 32' -10' 18008 -1.66 29'- 2' 32' -10' 16'•OF -1.5E 28'- 1' 32' -10' Y E B M E M B E R S . 2X3 12 NE8 -FIR. EQUAL OR BETTER. 2X4 13 NER -FIR. EQUAL OR BETTER.. _ _ •:-' �. • , •� 1 .. _ . ... �. ' ` ' ,, a�._.._ - �.__ _ _ ' ..--, -. -- ' ::.,_:. �. __.._ ..__ _ _ _ �.— ... .. __. _ .. \I A - _ 4860 - • <✓. .< _ \ \2 _ f TeAlAa e) V ._. 3 ------ X3243 - • - 4 7 C SPACE 2 N 0 T E 1 • ° ' - • .. CT ^rau ^r . • As 010.111 ._._ ; y _, b -4 TO 28'- 0 4 -5 TO 32' -10" 4037 TO 26'- 4" - 7 C - 2 -4 • 2445 - _ • 12 SPLICE \ ONLY ONE TOP CHORD SPLICE ALLOWED IN EACH CHORD. 1 IX4 CONTINUOUS LATERAL ' BRACING REQUIRED FOR SPANS OVER 24 4" / WITH A 2X 3WEB AND \ 26' -0n WITH A 2X4 WEB NM alb v ■ �, 4045 TO 32' -10" • � . I / EQUAL - _ / 4 W. AREAS •b N c 2 g J or 12 . . 2Ra Q 4 • --•0 �--�--� — .�' 2 1 Ir =1 PINE 5 - 3. -5 TO 28•: 8; SIZE 10'.M -FIR FIR -L • 630 8 ' I 2.5 -8 - 11 /d of pone) •12" 2 24'- 8" 4060 i 8 - 2.5 -6 22'- 8" ---! 2.5 -7 26'- 0" 28'- 8" -- BrM.CHD. 5P. 2 2.5 -8 29'_ 8 � 32' -10" N 0 T E 2.5 3210" • • -10 DO NOT COMBINE erM. c►1o. sr I \. 246Q 21 8" 25'- Q. 246 2475 27' 0 " 31'- 0" • 2 IN SAME TRUSS. IF NECESSARY, TWO SPLICE TYPE 2 MAY BE USED � 2482 29'- 4 32' -10" BTM. CHO SP.1 2490 32' -10 • 5 -7 0/A SPAN 4875 _ �e. It.. - TRUSWVIL / SYSTEMS A SIGTOOE CO.. -. . M A P, SI. T1er M' MOM • .TUI Ave. y pra. i, , i F4. 23031 Mim I M P O R T A N T N O T E S LOADING DATA PROFILE DATA TRUSWAL SYSTEMS CONNECTOR PLATES ARE FORMED FROM 13 AND p GAUGE GALVANIZED IASTIA A 441 • TM STEEL PLATES SHALL SE APPLIED TO BOTH FACES OF TRUSS AT EACH JOINT. WHERE DIMENSIONS ARE NOT SHOW/3 PLACE PLATES SYMMETRICALLY ABOUT JOINT OR AS INDICATED BY CIRCLES 101. CUTTDNO, AND FABRICATION SHALL PE ACCOMPLISHED US1N0 EQUIPMENT WHICH WILL PRODUCE SNUG FITTING JOINTS AND FULLY EMBEDD PL ED ATES. REFER TO THE - OUALRY CONTROL MANUAL BY TRUSS KATE INSTITUTE ITPIS.741/ 81001 ROAD. NYATTSYILIE. MD 2WS3. ONLY LATERAL BMCRLO, AS MAY SE REQUIRED 8Y DESIGN OF INOMWAL TRUSS MEMBERS M DRAWING. ON OW TRUSWAL SYSTEMS BEARS NO _ _ - _ RESPONSIBILITY FOR THE ERECTION OF TRUSSES. PERSONS ERECTINO TRUSSES ARE CAUTIONED TO SEEK PROFESSIONAL ADVICE REGARDING TEMPORARY ERECTION BRACING WHICH IS ALWAYS REQUIRED TO PREVENT TOPPIINO AND - DOMINOINO - . REFER TO "BRACING W000 TRUSSES COM• MENTARY AND RECOMMENDATION (TPD. THIS DESIGN ASSUMES THAT THE TOP CHORD 13 CONTINUOUSLY BRACED BY THE ROOF SHEATHING. WHERE NO 31010 CERINO 1S APPLIED DIRECTLY TO BOTTOM CHDRO IT SHALL SE SPACED AT INTERVALS NOT EXCEEDING N• O•. THIS DESIGN MEETS APPLICABLE PROVISIONS OF THE - NATIONAL DESIGN SPECIFICATIONS FO WOOD CONSTRUCTION' (NFPA) AND "DESIGN SPECIFICATIONS FOR METAL PLATE CONNECTED W000 TRUSSES' (TP3. TC LL 30 WI of 15 Psi SC 01 . " 10 PSI TOTAL 55 Psi 4/4 PITCH . 4.0 SPANS TO 32' - 10" EMT. J.17.9. DATE 1 - 1 - 79 DURATION FACTOR: 33.3% SPACING: 24"0.c. 1404444 0 t0 ""' ► �� 0 R 0 •b osX44, y ft (i 1 O ! I S Na 7301 + -o %VA_ . +010 5A "� �Te1C� r � C r s% .SY V * Na 12265 y 5 . • 57* O STATE OP '� 00 E- MAXIMUM OVERALL SPRNS T/C SLOPE T/C FLAT 8/C SPECIES & GRADE 2X4 2X4 2X4 SOUTHERN P I N E DENSE SEL. STR. KD 26'- 6' 26'- 6' 26'- 6' SELECT STR. KD 26'- 6' 25'- 6' 25'- 6' O 1 DENSE KO _ 26'- 6' 25'- 4' 25'- 6' • 1 KD 26'- 6' 24'= 0' 23'- 4' O 2 DENSE KD 26'- 6" 23'- 7' 23'- 3' O 2 KD 23'- 7" 22'- 4' 20'- 4' DEN. SEL. SIR. DRY 26'- 6" 25'- 9' 26'- 5' SELECT STR. DRY 26'- 6" 24'- 8" 24'- 7" 01 DENSE DRY 26'- 6" 24'- 3' 24'- 7' O 1 DRY 25'- 5' 23'- 0' 22'- 3' O 2 DENSE DRY 23'- 9' 22'- 5' 21'- 9' O 2 DRY 20'- 6' 21'- 2' 18' -10' D O U G L A S F I R - L A R C H DEN. SEL. SIR. DRY 26'- 6" 25' -11' 26'- 6' SEL. SIR. DRY 26'- 6" 25'- 0' 25'- 1' • 1 DENSE DRY 26'- 6' 24'- 4" 25'- 1' O 2 DENSE DRY 23' -10' 22'- 6" 22 "- 3' 111 DRY 25'- 6" 23'- 1' 23'- 2' 02 DRY 21'- 0' 21'- 4' 19'- 4" H E R SEL. STR. DRY r1 DRY •2 DRY M S R (FOR SPECIES LISTED ABOVE ONLY) 2400F -2.DE 2250F -1.9E 2250F -1.6E 2100F -1.BE 1950F -1.7E 1950F -1.5E 1800F -1.6E 1650F -1.5E 2X4 03 KD DR STUD GRADE SO. PINE 26'- 1" 23'- 2' 21'- 9' 21'- 8' 21'- 7' 18' -10' 19' -10' 26'- 6" 26'- 2' 26'- 6' 26'- 6' 25'- 9' 26'- 6' 26'- 6" 25'- 8' 26'- 6' 26'- 6' 25'- 3' 26'- 6" 26'- 6' 24'- 7' 26'- 4" 26'- 6' 24'- 7' 26'- 4' 26'- 6' 24'- 0' 24'- 8' 26'- 5' 23'- 3' 22'- 6' W E B M EMBER S (EQUAL OR BETTER) DOT CHORD SPLICES: BS -I 4875 TO 20'- 8' 4890 TO 22' -l0' 48105 TO 24' -10' 48120 TO 25' -l0' 48135 TO 26'- 6' A 2X4 HEEL WEDGE BLOCK IS REQUIRED FOR SPRNS OVER 29'- 2'. 