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00-0405 00 FRANCISCO CUELLO, P.E.,INC. co Consulting Engineer SHEET NO OF 147 ALHAMBRA CIRCLE CALCULATED BY SUITE 220 CHECKEDBY CORAL GABLES, FL 33134 (305) 567=0125 SCALE dr , ; S ; PAW T. I j� — I - A co A I = ' 2 x I x 29.2 9 Ar "y 14P I I � 1 I I i, I • •i•• i ••!•••I• ! i + j I I I i I I I !• i ; i I � I �� 1 i � i I k) t I I i f -- I•••i �-- i •i•• • !• I 1 i i i � I ! ( ••I•••1 i • • 1 i . --y— I I I 1 1 1 1 r , j in // • 'FRANCISCO CUELL0, P.E.,INC. J°B Consulting Engineer SHEETNO OF 147 ALHAMBRA CIRCLE CALCULATEDSY DATE SUITE 220 JR f CORAL GABLES, FL 33134 CHECKED6Y .. o`` DATE. (305) 567=0125 SCALE 8� a e' I- ftPl ' 1 j 1-- j —ra I j 0 v 7• i-3 x o. t i . ••.• .. - 3 6 — s • FRANCISCO CUELLO, P.E.,INC. JOB Consulting Engineer sHEETNO of 22 147 ALHAMBRA CIRCLE CALCULATEDSY DATE SUITE 220 CORAL GABLES, FL 33134 CHECKEDSY DATE . (305) 567-0125 SCALE am wfm, i � I 1 i- _ i I 0 i I I � I I 14 u I i j o j Icp �• I I ! i I 4221 j I I I I ..�♦ .ir7/•. 4 2� •�,� .. L.. Ag 444 1 Wit j � I I Co 3$ .. 2. • /� � 11 M � • I• •• • ••••• f� • i� I INAL • pa a. 3 r I FRANCISCO CUELLO, P.E.,INC. JOB Consulting Engineer SHEETNO 3 OF Z2 147 ALHAMBRA CIRCLE CALCULATED BY DATE SUITE 220 CORAL GABLES FL 33134 CHECKED BY DATE (305) 567=0125 SCALE i I I ZY •O r X 0•Q. yip f I i � (t+ I I 79, u 1,4 * I I + 2 II it f . . . .I I • -mil •��. • a a t vs. _ G az/ ... ei i i • O • • • ' I . i... .• �. • • .I I I • • I I I •FRAN¢ISCO CUELLO, P.E.,INC. JOB �Y 4 Consulting Engineer SHEETNO OF 2Z 147 ALHAMBRA CIRCLE CALCULATED BY DATE SUITE 220 CORAL GABLES, FL 33134 CHECKEDBY DATE (305) 567-0125 SCALE LL Lob i f i _T! '�f'_ui - 1 _ —T V I i I K I I i Imo_ j I jI i •Q(O� y I ", �L•• •• • . - j 1 •••a •••• j i I • 1 I I � �� I •� • I�� _7 I •tit .I 113 I I —_:._._._ I.. .—l� -� L11L ic"I p j--- ti -- I ••••.. j... i � I I ��-" I I I I •I I• ' •I �• • • } 1 I I i I I_� I �} I�— • i --�---' —1—� � � W ' CIS j-pe_T- -- 1 1—r— I I � i I—L! FRANCISCO CUELLO, P.E.,INC. J OB Consulting Engineer SHEETNO OF Z2 147 ALHAMBRA CIRCLE CALCULATED BY DATE SUITE 220 CORAL GABLES, FL 33134 CHECKEDBY DATE (305)'567=0125 SCALE 2r- IAJ 14 i T-, 1 1 T I a t �� ^ t -Wfu 3141V_ -42a ILL - I � I Z 33 0 ,��J�h 3 • � i� I L x I I 2/� �3 1.7 } I I . II �— I == -- na I r _ aJ�J I ••=••1 0. i• I I •I t I is !•.a•r- .. I I i ZI9" 3.59 -��-�- I FRANCISCO CUELLO, P.E.,INC. JOe BANE Consulting Engineer SHEETNO G of 22 147 ALHAMBRA CIRCLE CALCULATEDBY DATE SUITE 220 CORAL GABLES, FL 33134 CHECKEDBY DATE (305) 567=0125 SCALE ha-0-4_ 4 -- I i � � - i�� i I� Tir Al Lz__j I I -/7u 2. S5F I I I i 2x Z� s � I I& i �bY 604 . I ! s I I c : 08 so 6 I I z I � i I I I x • 7 I 30f 3 L ir t I I , • I•• • I• • I I - • I i I i ,3 • • •• •• • • 1 . • 7id x 2. ... .• . ..... .. . . . • • o A 4,.A II I I I Nei hot, a I I I I I FRANCISCO CUELL09 P.E.,INC. JOB Consulting Engineer SHEETNO 17 OF 147 ALHAMBRA CIRCLE CALCULATED BY DATE SUITE 220 CORAL GABLES, FL 33134 CHECKEDBV DATE (305) 567-0125 SCALE bt Ara 3 ;- i I I I I a1 s o. s ! 1 I i i I • . • .... .• . . T• •...•• • — —rte•• I ; • i 6'• Gob •I • •• I• •• •• i � • I • r ti3•�3 _ 3 r � �� i I 1 L Q• .dodcj x Itl; I - pin �/ I — i ol .4 Z g I I 0 bin 3x GV 1 FR, ANCISCO CUELL09 P.E.,INC. SOB Consulting Engineer SHEETNO $ OF 22 147 ALHAMBRA CIRCLE CALCULATED BY DATE SUITE 220 CORAL GABLES, FL 33134 cHECKEDBY DATE (305) 567-0125 SCALE I -- e !8 Cow O. Sol !, I I i i _ i •. � l • • i •• •• •••• • • • • • � I I ill; 04-01-** PCABEAM(tm) 1. 01 Proprietary Software of PORTLAND CEMENT ASSN. Pg 1 ?- : 46:26 PM Licensed to: Francisco Cuello P.E. Inc. , Miami, Florida 0000000 00000 00000 00000 000000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 000 000 00 00 00 00 00 00 00 00 00 00 00 00 0 0 00 00 00 00 00 00 00 . 00 00 00 00 00 0 0 00 00 00 00 0000000 00000 00000 0000000 00 0 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 000000 00 00 00 00 (TM) Computer program for Design and Investigation of Reinforced Concrete Continuous Beams • • • •••• •• • Licensee stated above acknowledges that Portland Cement Asso*;atiQn ; (PCA) is not and cannot be responsible for either :the. aq(;tirLy adequacy of the material supplied as input for prptesSing by the PCABEAM computer program. Furthermore, PCA neither m4kcls: an�4 warranty expressed nor implied with respect to the correctness of tFe outpntoor prepared by the PCABEAM program. Although PCA ha�•••epdeaV6Md to •• produce PCABEAM error free, the program is not and cannot : be (4r*tifi46*** infallible. The final and only responsibility for analysis, deb;.gn ajo..: engineering documents is the licensees. Accordingly, ��A.¢isc•IA!9?3 all : responsibility in contract, negligence or other tort for Iny ariadysist••• design or engineering documents prepared in connection.4"th the-use of. the PCABEAM program. ••••• 04-01-** PCABEAM(tm) 1. 01 Proprietary Software of PORTLAND CEMENT ASSN. Pg 2 . 1 :.46:26 PM Licensed to: Francisco Cuello P.E. Inc. , Miami, Florida KJ 0� 21 TABLE-INP. 1 GENERAL INFORMATION ------------------------------------------------------------------------- Project : BYRNE Date : 03/29/00 Time : 21:00:43 ------------------------------------------------------------------------- File Name : A: \B2&3.DAT Engineer : PACO Beam ID RB-2 Design Code : ACI 318-89 Run Option : Design Unit System : U.S. in-lb Moment Redistribution : Not Considered Infinite rigid beam-column joints in analysis : Considered ------------------------------------------------------------------------- TABLE-INP. 2 MATERIAL PROPERTIES -------------------------------------------------------------- Beam Concrete Type Normal Weight Unit Weight We = 150. 0 ( pcf) Compressive Strength f'c = 4 . 0 ( ksi) Tensile Strength , fct = 423.7 ( psi) Modulus of Rupture fr = 474 . 3 ( psi) Modulus of Elasticity , Ec = 3833. 8 ( ksi) Column Concrete Type Normal Weight ••. 0000.. Unit Weight , We - 150. 0 ( pcf) : : • Compressive Strength , f'c = 4 . 0 ( ksi) .** * ••g•o•* •: •••••• Tensile Strength , fct = 423. 7 psi) . . 0000 0000 Modulus of Rupture , fr = 474 . 3 ( psi) :*. : • Modulus of Elasticity , Ec = 3833. 8 ( ksi) : • 0000.. 0000.. Reinforcement . 0000 .. . go . . •. . 0000.. Yield Strength (Long. ) , fy = 60. 0 ( ksi) • go o 0000 .0000. Yield Strength (Trap. ) , fyv = 60. 0 ( ksi) ...... •0000' 0 Modulus of Elasticity , Es - 29000. 0 ( ksi) ••�••� ----------------------------------------------------- 04-01-** PCABEAM(tm) 1 .01 Proprietary Software of PORTLAND CEMENT ASSN. Pg 3 1 : 46:26 PM Licensed to: Francisco Cuello P.E. Inc. , Miami, Florida /4 TABLE-INP. 3 BEAM GEOMETRY .