12 SIZE HEM -FIR 32105 22'- 0' 4090 23'- 2' 32120 23'- 8' 40105 25' -10' 90120 26'- 6' PINE /DFL 24105 21'- 2' 3282 2l' -10' 3290 23'- 4' 32105 26'- 0' 32120 26'- 6' .TRU51191 CONNECTOR PLATES FIRE FORMED FROM 16. 18. AND 20 GAUGE GRLYRNIIEG IRSTM A 446 -721 STEEL. PLATES SHILL BE APPLIED TO BOTH FACES OF THE TRUSS 81 EACH JOINT. WHERE DIMENSIONS ARE NOT SHOWN. PL81E5 SHILL BE PLACED SYMMETRICALLY ABOUT 7HE J01111 OR AS INDICATED BY CIRCLES 101. CUTTING AND FRBRICATl6N SHRLL BE ACCOMPLISHED USING EQUIPMENT WHICH WILL PRODUCE SNUG FITTING JOINTS AND FULLY EMBEDDED PLATES. REFER TO ' QUALITY CONTROL MANUAL' BY THE TRUSS PLATE INSTITUTE 17P11. 7411 RIGG5 HORD HYRTTSV1LLE. MD. 20783. ONLY LATERAL BRACING REQUIRED OF INOIYIDURI TRUSS MEMBERS 15 NOTED ON THIS DRAWING. T8U5NAL SYSTEMS DE8RS NO RESPONS1Blt'1TT FOR THE ERECTION OF TRUSSES. PERSONS ERECTING TRUSSES ARE CRUTIONED 10 SEEK PRO- FESSIONRL RDVICE REGARDING TEMPORRRT ERECTION BRACING WHICH I5 RLNA1S REQUIRED TO PREVENT TOPPLING RND ▪ 0OMINOING'. REFER TO '8RRCING N000 TRUSSES. COMMENYR81 AND RECOMMENDRTIONS' ITPI1. THIS 0E-IGN ASSUMES THAT THE TOP CHORD 15 CONTINUOUSLY BRRCED BY THE ROOF SHEATHING. WHERE NO RIGID CEILING IS APPLIED DI- RECTLY TO THE BOTTOM CHORD 17 SHALL BE BRACED AT /81083815 NOT EXCEEDING 10' -0'. IT I5 THE RESPONSIBIL- ITY OF OTHERS TO ASCERTAIN THAT THE DESIGN LORDS UTILIZED ON THIS DIMING MEET OR EXCEED THE RCTURL DEAD LORDS IMPOSED BY THE STRUCTURE 1180 THE LIVE LOADS MOM BY THE LOCAL BUILDING CODE OR HISTORICAL CLI- MATIC RECORDS. CRMBER. WHICH IS NOT A STRUCTURE REQUIREMENT OF THE TRUSS. MAY BE REQUIRED TO 88181818 UNIFORM CEILING HEIGHT RNO PROPER RPPERRANCE. CRMBER. WHEN NECESSARY. IS BEST DETERMINED BY JUDICIRL APPLICATION OF EXPERIENCE 890 THEREFORE I5 OUTSIDE THE SCOPE OF RESPONSIBILITY OF TRUSNRL SYSTEMS. 1690 7' -0.0' SETBACK LIVE LoJO.... 30 ....r. DEAD LOAD.... 15 ...... CEILING D.L.. 10 ...... T8TRI 33 7 DURATION FACTOR 1 3260 NOTE' A 204 NO. 3 K.O. S0. PINE BLOCK IS RE- QUIRED WHEN THE WIDTH OF A SPLICE PLATE EXCEEDS THE CHORD WIDTH BY l' OR MORE. NOTE THIS HIP GIRDER /IRS BEEN DESIGNED TO BE USED IN CONJUNCTION WITH THE JACK SET DETAILED ON DRAWING S2531. 4090 2445 SYMM. ABOUT SPLICE 5690 TO 22'- 4' 6490 TO 22'- l0'BS - 1 64105 T8 23' -l0' H5100 TO 25'- 2' H5112 T8 26'- 6' NO SPLICE 2445 TO 29'- 2' 2452 TO 25'- 2' 3245 T8 26'- 2' 2467 TO 26'- 6' 1,PLY HIP GIRDER OVERALL SPRN TRUSWAL SYSTEMS 32501 OEOUINORE NROISON HE1GHT5 M1CHIGRN 48071 MAX. SPIN 2W-6.D° CODE TP1 S2661 SPACING 0' 0.C. 1630 SPLICE 56105 TO 24'- 4' -56120 TO 24'- 6' 64120 TO 25'- 2' 1101 98120 TO 25' -l0' H5112 TO 26'- 6' NO SPLICE • 2467 TO 22'- 2' 2475 TO 23'- 4' 2482 TO 24'- 6' 2490 TO 25'- 6' 2497 TO 26'- 6' 9/1/61 A TRUSWAL -STANDARD MAXIMUM OVERALL SPRNS T/C SLOPE T/C FLAT B/C SPECIES & GRADE 2X4 2X4 2X4 S O U T H E R N P I N E DENSE SEL. SIR. KD 31'- 7' 31'- 1' 31'- 7' ' SELECT STR. KD 31'- 7' 30'- 5' 31'- 7' el DENSE KD 31'- 7' 30'- 6' 31'- 7' •1 KD 31'- 7' 29' -10' 31'- 7' 02 DENSE KD 31'- 7' 29'- 7' 31'- 7' 02 KD 31'- 7' 28'- 8' 31'- 7' DEN. SEL. STR, DRY 31'- 7' 30'- 8' 31'- 7' SELECT STR, DRY 31'- 7' 30'- 1' 31'- 7' •1 DENSE DRY 31'- 7' 30'- 2' 31'- 7' •1 DRY 31'- 7' 29'- 4" 31'- 7" 02 DENSE DRY 31'- 7' 29'- 0' 31'- 7' 02 DRY 31'- 7' 28'- 2' 31'- 4' DOUGLAS FIR-LRRCH DEN. SEL. SIR. DRY 31'- 7' 31'- 0' 31'- 7' SEL. STR. DRY 31'- 7' 30'- 4' 31'- 7' •1 DENSE DRY 31'- 7' 30'- 5' 31'- 7' 02 DENSE DRY 31'- 7* 29'- 2' 31'- 7' •1 DRY 31'- 7' 29'- 6' 31'- 7' 02 DRY 31'- 7' 28'- 3' 31'- 7' H E M- F 1 R SEL. STR. DRY 31'- 7' 29'- 1' 31'- 7' 01 DRY 31'- 7' 28'- 2' 31'- 1' •2 DRY 28'- 1' 27'- 0' 25'- 0' M S R (FOR SPECIES LISTED ABOVE ONLY) 2400F -2.OE 31'- 7' 31'- 7' 31'- 7• 2250E -1.9E 31'- 7' 31'- 3' 31'- 7' 2250F -1.6E 31'- 7' 30' -10' 31'- 7' 2100F -1.8E 31'- 7' 30'- 9' 31'- 7' 1950E -1.7E 31 7' 30'- 5' 31 7' 1950F -1.5E 31'- 7' 30'- 2' 31'- 7' 1800F -1.6E 31'- 7' 29' -11' 31'- 7' 1650F -1.5E 31'- 7' 29'- 5' 31'- 7' N E B M EMBER S IEOURL OR BETTERI 2X4 03 KD OR STUD GRADE SO. PINE BOT CHORD SPLICES: 8S -1 3245 TO 27' -11' 3252 TO 3l'- 1' 4052 TO 31'- 5' 4060 TO 31'- 7' STMM. . . " ABOUT 4090 1630 1630 4 y 12 i III FR SIZE HEM -FIR 2445 85 -1 SPLICE ' 4052 28'- 3' 4875 TO 31'- 7' 2490 28'- 9' 2497 30'- 9' NO SPLICE 32 31'- 5' 2475 Te 31'- 7• 24105 31'- 7' PINE /DFL 3245 27'- 9' 3252 28'- 7' 2475 30'- 1' 3260 31'- 7' 9' -0.0' SETBACK OVERALL SPAN 1005601 CONNECTOR PLATES ARE FORMED FROM 16. 