-------------------------------------------------------------------------------- NUMBER OF SPANS : 3 TYPE : Interior EXPOSURE : Interior -------------------------------------------------------------------------------- SPAN TOTAL MINIMUM TOTAL SECTION TOTAL --- WIDTH --- NUM LENGTH DEPTH INERTIA * TYPE DEPTH LOC. TOTAL EFFECTIVE (ft) (in) (in^4) (in) (in) (in) -------------------------------------------------------------------------------- 1 . 33 . 50 . 737280E+05 Rbm Beam 48 . 00 8 . 00 8 . 00 2 26. 50 15. 14 . 737280E+05 Rbm Beam 48 . 00 8 . 00 8 . 00 3 . 33 . 50 . 737280E+05 Rbm Beam 48 . 00 8 . 00 8 . 00 -------------------------------------------------------------------------------- {* } Moment of inertia selected for structural analysis -------------------------------------------------------------------------------- TABLE-INP. 4 COLUMN GEOMETRY -------------------------------------------------------------------------- COLUMN STIFFNESS TOTAL MOMENT SECTION -- COLUMN -- NUMBER FACTOR HEIGHT INERTIA TYPE DEPTH WIDTH ( o ) (ft) (in^4 ) (in) (in) -------------------------------------------------------------------------- 1 100 Top . 0 . 000000E+00 Pin . 0 . 0 100 Bot . 0 . 000000E+00 Pin . 0 . 0 2 100 Top . 0 . 000000E+00 Pin . 0 . 0 100 Bot . 0 . 000000E+00 Pin . 0 . 0 - -------------------------------------------------------------------------- . . . . . . . 0000 .. . 0000 . . 0000 0000 0000.. 0000.. 0000 .. . • . . .. . 0000.. . 0000 .0090. 9 0000.. 0000 . . . . 0000 0000. .... 0000. 04-01-** PCABEAM(tm) 1 . 01 Proprietary Software of PORTLAND CEMENT ASSN. Pg 4 1 : 46: 26 PM Licensed to: Francisco Cuello P.E. Inc. , Miami, Florida /Q OF 22 TABLE-INP. 5 VERTICAL SUPERIMPOSED AND PARTIAL LOADS -------------------------------------------------------------------------------- SPAN ---- D E A D L 0 A D S ---- ---- L I V E L 0 A D S ---- NUM. TYPE LOAD DISTANCE TYPE LOAD DISTANCE (ft) (ft) -------------------------------------------------------------------------------- 1 Sup . 0 ( psf) Sup . 0 ( psf) Slf 400. 0 ( plf) 2 Sup . 0 ( psf) Sup . 0 ( psf) Slf 400. 0 ( plf) 1 Unf i 750. 0 ( plf) . 0 1 Unf i 750. 0 ( plf) . 0 j 750. 0 26.5 j 750. 0 26. 5 3 Sup . 0 ( psf) Sup . 0 ( psf) Slf 400. 0 ( plf) -------------------------------------------------------------------------------- Total Unfactored : D-ead Load = 30. 741 kips Live Load = 19. 875 kips --------------------------------------------- ----------------------------------- . . . .... .. . .. . .... .... .• • •....• • •... •• • • r • •• • •..••. • e • • • 04-01-** PCABEAM(tm) 1 . 01 Proprietary Software of PORTLAND CEMENT ASSN. Pg 5 1 : 46: 26 PM Licensed to: Francisco Cuello P.E. Inc. , Miami, Florida /3 am 22 TABLE-INP. 8 LOADING COMBINATIONS AND PATTERNS ---------------------------------------------------------------------------- PATTERN LOADING COMBINATION LIVE LOAD DESCRIPTION ---------------------------------------------------------------------------- 1 U1 : 1 . 40 (D) + 1 . 70 ( 75% L) Two Adjacent Spans Loaded 2 1 . 40 (D) + 1 . 70 ( 75% L) Alternate Odd Spans Loaded 3 1 . 40 (D) + 1 . 70 ( 75% L) Alternate Even Spans Loaded 4 1 . 40 (D) + 1.70 (100% L) All Spans Loaded ---------------------------------------------------------------------------- TABLE-INP. 9 GENERAL REINFORCEMENT DESIGN PARAMETERS ---------------------------------------------------------------------- EXPOSURE Interior TYPE OF STIRRUPS Closed LATERAL SUPPORTED No ---------------------------------------------------------------------- REINFORCEMENT BAR SIZE CLEAR COVER BAR SPACING MIN MAX VERTICAL SIDE MIN MAX (in) (in) (in) (in) ----------------------------------------=----------------------------- Longitudinal Top # 5 # 8 1 . 