18. AND 20 GAUGE GRLVRNIZED 19STM A 446 -721 STEEL. PLRTE5 SNALL BE APPLIED 70 BOTH FACES OF THE TRUSS RT ERCH JOINT. WHERE DIMENSIONS ARE NOT SHOWN. PLATES SHALL BE PLRCED SYMMETRICRLLY REBUT THE JOINT OR R5 INDICATED BY CIRCLES 10). CUTTING AND FABRICATION SHALL BE RCCOMPLISHEO USING EQUIPMENT WHICH WILL PRODUCE SNUG FITTING JOINTS AND FULLY EMBEDDED PLATES. REFER 70 "QUALM CONTROL MANUAL" BY THE TRUSS PLATE INSTITUTE I7P11. 7411 RIGG5 ROAD HYATTSVILLE. M0. 20783. BE EN REL BRACING TORE0 OF INDIVIDUAL TRUSS MEMBERS IS NOTED ON THIS DRAWING. UflONED SYSTEMS BEARS S NO O RESPONSIBILITY OR THE ERECTION ECTION OF TRUSSES. E TRUSSES RRE _ ERECTING TRUSSES CAUTIONED TO SEEM PRO- FES510091 ADVICE BURNING FOR TEMPORARY ERECTION BRACING WHICH WHICH 1 E 15 RLWATS REQUIRED 10 TO PREVENT TOPPLING AND 'DOMINO1NG'. REFER TO 'BRACING W000 TRUSSES. COMMENTARY AND RECOMMENDATIONS' 17P11. THIS DESIGN ASSUMES . THAT THE TOP CHORD 15 CONTINUOUSLY BRACED BY THE ROOF SHEATHING. WHERE NO 91G10 CEILING 15 APPLIED 01- 966114 TO THE 807708 CHORD IT 511911 BE BRACED AT INTERVALS 1401 EXCEEDING 10' -O'. 17 15 111E 965PON5181L- ITY OF OTHERS TO RSCERTAIN THR1 THE DESIGN LORDS UTILIZED ON THIS DARNING MEET OR EXCEED THE ACTUAL DEAD LORDS IMPOSED BY 7HE STRUCTURE RND THE LIVE LOADS 1MP05E0 BY THE LOCRL BUILDING CODE OR HISTORICRL CLI- .0816099 CEILING 11(16111 960 APPEARANCE ? BEST 0(1(99INED JU01C1ALN APPLICATION OF EXPERIENCE ANO THEREFORE IS OUTSIDE THE SCOPE OF RESPONSIBILITY OF TRU5NAL SYSTEMS. _ LIVE LORD.... 30 P.M. DEAD LORD.... 15 r..•r. CEILING D.L.. 10 r...r. MAX. SPAN 31' -7.0 CODE TPI SPRCIND 24' O.C. DATE 4/7/61 R T R U S W R L STANDARD T R U S W A L SYSTEMS TOTAL 55 r...r. 33 X DURATION FACTOR /------- 32501 DEOUINORE HEIGHTS M 48071 _ c p `S 78 ri MAXIMUM OVERALL SPANS T/C SLOPE T/C FLAT 8/C SPECIES 4. GRADE 2X4 2X4 2X4 5 0 U 7 H E R N P I N E DENSE SEL. STR. KD 29'- 2' 28' -11' 29'- 2' SELECT STR. KD 29'- 2' 28'- 7' 29'- 2' •1 DENSE KO 29'- 2' 26'- 7' 29'- 2' •1 KD 29'- 2' 28'- 2' 29'- 2' •2 DENSE KD 29'- 2' 28'- 1' 29'- 2' ■2 KD 29'- 2' 27'- 8' 29'- 2' DEN. SEL. SIR. DRY 29'- 2' 26'- 9' 29'- 2' SELECT SiR. DRY 29'- 2' 28'- 4' 29'- 2' •1 DENSE DRY 29'- 2' 28'- 5" 29'- 2' •1 DRY 29'- 2" 27' -11' 29'- 2' •2 DENSE DRY 29'- 2' 27' -10' 29'- 2' •2 DRY 29'- 2' 27'- 4' 27'- 6' D O U G L A S F 1 R- L ARC H DEN. SEL. SiR. DRY 29'- 2' 26' -11' 29'- 2' SEL. STR. DRY 29'- 2' 28'- 6' 29'- 2' •1 DENSE DRY 29'- 2' 28'- 7' 29'- 2' •2 DENSE DRY 29'- 2' 27' -11' 29'- 2' •1 DRY 29'- 2' 28'- 1" 29'- 2' •2 DRY 29'- 2' 27'- 5' 28'- 3' H E M- F I R SEL. SIR. DRY 29'- 2" 27' -10' 29'- 2' 01 DRY •2 DRY 29'- 2' 2b'- 9' 27'- 2' M S R (FOR SPECIES LISTED ABOVE ONLY) 2400F -2.OE 29'- 2' 29'- 2' 29'- 2' 2250F -1.9E 29'- 2' 28' -11' 29'- 2' 2250F -1.6E 29'- 2' 28'- 9' 29'- 2' 2100F -1.8E 29'- 2' 28'- 8' 29'- 2' 1950E -1.7E 29'- 2' 28'- 6' 29'- 2" 1950F -1.5E 29'- 2' 28'- 4' 29'- 2' 1800F -1.6E 29'- 2' 28'- 3' 29'- 2' 1650F -1.5E 29'- 2' 28'- 0' 29'- 2' N E B M E M B E R S (EQUAL OR BETTER) AIDA 2X4 •3 KD OR STUD GRADE SO. PINE WEB BRACING REQUIREMENTS: NOTE: LX4 'T' BRACE STIFFENER NAILED EDGE OF WEB WITH 80 NAILS AT 8' WEB 188X SPRN) NO ONE OR A SCAB OF SAME DIMENSION AND • SIZE GRADE BRACE BRACE _ AS WEB NAILED TO FACE OF WEB WITH 3 2X 4 63 KO OR STUD GRADE 28'10' 29' 2' NAILS AT 8' 0.C. STAGGERO WHERE CATED BT C ■]. SCAB OR '7 BRACE TEND FOR 907. OF WEB LENGTH. COT CHORD SPLICES: NOTE: CENTER DIAGONAL MAT BE OMITTED 135-1 SPANS OF 23' 4' OR LESS 3245 TO 29'- 2' STMM. FLAT TO 6.1'. GRAD 100 INDI- TO EX- FOR ' _ 4052 ABOUT 4090 r 1630 = ', , *\ \** » _ ‘�\ \\ ‘ :6 4 y 12 °• ►TT SIZE HEM -FIR SPLICE SPLICE 3260 27'- 6' 4852 TO 29'- 2' 4875 TO 29'- 2' 2482 28'- 2' NO SPLICE BS -1 NO SPLICE 4052 29•- 2' 2445 TO 29'- 2' 2475 TO 29'- 2' 2467 28' -lO'l 3252 29'- 2' 11' -0.0" SETBACK J OVERALL SPAN •TRUSWRL CONNECTOR PERM RRE FORMED FROM N. 18. RND 20 GRUGE GALVANIZED 195TM A 446 -721 STEEL. PLATES SHALL OE APPLIED TO BOTH FACES OF THE TRUSS R7 EACH JOINT. WHERE 01MENS10HS ARE NOT SHOWN. PLATES SHRLL BE PLACER SYMMETRICALLY ABOUT THE JOINT OR AS 1110188180 01 CIRCLES '01. CUTTING AND FABRICATION SHRLL BE ACCOMPLISHED USING EQUIPMENT WHICH WILL PRODUCE SNUG F1111NG JOINTS AND FULLY EM8E00:0 PLATES. REFER TO 'QUALM MIME KNURL' BT THE TRUSS POPE INSTITUTE :1PJI. 7411 RIGG5 ROAD HYATTSVILLE. M0. 20783. FEMORAL 1 RESPONSIBILITY R THE ERECTION (ROMEO Dl ERECT R BERSONS E Y 041C EREG9R61NGTEMPO111 'DOM1NOING'. REFER TO 'BRACING 8000 TRUSSES: COMHENTRRT AND RECOMMENDATIONS' 11811. 1HI5 DESIGN ASSUMES THAT THE TOP CHORD 15 CONTINUOUSLY BRACED 81 THE ROOF 5858111ING. MERE NO RIGID CEILING 15 APPLIED 01- RECUT TO THE 807TON CHORD 17 SHALL BE BRACED 81 INTERVALS NOT EXCEEDING 10' -0'. IT IS 154E RESPONSIBIL- ITY OF OTHERS 10 ASCERTAIN 1881 THE DESIGN LO8R5 U7111IED ON 15415 DRAWING MEET OR EXLCE0 1ME RUM DERO LORDS IMPOSED UT 1HE SIBUCTURE AND 111E LIVE LOADS IMPOSED 81 THE 10111 BUILDING C00E OR H1510R1CAL CLI- MATIC AECGRDS. CAMBER. MICR IS NOT R SIRUCTURL REQUIREMENT OF in MUSS. MAY 8E REGUIRED 70 MAINTAIN UNIFORM CEILING HEIGHT AND PROPER RPPERAANCE. (AMER. WHEN NECESSRAI. 15 BEST DETERMINED B1 JU01CIRL APPLICATION BF EXPERIENCE AND THEW: :FOAE 1S 0U1510E 111E SCOPE OF RESPONSIBILITY OF TRU5WAL SYSTEM. LIVE L080.... 3D...... . DEAD LORD.... 15 1.3.1.. CEILING D.L.. 10 'A.,. ® T TRUSWAL A L SYSTEMS [7:=n1 MAX. SPAN 29'-2. D CODE TPI SPACING 24 0. C. DATE 4�2�51 I A T A ` STANDARD • • TOTAL 55 r..... • 33 z OURATI ON F ACTOR 32501 OEOUIIIDRE 8801508 HEIGHTS MICHIGAN 48071 s2682 • i 401 APPLICABLE ITEMS OF CHAPTER 8C OF METRO CODE RE: INTRUSION AND BURGLARY SECURITY 1. All locks on exterior doors shall be capable of resisting a force of 300 lb. applied in any movable direction and in accordance with --resistance standards set forth in Metro Code 8 C. 2. All s'n le exterior swin doors shall have alock to be key operated rom exter or w t a min. of 00 possible key changes or locking auxiliary single dead bolt with hardened bolt inserts. 3. The active leaf of pairs of exterior swing doors shall have same locks as required for single exterior swing doors. The inactive , leaf of these pairs of doors shall have multiple point locks with 518 min. throw bolts•with inserts. 4. Slidin glass doors shall be provided with sliding door dead bolts or a bolt or pin not removable or operable from exterior, at the jamb, head, sill or at meeting mullions. These doors shall be reinforced in the strike and lock area to maintain bolt strength effectiveness, if necessary, and such doors shall have no screws removable from outside which would facilitate ready entry from outside. 5. Not applicable. 6. Hinges on exterior out swinging doors shall have non - removable pins. 7. Jambs of all exterior offset type-in-swing 'doors be rabbetted, or of similar fabrication, to prevent defeating the purpose of the strike and the integrity of locks and latches. Single swinging, exterior doors, if wood shall be solid core of not less Chan 1 3/8 thick. 9. Glass and exterior doors shall comply with the 'American National Standards Institute's - Standard 297.1. 10. Vision panels in exterior doors other than glazing within 40" of the inside locking activating device of loose and swinging doors shall comply with American National Standards Institute's.- Standard 297.1 11. Sliding glass doors and windows shall be installed and constructed so that no panel can be lifted from the tracks when in the locked position and so as to comply with the Architectural Aluminum Mfgs. Assoc. Standards for Forced Entry Resistance, AAMA 1303.3 12. Not applicable. '13. Not applicable. 14. Front main entrance doors shall.be provided with a door scope or vision panels. - 15. Doors and windows by Yale 0gron Products: (or equal) sliding door No. 5657, awning window No. 5704, horizontal rolling No. 5713. 4 , 4 • c-- -N-E o ---- /70' 'ea • 06. (Ed, (-16.66) - 4) E-/ t 83653 (3.4.86) 4-2116 5)5. C2 cl ,1 0 5D 4 92 0 - - - - - - - e •,.- Oceripa/io(i //bc //? alon? /,','e (c"/ 'M a 2/4 (3-4-86) Ad 4c7ci. 1- P&:.. f/c/. 