88 1 . 88 1 . 00 18 . 00 Bot # 5 # 8 1 . 88 1 . 88 1 . 00 18 . 00 Transverse # 3 # 5 2 . 00 24 . 00 ---------------------------------------------------------------------- •• • •••• •••• • Y • . • t • 04-01-** PCABEAM(tm) 1 . 01 Proprietary Software of PORTLAND CEMENT ASSN. Pg 6 1 : 46: 26 PM Licensed to: Francisco Cuello P.E. Inc. , Miami, Florida 4 o j=22 TABLE-ANA.2 LOADING PATTERN MOMENTS AND SHEARS AT SUPPORTS -------------------------------------------------------------------------------- f JOINT LOAD Mu Mu/Mo Vu Vu/Vo LOAD Mu Mu/Mo Vu Vu/Vo NUM. PTRN (ft-k) ( % ) (kips) ( % ) PTRN (ft-k) ( % ) (kips) ( % ) -------------------------------------------------------------------- - 1 Left 1 . 0 (100) -. 2 (100) 2 . 0 (100) - .2 (100) Rght . 0 (100) 34 . 0 (100) . 0 (100) 21 . 3 (100) Top . 0 (100) . 0 (100) Bot .0 (100) . 0 (100) Left 3 . 0 (100) -.2 (100) 4 . 0 (100) -.2 (100) Rght .0 (100) 34 . 0 (100) . 0 (100) 38 .2 (100) Top . 0 (100) . 0 (100) Bot . 0 (100) . 0 (100) 2 Left 1 . 0 (100) . -34 . 0 (100) 2 . 0 (100) -21 . 3 (100) Rght . 0 (100) .2 (100) . 0 (100) .2 (100) Top . 0 (100) . 0 (100) Bot . 0 (100) . 0 (100) Left 3 . 0 (100) -34 . 0 (100) 4 . 0 (100) -38 .2 (100) Rght .0 (100) . 2 (100) . 0 (100) .2 (100) Top . 0 (100) . 0 (100) Bot . 0 (100) . 0 (100) ---------------------------------------------------------------------- Joint Sign Convention : moments positive when clockwise ------------------------------------------------------------------------ . . . .... .. . ! • • •• • •••••• •••••• •••• • • •••• •••• • • 04-01-** PCABEAM(tm) 1 . 01 Proprietary Software of PORTLAND CEMENT ASSN. Pg 7 1 : 46:26 PM Licensed to: Francisco Cuello P.E. Inc. , Miami, Florida /'S 8P 22 TABLE-DES. 1 REQUIRED LONGITUDINAL REINFORCEMENT AT CRITICAL SECTIONS -------------------------------------------------------------------------------- SPAN CRITICAL EFFECTIVE REQUIRED LOAD REQUIRED LAYER - BAR - NUM. SECTION WIDTH DEPTH Mu PTRN STEEL AREA DIST. No. SIZE (ft) (in) (in) (ft-k) (sq. in. ) (in) -------------------------------------------------------------------------------- 1 . 33 8 .00 45. 63 Top . 0 4 1 .22 Min 2 . 4 3 # 6 8 . 00 45. 63 Bot . 0 0 1 . 22 Min 2 . 4 '3 # 6 2 . 00 8 .00 45. 63 Top . 0 4 1 .22 Min 2 . 4 3 # " 6 8 . 00 45. 63 Bot . 0 0 1 .22 Min 2. 4 3 # 6 13 . 25 Top . 0 0 1 . 22 Min 2 . 4 3 # 6 Bot 253. 2 4 1 .27 2 . 4 3 # 6 {i} 26. 50 Top . 0 4 1 .22 Min 2 . 4 3 # 6 . Bot . 0 0 1 . 22 Min 2 . 4 3 # 6 3 . 00 8 . 00 45. 63 Top . 0 4 1.22 Min 2 . 4 3 # 6 8 . 00 45. 63 Bot . 0 0 1 .22 Min 2. 4 3 # 6 -------------------------------------------------------------------------------- {i} Crack width ( Z factor) controls maximum c.c. spacing when Ms > Mcr -------------------------------------------------------------------------------- • 04-01-** PCABEAM(tm) 1 . 01 Proprietary Software of PORTLAND CEMENT . ASSN. Pg 8 1 : 46: 26 PM Licensed to: Francisco Cuello P.E. Inc. , Miami, Florida TABLE-DES. 3 PROPOSED LONGITUDINAL REINFORCEMENT SCHEDULE ------------------------------------------------------------------------- SPAN LAYER CONTINUOUS BARS DISCONTINUOUS BARS NUM. DIST. No. SIZE LENGTH No. SIZE LENGTH (in) (ft) (ft) -----------------------------------=----------------------------------- - 1 Top 2. 