8k. 383- 2 C_G - Es1...1‘0 10 -- / ,ftLi /7721 ,I. 'fr"p/pe (3. 4- 86) ( 1-15 Z2,6" Pari•way --->) ...„-- , .- ./.., -___4---- ' ( r .88 A8 -Ln ku. O 9e1 /2-p/17e / i _ S tr,\I rq e ,-- --- /Oa 7/,fiee/5. /Oa 7',..1 - ', c. (3-4-86) t ZIA" 3653 2 5 concrete 75. 70' i/de wa/k - -5' o. .t) J‘ 2 Ao - - - 0 20,2 - C•1 c o ' ) 0 [et S' 4 to.33 7 tri 13 Y5 S‘ At 2SE!) 1-ow. EA. A (2.. • dr 0 4 ( %t 10.20 5' in ( c): /i00. 75 • 8 0 E/2c. ovetheol wir I • r 2 5.2 S R. 25.00' 4. .90! 01: /0" A: 39,28' 2 5 0 r a) cOkj 1 , ) 0 1 . a ) / • 0 .0 "pipe wood pole (3‘4. C%-,s.66p (! c icy 3//47)/pe (3-.1-96) ...• (Fci is ets) del 0" ,oe # 34 4.86 30 ottlf /5' \1 1- 6 710 wood po/c )z By C /3 NE .9/ J 7 ' I I � 9 e 7 6 /5 /6 .. /7 6ariieT��: For�fn, For Tie F`i rm Professional Land Surveyor No. 2853 State of Florida I -i 90 71/ J 7 NOT VALID UNLESS SEALED" PORT OF 56 6 - /W P 53 - RGE 42E LOCATION SKETCH 5'CALE,' / "= 200' SKETCH OF SURVEY "OF LOTS and - 2 - BLOCK 3 EL MIAMI SHORES VILEAUE; 6ADE COUNTY, FLA. ACCORDING TO PLAT BOOK 9, PAGE 101 OF THE PUBLIC RECORDS OF DADE COUNTY, FLORIDA. SURVEYOR'S NOTES: - Lands SfloWn -he Q0, were not abstracted for easements anti /or rights -of -way of records. - Containing 13,464 f eet or 0.309 acres, more or less; -- • Elevations shown thusly ie 99 are relative to the Natio ral Geodetic Vertic,.T- - Datum of 1929, and based on Benchmark at NE 2nd Ave -,.NWrcorner of Bridge No. GS -3 - Elevation +8.68. - Federal.Flood Zone "0" per Community Panel No. 125098 0093 - D - Map Revised January 5, 1984. SURVEYOR'S CERTIFICATION TO: SWOPE and STOBS We hereby certify that the attached Sketch of Survey of the above described parcel of land is true and correct to the best of our knowledge and belief as surveyed on March 4, 1986 and updated January ' 15, 1988, under our direction and complies with the minimum technical standards set forth by the State of Flor a Board of Land Surveyors. FORTIN, LE SCI ES, INC. Fortin, Leavy, Skilek Cor * dd* g £i+I ws 1 Lauf 400100,1k, , f ` 0 ISS sovIi f.6.tN wiener/ ! tab dial, F1.AIO *` t 0 110 P0:41t44,1 1016 Nwe1 / No MiMei t.cA, MAO itt�l NOTE: BREAK OUT EXISTING PATIO AS NEEDED 8' X 8' AUX POOL `d/ SPILL `dAY, (4) SETS (2) RETURNS, STEP FIBER - LIGHT & (2) VENTURI AIR CDNTRrDL NOTE DECD - DRAIN AS NEEDED 8' (TYPICAL) 3' 6' 4' - 6' / RESIDE \C 14' 23' LJ 3 SIDLAR RE TURN I .D n — -'ID ('J 2' • n LONG CLEANING LINE `d/ VAC -LOCK 12' ,- TRAP \\�� 1 MD �� — — TD QUICK CLEAN IN FLOOR CLEANING SYSTEM 3 TIJRB[7- SKIMMER - I I 1 1 I T f — r t- I 1 1 I I I �- JI- PLAN SCALE i 1/4' = H 2' 1 1/2' arN NrCJI T c) N n N L r— V5s CY r� r W I IJ r/) s <L CO <L S (J' (� (1J S 1 J lJ 0 N ALL FLrJCRS 4. `.JAL L S CF POOL TO BE PNEUMATICALLY APPLIED CONC. 'WITH A MIN. 28 DAY COMPRESSIVE STRENGTH OF 2500 PSI. 2, ALL REINF. STEEL TO CONFCRr4 TO A.S.T M 615 GRADE 60, 3, ALL POOL PIPING TO 3E SCHED 40 PVC BEARING NSF APPROVAL 4, NO POOL COONSTRUCTION SHALL DEAR UN ANY TYPE SOILS EXCEPT CLEAN SANDS OR ROCK, WHICH SHALL BE C_D;MPACTED TO PROVIDE A SAFE SEARING CAPACITY OF 2000 PSF, ANY r RGGANICS, MARLS, CR OTHER TYPES OF DELITEOUS MATERIA ENCOUNTERED ON EXCAVATION SHALL BE REMOVED ( ER IN THEIR ENTIRETY, AND THE AREA SHALL DE BACKFILLED 'WITH ACCEPTABLE SOILS AND COMPACTED IN 12' THICK LAYERS. 'WHERE THE CONTRACTOR CAN NOT REMOVE THE ORGANICS, DUE TO 'WHATEVER CAUSES, THE POOL SHALL BE REDESIGNED FCR PILINGS. 5. IN ALL CASES, THE POOL CONTRACTOR SHALL TAKE ALL PRECAUTIONS TO PROTECT EXISTING STRUCTURES FROM FAILURE BY SHEETING AND /CR SHORING OR OTHER METHOD AS REQUIRED, THE DESIGN ENGINEER ACCEPTS ND RESPON- SIBILITY FOR THE SAFTEY OF EXISTING STRUCTURES 6. THE DESIGN ENGINEER ASSUMES NO RESPONSIBLITY FCR POOL CONSTRUCTION IN EASMENTS ER REQUIRED SET3ACK AREAS, PLOT PLANS NOT PREPARED FROM LEGAL SURVEYS OF THE EXISTING LOT AND RESIDENCE ARE SO INDICATED. POOL CONTR, SHALL VERIFY ALL DIMENSIONS IN THE FIELD AND ESTABLISH LOT LINES, IF NECESSARY POOL CONTRACTOR AND /CR OWNER SHALL VERIFY L AYUDT SHO'dN AND ALL DIMENSIONS PRIOR TO CGNSRUTIDN, 7 CONTRACTOR SHALL ESTABLISH LOCATIONS OE UTILITIES AT THE SITE. MIN, CLEARANCE DIMENSIONS SHALL 3E HELD AND SHALL BE AS REQUIRED BY THE LOCAL ;REGIJL ATC RY AGENCY, IN GENERAL, HOLD A DISTANCE OF 10 FEET FRG_M OVERHEAD ELECTRIC LINES TO OPEN POOL 'WATER. 