38 3 * 6 . 33 Bot 2 . 38 3 * 6 . 33 2 Top 2 . 38 3 * 6 26. 50 Bot 2 . 38 3 * 6 26. 50 3 Top 2 . 38 3 * 6 . 33 Bot 2 . 38 3 * 6 . 33 ---------------------------------------------------------------------- Cantilivers do not consider reinforcement compatibility at supports ---------------------------------------------------------------------- . . . . .... ... . . . .... .... . . .. . ...... . .... ...... ...... .... . . . . .... ..... .... .... . . 04-01-** PCABEAM(tm) 1 . 01 Proprietary Software of PORTLAND CEMENT ASSN. Pg 9 •1 : 46:29 PM Licensed to: Francisco Cuello P.E. Inc. , Miami, Florida 1� 4°• 22 TABLE-DES. 4 PROVIDED FLEXURAL CAPACITIES -------------------------------------------------------------------------------- SPAN SECTION DESIGN Mu / NEUT. REINFORCEMENT FACTOR Z / LAYER - BARS - NUM. LOCATION f (Mn) f(Mn) AXIS RATIO R/Rmax Z Zmax -DIST. No SIZE (ft) (ft-k) ( % ) (in) ( % ) (k/in ) ( % ) (in) -------------------------------------------------------------------------------- 1 . 33 Top 263. 2 ( 0) 2. 70 . 00362 ( 15) . 00 ( 0) 2 . 38 3 # 6 Bot 263.2 ( 0) 2 . 70 . 00362 ( 15) . 00 ( 0) 2 . 38 3 # 6 2 . 00 Top 263. 2 ( 0) 2 . 70 . 00362 ( 15) . 00 ( 0) 2 . 38 3 # 6 Bot 263. 2 ( 0) 2 . 70 . 00362 ( 15) . 00 ( 0) 2 . 38 3 # 6 13. 25 Top 263. 2 ( 0) 2 . 70 . 00362 ( 15) . 00 ( 0) 2. 38 3 # 6 Bot 263.2 ( 96) 2 . 70 . 00362 ( 15) 111 . 96 ( 63) 2 . 38 3 # 6 26. 50 Top 263.2 ( 0) 2 . 70 . 00362 ( 15) . 00 ( 0) 2 . 38 3 # 6 Bot 263.2 ( 0) 2. 70 . 00362 ( 15) . 00 ( 0) 2 . 38 3 # 6 3 . 00 Top 263.2 ( 0) 2 . 70 . 00362 ( 15) . 00 ( 0) 2 . 38 3 # 6 Bot 263. 2 ( 0) 2 . 70 . 00362 ( 15) . 00 ( 0) 2 . 38 3 # 6 -_---------------------------------------------------------------------------- Z factor is set equal to zero if service moment is less than cracking moment ------------------------------------------------------------------------------ 0000.. .0 . 9.00 0000 0000 . .009 9. . 9 0000.. 0000.. 0000 .. . 0 . 0 . . 0009.. . 0000 0000.. 0000.. 0000 . . . . 0000 0000. 0000 0 0000 0 . . 0000. 04-01-** PCABEAM(tm) 1 . 01 Proprietary Software of PORTLAND CEMENT ASSN. Pg 10 1 : 46: 29 PM Licensed to: Francisco Cuello P.E. Inc. , Miami, Florida �8 22 TABLE-DES . 6 REQUIRED TRANSVERSE REINFORCEMENT AT BEAM SEGMENTS -------------------------------------------------------------------------------- SPAN BEAM SEGMENT REQUIRED Vu / LOAD REQUIRED --- STIRRUPS ---- NUM. START END Vu f (Vc) PTRN Av/s LEGS SIZE SPACING (ft) (ft) (kips) ( % ) (in) (in) -------------------------------------------------------------------------------- 1 . 00 . 33 . 19 @c ( 0) 4 . 00000 0 # 0 @ . 00 {e} 2 . 00 3. 80 27 . 26 @d ( 69) 4 . 00667 Min 2 # 3 @ 22. 00 3. 80 8 . 53 24 . 85 ( 63) 4 . 00667 Min 2 # 3 @ 22. 00 8 . 53 13.25 13. 38 ( 34 ) 4 . 00000 0 # 0 @ . 00 {e} 13.25 17 . 97 13.38 ( 34) 4 . 00000 0 # 0 @ . 00 {e} 17 . 97 22 .70 24 . 85 ( 63) 4 . 00667 Min 2 # 3 @ 22 . 00 22.70 26. 50 27 .26 @d ( 69) 4 . 00667 Min 2 # 3 @ 22. 00 3 . 00 .33 .19 @c ( 0) 4 . 00000 0 # 0 @ . 00 {e) -------------------------------------------------------------------------------- {e) Vu < Vc/2 , transverse reinforcement is not required by the code -------------------------------------------------------------------------------- .. . 