8, POOL SLIDES TO OE INSTALLED IN A1'C_ORDANCE 'WITH THE LATEST U.S GOVERMENT SAFTEY STANDARDS 9. MAXIMUM TEMPERATURE OF 'WATER SHALL NOT EXCEED 102 DEGREES F 1 LR8O- SKI MFR (2)3' MAIN DRAIN (ANTI-VERTEX) 2' 3AI ANCE LINE — IMPORTANT NOTE NO DIVING BOARD AND NO DIVING IS ALLD'dED ON ANY POOL LESS THAN 8' -0' CEEP AND SPECIFICALLY DESIGNED FOR DIVING. THIS POOL IS NOT DESIGNED FOR DIVINGG, AUTO _ PILOT LEAF TRAP PIPING SCHEMA TIC 1 MAXIMUM SLOPE IN SHALL D'W END TO SERVICE PANEL j r,FI 10' TO 20' FROM 'DATER _ —1 -7 1 PRESSURE GAUGE AND AIR RELIEF VALVE `N_\�FILIER S>j r'S Q Pl —1 1/2' 28' (2)8' -AuX POOL DRAIN (ANTI - VORTEX) 22' 6' �� TC 'WATER LINE MAIN -- DRAIN 7 SPST TOGGLE / S',./ ITCH 1 3- 8 IN 1' COND IN POOL AREA GROUND (2) FIBER- OPTIC_ ALL BOXES, RAILS, LIGHT, L IGHTS MOTOR, ECT W/ 43 WIRE ELECTRICAL DIAGRAM 25 HP PUMP . —'W /HAIR & LINT STRAINER LONGITUDINAL POOL SEC TION 'WP MANUAL STARTER SWITCH 1 -2P -60 HEATER /50 AMP 1 -2P -20 MOTOR /12 AMP WIRED TO SPARES IN PANEL }-- -LIGHT BDX POOL 3 12 IN 1/2 COND. DECK • FIBER -OPTIC LINE NOTE N.T,S, N.T.S. 25 HP PUMP MOTOR { ALL EL ECTRICAL SHALL CONFORM W/ ART 680 N E,C 11, 12. CCPING TILE 10, MIN 4' FENCE WITH SELF - LOCKING CATES REQ. AROUND ALL UNSREENED PnOLS. WHERE POOLS A3UT CR ARE PLACED NEARBY SEA 'WALLS CR BULKHEADS, SPECIAL CARE SHALL BE EMPLOYED, THE 'WALLS SHAT I BE IN GOOD CDNDITIDN Not PERMITTING ANY SHIFTING CR REMOVAL OR LOOSENING CF THE SUPPOR- TING SOIL AWAY FROM THE POOL, IF THE WALLS DD NOT FULLY Y CONTAIN THE SOILS BEHIND THEM, THEY SHALL DE REPLACED OR REPAIRED. CONTINUAL MAINTENANCE OF THE 'WALLS IS REQUIRED OF THE PROPERTY OWNER, WHEN EXCAVATING FCR THE POOL , THE SEA - 'WALL TIEBACKS SHALL NOT BE CUT, NOTIFY THE ENGINEER FOR INSTRUCTIONS, 'WHEN CDNC. DEADEN FALL 'WITHIN THE EXCAVATION THE CONTRA TER SHALL BACKFILL THE POOL SHELL WITH CAUTION, THE PLUMBING SHALL NOT BE DIS- TURBED, 3ACKFILL SHALL DE ACCOMPLISHED WITH CLEAN SANDS FRFEE CF ANY ORGANIC MATERIALS AND SHALL BE PLACED IN 12' THICK LAYERS, EACH L AYER SHALL BE COMPACTED TO 90/ OF THE SOILS MAXIMUM DENSITY BY TAMPING SOLIDLY SOILS 2ELD`,✓ THE PATIO SHALL BE PLACED IN A SIMILAR MANNER 13, 'WHERE PATIOS ARE INDICATED BY OTHERS, THE PATIO DESIGN NOTES SHO'WN ON THE TYPICAL WALL SECTION DO NOT APPLY, PATIO DESIGN SHALL BE BY OTHERS, 14 'WARNING∎ TO EMPTY POOL AFTER CONSTRUCTION, FOR REPAIRS OR ANY OTHER REASON THE HYDRO- STATIC UPLIFT PRESSURES BENEATH THE POOL MUST BE ELIMINATED TO PREVENT THE POOL FROM FLOATING UPWARD, THE OWNER MUST CONSULT A POOL CONTRACTOR DR POOL REPAIR CONTRACTOR EXPERIENCED IN ELIMINATING UPLIFT PRESSURES, 15. THIS PLAN REMAINS THE PROPERTY OF THE DES- IGN ENGINEER IT IS NOT TRANSFERABL FROM DNE CONTRACTOR TO ANOTHER 'WITHOUT THE WRITTEN PERMISSION CF THE DESIGN ENGINEER, 2 -43 CONT. �`,✓ATE;R LINE ih 6' MIN VERTICAL \ 2' -3' S !AC ED`. END 3' -0' DEEP END APPROVED FINISH 6' MIN. (FOR DEPTHS TO 6' -0') HYDROSTATIC VALVE 1 1/2' J L n MI fJJ 'WELL POINT --- THREADED PVC PIPE 43 AT 10' DC. E. 'W . 20T CENTERED TYPICAL WALL SEC rION r, REMOVE GRATE AND 'WELL POINT VALVE FROM MAIN DRAIN, AND ATTACH AUXILLIARY PUMP LINE WHEN EMPTYING,, WELL POIN T DE TAIL 12' 12' DETAIL OF STEPS INTERLDC_KING BRICK PATI❑ SET IN SAND EN COMPACTED FILL SLOPE COVER (CENTER> 6' TOP & 6' BOTTOM 'W/ 43 AT 10' 0.0, EACH WAY. STEEI, -TEX FORM, KRAFTBr{ARD CR EQUIV 18' 1 CDNC, STEPS N,T,S NTS GRATE TO BE FASTENED 'WITH SCREWS 3/4' ROCK BED ( MIN, 3 YDS. ROCK TO STA3ILILE SOIL.) N,T,S. PC]DI_ DATA & EQUIPMENT SILE 13' -6' X 28' CAPACITY - 1,809 CAL PERIMETER 79 LF 261 SF PUMP 2 HP /2 -SPEED FILTER C_ -1500 TILE 6' S tANDA'RD S'dIMOU T - COPING Dui NOSE-BRICK CLEANING LINE VAC LINE CHI ORINATCR AUD -PILOT TYPE OF PATIO 461 SF PAVERS EXIT RAILINGS - AUX POOL PUMP. - AUX POOL SF. 30 SF QTY JETS 4 8L0'../ER - INTERIOR FINISH MARBLE TURNOVER 12 HOURS ( MAXIMUM ) 1.08 H,RS AIJX POOL TURNOVER RATER 30 MIN MAX IN FL nOR SYSTEM 2'X3' SPILLWAY CR — 'WALL 2' BELG'W BEAM LEVEL 'WATER t 6' 'GALL 'W/43 2 6' 'I 0/0 EACH 'WAY CR W/ I •� 2 MATS GE 43 2 12' i 0/C EACH 'WAY -1 SEE TYPICAL 'W ALL SECTION FOR LETAILS DEPTH 3' TO 5' HANDHOLD - 