0000 0000 0000 0000 0000 •090.6 • • 000..9 • 0•00 •• • 9 • • • • • • • • •. . 9990.• . • • 0 . • • • .... •0060• 9099•. •09• • • • • 9099 .••9• • • • • • • •0.0 9090 • • • • PCABEAM(tm) 1. 01 Proprietary Software of PORTLAND CEMENT ASSN. Pg 11 9 PM Licensed to: Francisco Cuello P.E. Inc. , Miami, Florida TABLE-DES. 7 PROVIDED SHEAR REINFORCEMENT AND CAPACITY --------------------------------------------- SPAN BEAM SEGMENT DESIGN Vu/ LOAD ------- STIRRUPS ------- NUM. START END f(Vn) f(Vn) PTRN LEGS No. SIZE SPACING (ft) (ft) (kips) ( % ) (in) --------------------------------------------------- 1 . 000 .333 39.24 ( 0) 4 2 . 417 26. 083 62.51 ( 45) 4 2 L 14 # 3 @ 22. 0 3 . 000 . 333 39.24 ( 0) 4 --------------------------------------------------------------- •• • 0000 0000 • 0000 • • • • • • • 0000 00.0 •• • • • . 0000.• • • 0000•• • 00.0 •• • . • • • • • • • • • • • 0000•0 . • • . 0 • • . •00• 0000.• • • • • •00.00 0000 • • • • 0000 ••000 0000 0000 • 00000 TABLE.SUM. 1 SUMMARY Ur rxlNlvul 1l%DLLU ------------------------ i TABLE TITLE PAGE ---- ---------------- --2---- INP. 1 General Information INP.2 Material Properties 2 INP. 3 Beam Geometry 3 2� o� 22 INP. 4 Column Geometry 3 INP. 5 Surface and Partial Gravity Loads 4 INP. 8 Loading Combinations and Patterns 5 i INP. 9 General Reinforcement Design Parameters 5 I ANA.2 Load Pattern Moments and Shears at Supports 6 DES. 1 Required Longitudinal Reinforcement 7 DES. 3 Proposed Longitudinal Reinforcement Schedule 8 DES. 4 Provided Flexural Capacity 10 DES. 6 Required Transverse Reinforcement DES.7 Provided Shear Reinforcement and Capacity 11 DEF.2 Maximum Uniform Service Load Deflections 12 V SUM. 1 Summary of Printout Tables --------------------------------------------------------------1----- * Program completed as requested i4 ••9999 • • • • • • •••• •• • • • • • • •• • 0000 0000 r • • •9•• ♦ • • • 00 9• 0000 • • • 0000•• •. • 0000•• • 0000 •• • • • • • • • • • • •• • •009.9 • • • • • • • •0000• 00.0 • • • • • • •••9 9.9•6 00•0 9.00 0 • . • 90000 FRANCISCO CUELL09 P.E.,INC. JOe * Consulting Engineer SHEETNO ' OF ZZ 147 ALHAMBRA CIRCLE CALCULATEDBY DATE SUITE 220 CORAL GABLES, FL 33134 CHECKEDBY DATE (305) 567=0125 SCALE Is.r � ,�boa-►.i xr 06 r O j i _O. Ph- FT- I I - ! A 4.1 lb i I � j � f i ' I i j ! ! ! � ! ' � J � I •I I It.6GT�Al i I I I i ( y.i 3 O � I • i j I { � iI � i j I I I I I j � I ! j I i • i j j 1- • i• • F-1 04-01-** PCABEAM(tm) 1 . U1 YrOptleLdty - 1 : 46: 29 PM Licensed to: Francisco Cuello P.E. Inc. , Miami, Florida • � oP 4JL TABLE-DEF.2 MAXIMUM UNIFORM SERVICE LOAD DEFLECTIONS ------------------------------------------------------------------------- SPAN SECTION DEFLECTION Ieff Ma Ma/Mcr Icr Icr/Igt Ieff NUM. (ft) (in) LOC. (ft-k) ( % ) (in^4) , ( o ) (in^4) ------------------------------------------------------------------ 1 TL . 00 - . 002999 Midl . 01 ( 0) . 157150E+05 ( 19) . 818320E+05 Rght . 02 ( 0) . 157150E+05 ( 19) . 818320E+05 DL .00 -. 001815 Midl . 01 ( 0) . 157150E+05 ( 19) . 818320E+05 Rght . 02 ( 0) . 157150E+05 ( 19) . 818320E+05 2 TL 13. 91 . 091396 Left 16. 66 ( 12) . 157150E+05 ( 19) . 818320E+05 Midl 166. 76 (123) . 157150E+05 ( 19) . 506107E+05 Rght 16. 66 ( 12) . 157150E+05 ( 19) . 818320E+05 DL 13. 91 . 040540 Left 10. 07 ( 7) . 157150E+05 ( 19) . 818320E+05 Midl 100. 93 ( 74 ) . 157150E+05 ( 19) . 818320E+05 Rght 10 . 07 ( 7) . 157150E+05 ( 19) . 818320E+05 3 TL . 33 - . 002999 Left . 02 ( 0) . 157150E+05 ( 19) . 818320E+05 Midl . 01 ( 0) . 157150E+05 ( 19) . 818320E+05 DL . 33 - . 001815 Left . 02 ( 0) . 157150E+05 ( 19) . 818320E+05 Midl . . 01 ( 0) . 157150E+05 ( 19) . 818320E+05 ------------------------------------------------------------------------ . . . .••• •• • Y • • • • *see• • s • • • • • •• • •••••• FORM 60OA-97 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: ADDITION TO BYRNE Builder: Address: 5990 S.W. 87 ST Permitting Office: SOUTH MIAMI City, State: SOUTH MIAMI, FL Permit Number: Owner: MR.BYRNE Jurisdiction Number: 233300 Climate Zone: South 1. New construction or existing Addition - 12. Cooling systems 2. Single family or multi-family Single family - a. Central Unit Cap:48.0 kBtu/hr - 3. Number of units,if multi-family I _ SEER: 12.00 _ 4. Number of Bedrooms 3 - b.Central Unit Cap:48.0 kBtu/hr - 5. Is this a worst case? No - SEER: 12.00 _ 6. Conditioned floor area(fl') 3520 fi' c. N/A _ 7. Glass area&type _ a. Clear-single pane 535.0 fie - 13. Heating systems b. Clear-double pane 0.0 ti' _ a. Electric Strip Cap:34.0 kBtu/hr c. Tint/other SC/SHGC-single pane 0.0 ft' _ COP: 1.00 = d.Tint/other SC/SHGC-double pane 0.0 fl' b. Electric Strip Cap:34.0 kBtu/hr 8. Floor types _ COP: 1.00 _ La. Slab-On-Grade Edge Insulation R=0.0,289.0(p)fl _ c. N/A , b.N/A I c. N/A 14. I lot water systems 9. Wall types - a. Electric Resistance Cap:40.0 gallons - a. Concrete,Int Insul,Adjacent R=4.2,355.0 tl' _ EP:0.89 _ b. Concrete,Int Insul,Exterior R=4.2, 1694.0 tl' _ b. Electric Resistance Cap:40.0 gallons _ c. N/A - EF:0.89 _ d.N/A _ c. Conservation credits _ e. N/A (I-IR-Heat recovery,Solar 10. Ceiling types - DHP-Dedicated heat pump) a. Under Attic R=I 9.0.3520.0 tl' _ 15. HVAC credits _ b.N/A - (CF-Ceiling fan,CV-Cross ventilation, c. N/A I-IF-Whole house fan, •• ••• _ PT-Programmable Thermostat, Il. Ducts : : • www• •• w a. Sup:Unc. Ret:Con. All:interior Sup.R=6.0,25.0 11 RB-Attic radiant barrier, : : : • • wwww ww • ww • . w b. Sup:Unc. Ret:Con. AI I:Interior Sup.K=C,.O,25.0 tl MZ-C-Multizone cooling, �••• . • MZ,-H-Multizone heating) see* w w t w w • JI • • f c . � •wwww• Glass/Floor Area: 0.15 Total as-built points: 37759.00 PA S• .".' Total base points: 45590.00 •w ....:. • I hereby certify that the plans and specifications covered Review of the plans and by this calculation are in compliance with the Florida specifications covered by this : o4� s�ATF • Energy ode. p � � o,� • 9Y calculation indicates com lianoe with the Florida Energy Code. • "«� -=� :•• PREPARED BY: Before construction is completed a DATE: / this building will be inspected for I hereby certify that this building, as designed, is in compliance with Section 553.908 rt� compliance with the Florida Energ Co e. Florida Statutes. �Oo OWNER/AGENT-BUILDING OFFICIAL: DATE: DATE: FORM 60OA-97 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: 5990 S.W. 87 ST,SOUTH MIAMI, FL, PERMIT#: BASE AS-BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points .18 3520.0 53.20 33709.2 Single,Clear N 2.0 5.0 72.0 33.94 0.88 2139.0 Single,Clear N 5.0 8.0 20.0 33.94 0.80 541.2 Single,Clear N 2.0 3.0 12.0 33.94 0.79 320.1 Single,Clear N 1.0 2.0 4.0 33.94 0.84 113.6 Single,Clear S 2.0 