8' AUX POOL CRAIN 'W/ ANTI- vCRTEx GRATE SECURED 'd/ SCREdS AUX POOL DE TAIL QTY RETURNS 3 [111.) kit t LIGHTS 1 /FIBER -CPT HEATER: 6 TON (RIVIERA) QTY GLASS BL DCKI - MISC TURBO - SKIMMER, SOLAR RETURN, QUICK CLEAN rS SCREEN - DOD AS NEEDED LIGHTS 1/EIDER-OPT RAISED - AUX. SEAM r s, COPING SPILL 'WAY: N/A 8' -0' r_rr�it rT�-Tr I-� r r r'r -T" STEP — 14' HIGH 3ENCH 7 2' TO PI �P n E C]AI D ESCRIPTI LOT 1 & 2 3LK1 3 SUBDIVISION EL PORTAL PLAT B[CK: 9 PG: 101 PUBLIC ;RECORD CF: DADE COUNTY EL NOTE PRIOR TO ELECTRICAL ROUGH ELECTRICAL CONTRACTOR SHALL SUBMIT A REVISIGN TO THESE DRAWINGS SHOWING EXISTING SERVICE WITH ADDITIONA_ LOAD CALCULATIONS AND EXPECTED AS -BUILT CONFIGURATIONS IF DIFFERENT FROM THESE DRA'WINGS. ELEVATION DE DECK IN ?ELATION TO HOUSE ESTABLISH IN FIEL_D, TILE 10' N.T S. 10' 5900' RE SILENCE POOL O`WNER DATE SITE PI SOIL S TA rEMENT THE LOCATION POINTS, DIMENSIONS, AND CONSTRUCTION ITEMS HAVE SEEN DISCUSSED 'WITH ME AND I APPROVE OF THEM AS INDICATED ON tk•E ENGINEERED PLANS. EVERYTHING DISCUSSED BY THE CONTRACTOR AND THE POOL D'dNER IS SHO'dN EN THE PLANS, AND THERE ARE NO VERBAL AGGREEMENTS, IT IS UNDERSTOOD THAT ANY CONDITIONS OR CHANGES 'WILL NECESSITATE AN EXTRA CHARGE l SOIL AT SITE IS SANDY AND HAS A 2000 PSF SAFE BEARING CAPACITY AFTER EXCAVATION AND C_G;MPAC_TION SHOULD ANY MUCKS, MARLS, OR OTHER ORGANIC SOILS DE DISCOVERED EN EXCAVATION, THEY SHOULD BE REMOVED IN THEIR ENTIRETY, THIS PC'oL REQ, 2000 PSF SEARING CAPACITY, HYDRAULIC UPLIFT Cr]MPU TA TICJNS FL rJOD CREST ELV, FOR AREA Top CF POOL ELV, BOTTOM OF POOL ELV, HYDRAULIC HEAD ALL O'WANCE HYDROSTATIC VAL NET HYDRAULIC HEAD USE MIN 6' THICK CONCRETE FLOOR SL PROPOSED POOL i 1 1366' ( POOL U EQ SCALE 1' = 20' •, = 6.5 = 11.83 = 6 - 20' -2.33 MSL MSL MSI 2 J 4) : 0 t e1 IAJ '7 i,5 f" i (-)° i. ''' y. i 'll r4; [ ; r• ;4 : i w z (0 n n N N n N Lt CALCULATION IN SUPPORT MASONRY FENCE (HARPER - 298 N.E 91St STREET) PROPOSED FENCE: SEE ATTACTHED PLAN FOR SPECIFICATIONS_ CALC ULATION: WIND VELOCITY PRESSURE (P) AS PER ACSE 7 -88 P = gG - q1 (GCpi) 1 WHERE q = 0.00256k 2 WHERE k = 0.80 I = 1.05 V = 110 mph 3.74 HENCE EQUATION 2 BECOMES: q = 27.32 psf FOR EQUATION 1: k r 'At �JI Gh = 1.32 C = 0.8 GC HENCE EQUATION 1 BECOMES: P = 25.7 psf (using GC results to critical value) WIND OVERTURNING MOMENTS: M = 25.7 x 5 x 3.5 = 385.4 ft-lb RESISTIVE MOMENT DUE TO WALL: Mw = 55 x 6 x (4/12) 110 ft-lb THEREFORE NET OVERTURNING MOMENT: M� = 385.4 - 110 = 275.4 ft -lb REQUIRED AREA OF VERTICAL REINF.: A = MN / f = 275.4 /(36000 x 0.9 x 4) = 0.026 in PROVIDED AREA DUE TO 4 #5 VERT. @ 15' -0" O.0 = 1.24 in > 0.026 (0.K) CHECKING FOUNDATION AGAINST OVERTURNING OVERURNING MOMENT = 385.4 ft -lb WT OF FTG = 2 x 1 x 150 = 300 lb /ft WT OF WALL = 55 x 5 = 275 lb /ft WT OF SANDY /GRAVEL EARTH OVER FTG = 100 x 1.33 x 1 = 133.31b /ft TOTAL MOMENT RESISTIVE LOAD OVER 1FT SECTION OF FTG = 708.3 lb /ft RESISTIVE MOMENT BY FTG = 708.3 x 1 = 708.31b -ft SAFETY FACTOR = RESISTIVE MOMENT / OVERTURNING MOMEN1 = 708.3/385.4= 1.84 > 1.5 HENCE, 24" x 12" CONTINUOUS FTG IS ADEQUATE. SUNDAY ENOGIERU, P.E 9811 BOSQUE LANE MIRAMAR, FL 33025 16" X 16" POST W/ 1#5 VERT. IN EA. CONC. FILLED BLK CELL POSTS TO BE SPACED © 10 -0" O.0 MAX. 2- 2" x 3/8" ANCHOR BOLTS OVER 3/16" STL PLATE WELDED TO HOR BARS. (TYP.) 3/4" 1' -OA N.T.S 1 .-1 - - JJ J 1 - 1 ,x" 1 1 I -- — L lJ PARTIAL FRONT EL..EVA7ION -- BLOCK / i`rL. E3AR FENCE 1" x 1" VERT. GALV, STL BARS ® 5" O.0 1" x 2" HOR. GALV. STL BARS (TYP.) J 8" x 8" CONC. CAP W/ 2 #5 CONT. 8" MANSONRY BLK WALL 8 "x12" TIE COL. AT CORNERS AND AT 15' -0" O.0 MAX. (SEE SITE PLAN FOR COL. SPEC.) 9 'IRI1SS "TYPO NcK• KI=1Na.vi2> " CCuR5g GRADE —III 24" x 12" CONT. CONC. FTG W/ 3 #5 CONT. AND #4 TRANSVERSALS 48" O.0 I I 1 3/4' = 1' - 0" DETAIL "1" 11 I1 I! II a d `z1 a 24" a J 1 C II ■ 1 J fl 11 SECTION B TYPICAL.. MANSONRY ENCE DETAIL.. r GRADE 16' -0" (MFR TO FIELD VERIFY DIM.) MANSONRY WALL POST 3/4" M 1'—O° POWER DRIVEN SLIDING GATE ( BY OTHERS ) 20" 1 SECTION — a d° a, i l II O Q I I 1 4" x 8" CONC. CAP W/ 2 #4 CONT, 2 COURSES MANSONRY WALL ABOVE GRADE 20" x 10" CONT. FTG W/ 2 #5 CONT. ,9 16 "x16" POST FORMED BY TWO 16" BLK, W/ 1#5 VERT. IN EA. CONC. FILLED BLK CELL 3' -6" HIGH MANSONRY BLOCK AND STL BAR FENCE PROVIDE 20 "x10" CONT. FTG UNDER WALL. (SEE PARTIAL ELEV. AND DETAILS) srrE PLAN 1" -20.0' 25.22' N.E 3rd AVE. EXIST. 3' -0" WALKWALK 4 PROP. 3FT GATE 27.0' n 109.99' A —a-- 1 - * - � E, XIST . 1 6 -0" DRIVEWAY PROP. 16FT SLIDING GATE (MFR TO FIELD VERIFY DIMENSION) A is 1 35.00' 0) 26.9' • / k O O O 5FT HIGH MANSONRY WALL FENCE W/ 8 "x12" TIE ERT. O W/ AND VERT. #3 TIES ® 12" 0.0 COL. TO BE AT ALL CORNERS AND SPACED AT 15' -0" 0,C MAX. (SEE SECTION -B FOR FTG SPEC.) N N t V, 0 9 0 t\ . . . i 1 , I 1 ■ 1 i .i. 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' • I - 63 0, A,/ 86 72i /-/ 5-8-86" /3 P /' OF 5_t_=6'. 6 - TL' ✓P 53 - 42 LOCATION S; <E rc u 5CA i E .' ": 200 ' SKE f CH OF SURVEY LOPS 1 and I - BLOCK 3 _____ EL P f /CL MIAMI SHORES VILLAGE — I)ADE COUNTY, FLA. ACCORDING TO PLAT BOOK 9, PAGE 101 OF THE PUBLIC RECORDS OF DADE COUNTY, FLORIDA. SURVEYOR'S NOTES; - Lands shown hereon were not abstracted for easements and /or rights -of- ',,lay of records. - Containing 13,464 square feet or 0.309 acres, more or less. - Elevations shown thusly ,e are relative to the NNJationa1 Geodetic Vertical Datum of 1929, and based on Benchmark at NE 2nd Ave - NW corker of Bridge No. GS -3 - Elevation f8.68. - Federal .Flood Zone "C" per Community Panel No. 125098 0093- D - Map Revised January 5, 1984. SURVEYOR'S CERTIFICATION f0: SLOPE and SrOBS We hereby certify that the attached Sketch of Survey of the above described parcel of land is true and correct to the best of our knowledge and belief as surveyed on March 4, 1986 and updated January 15, 1988,' under our direction and complies with the minimum technical standards set forth by the State of Florida Board of Land Surveyors. FORTIN, LEAVY, SKILES, INC. /el - BY (Sari i n1__c;. Fortin — For ftie Firm Professional Land Surveyor No. 2853 State of Florida _97 5 /' /0 —i 1 I 6 3 // / 5 1 ' 6 //! /8' /9 20 2/ 22 23 1-11 L i i L 1 1 1_ < _90 If? ; j- "NOT VALID UNLESS SEALED' 1 (/e.%t Fortin, Leavy, Skies, Inc. Ct,.rlie'n� £c41i :: 1 L_111 [� 5SS ea h r1 : i:'j al/ 13:<a ■?l:•.A, r] tEO :tog .`tul 1 : Ear St, +l i:- :11'4 . :J 3 t r?„':J !31tl 0r:a 553 :03 3iaaer! 03- 71.°w) / $•x., ?L.n iiil)1! 1 0013 /- 5. Stal! 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OF .5 - C 6 - 17/ .53 - re 61% 47 E MIAMI SHORES VILLAGE, vAUE ciOUN rY, FLA. /- / / I/ /OWN / /L %JEON W T? NOr ,t, > /7?/1(r c) POD? 87).5LiYL- Nr5 ANa /oR Mal/ r Ur WAY Or'' re CQr105. 2.- coNr4 //v /Nei /3,46 r-r. Of? 0..30.9 .1 c,i' i /3/O, ?EO/YGI53 F! A'r I O N: - ro s W O P E a ,rods ;$/ //E RELY cgtl r!PY r/ /A r r: /r A rfA 6 /'="O ,'< rr.7/ OF >URVgY Of r/ /E A r3O !/r O 5 W/r EU PA RCEL OF' LA/1/U /5 T ?C /E A- /C> C OA' - RE C r tU rf /E 3&75r OF OJR K / VLEOG4s s1N0 r .JEL /Er'" %a5 :v%/r< - % / = 0 _O / 11.fA r ?C,/ 4, /986 ! /N U -=/'1 OJfl o/Rts- Cr /ON fbvo (OA /- f'/_ /e 5 !N / r // r //E ,17 7 / A / / /v /t/,W r,EC Y /N /c .41 >T/)A/ r ?c/ . f f FO/lf/ f :3Y /WE .jrA rE / r"LU,'1 / .EO2lqO OF L4NU •>U,'1 Vim: %0,'17 . r-o re C/ J / %"„e1 V Y, YK /Lr' - 5 „pie. - /..4W ,v // /- C'. F'O R r/ Ai, f=0tl Tr'- /• P/ 4'/ rf1• rE of r1Orl /UA. ',VO r VA i, u /L ; / /- 0 ' Fortin, ll, .L eavy, Skilcs, Etic;. C] _53 ill / 2;:1 's: :A. 4': +C_l r t:) :, .tul ;!:'.,'1 V.,.A1 /;i:,:.N.' #'k.:,l dt:-...\ ,::133:'1 x:::.552:1;3 /?,- AL!(5141 :I / :r11311 Inta J. \ Vii s :.) A1_t-; �5 — ION (Zv6i - tf" Cur vci F % —;5 0 • `r - r r- F • ,J) - 7• .r - (I _■10f GUI afi'siUi0J33r1 At TEN riOil 3UIL')ER ALL DIMENSIONS oVERi1: \Nr;S,PirC II, E r<_. TO 3E CIIECYE0 3EFORf ORDERING TRUSSES Ir IS YOUR RESPO;lSI3ILIrY ro CHECK OUR MSS 'L.\i1 FOR URYW: \tL CONSr RUC riON x;11 rifOU f STRIPPING, CONrl; \C TOR TO PROMO 2 X 1 CON rMUCUS LATE RAI. 3:2: \<_I►i ALONG ro? Of �3Of rom CAlO D At PANEL ?OI►1 TS, 3U f NOT TO E:tcEE 0 10' -4 O.C. T -- — 0 ; _=s • • . . , a Ed.:Par.' J.Otriias 4 — [ 322 - 0020/21 :)Y\ 1 1205 ():'?c)::\ nom m 9500 il:W1 19 AVE, fll:\LEAH O : OEMs, FLORIDA 33016 0, T 3UILDER 14Ci?F- S -? OY NE 'A SITE LEGAL CERTIFYC:\ME of COMPLIANCE No ,,4 2.1 CItiiIi)S Or l) id( dlimtps , .VIII iloi l)4 iloIll)r UiIIOii thJiilorI (J I s)'/ our off ? /fl ?li19. 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