8.0 18.0 62.19 0.87 978.6 Single,Clear S 2.0 7.0 36.0 62.19 0.84 1879.1 Single,Clear S 2.0 3.0 9.0 62.19 0.60 334.4 Single,Clear S 2.0 10.0 72.0 62.19 0.92 4140.6 't Single,Clear S 2.0 11.0 40.0 62.19 0.94 2346.0 ` Single,Clear S 2.0 3.0 24.0 62.19 0.60 891.7 Single,Clear S 1.0 2.0 6.0 62.19 0.67 251.1 Single,Clear S 2.0 9.0 72.0 62.19 0.90 4040.1 Single,Clear S 2.0 11.0 40.0 62.19 0.94 2346.0 Single,Clear S 2.0 3.0 9.0 62.19 0.60 334.4 Single,Clear SW 4.0 7.0 24.0 68.17 0.66 1083.6 Single,Clear E 2.0 5.0 24.0 73.03 0.81 1417.1 Single,Clear E 3.0 4.0 6.0 73.03 0.61 267.1 Single,Clear W 2.0 9.0 17.0 65.53 0.94 1043.3 Single,Clear W 2.0 6.0 12.0 65.53 0.86 675.6 Single,Clear W 2.0 7.0 18.0 65.53 0.89 1053.8 . • As-Built Total: 535.0 •• 261$.4 • WALL TYPES Area X BSPM = Points Type R-Value /trea: X SP#A•**• Pointer . . . ••.. Adajcent 355.0 1.0 355.0 Concrete,Int Insul,Adjacent 4.2 `355.0 1.18 ••• 418.9. . Exterior 1694.0 2.70 4573.8 Concrete,Int Insul,Exterior 4.2 1604.0 •, 2.28 . 386 .3 • • 7 Base Total: 2049.0 4928.8 As-Built Total: 2049 . • ;...;. 4281.2 •2 •• DOOR TYPES Area X BSPM = Points Type Area SPkMo - . Points • . •.• .• • Adjacent 18.0 2.60 46.8 Adjacent Wood 18.0• 3.80 6814 • Exterior 0.0 0.00 0.0 • 0 . . • Base Total: 18.0 46.8 As-Built Total: ;18.0 ; .... 618 '. CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM = Points •• Under Attic 3520.0 0.80 2816.0 Under Attic 19.0 3520.0 1.50 5280.0 Base Total: 3520.0 2816.0 As-Built Total: 3520.0 5280.0 FORM 60OA-97 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: 5990 S.W. 87 ST, SOUTH MIAMI, FL, PERMIT#: BASE AS-BUILT FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 289.0(p) -20.0 5780.0 Slab-On-Grade Edge Insulation 0.0 289.0(p) -20.00 5780.0 Raised 0.0 0.00 0.0 Base Total: 5780.0 As-Built Total: -5780.0 INFILTRATION Area X BSPM = Points Area X SPM = Points 3520.0 18.79 66140.8 3520.0 18.79 66140.8 Summer Base Points: 101861.6 Summer As-Built Points: 96186.8 .. Total Summer X System = Cooling Total X Cap X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points 96186.8 0.500 0.966 0.284 1.000 13205.6 96186.8 0.500 0.%6 0.284 1.000 13205.6 101861.6 0.3560 36262.7 96186.8 1.00 0.966 0.284 1.000 26411.1 . . . .... .. . .. . .... .... • S . . .. . ...... FORM 60OA-97 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: 5990 S.W. 87 ST, SOUTH MIAMI, FL, PERMIT#: BASE AS-BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Points .18 3520.0 2.02 1282.7 Single,Clear N 2.0 5.0 72.0 4.91 0.98 348.3 Single,Clear N 5.0 8.0 20.0 4.91 0.98 95.9 Single,Clear N 2.0 3.0 12.0 4.91 0.97 57.5 Single,Clear N 1.0 2.0 4.0 4.91 0.98 19.3 Single,Clear S 2.0 8.0 18.0 3.55 1.02 65.0 Single,Clear S 2.0 7.0 36.0 3.55 1.03 131.5 Single,Clear S 2.0 3.0 9.0 3.55 1.22 38.8 Single,Clear S 2.0 10.0 72.0 3.55 1.01 256.9 Single,Clear S 2.0 11.0 40.0 3.55 1.00 142.1 • Single,Clear S 2.0 3.0 24.0 3.55 1.22 103.5 Single,Clear S 1.0 2.0 6.0 3.55 1.13 24.1 Single,Clear S 2.0 9.0 72.0 3.55 1.01 258.4 Single,Clear S 2.0 11.0 40.0 3.55 1.00 142.1 Single,Clear S 2.0 3.0 9.0 3.55 1.22 38.8 Single,Clear SW 4.0 7.0 24.0 4.09 1.06 103.8 Single,Clear E 2.0 5.0 24.0 3.76 1.04 93.4 Single,Clear E 3.0 4.0 6.0 3.76 1.08 24.3 Single,Clear W 2.0 9.0 17.0 4.47 1.00 75.8 Single,Clear W 2.0 6.0 12.0 4.47 1.00 53.6 Single,Clear W 2.0 7.0 18.0 4.47 1.00 80.3 As-Built Total: 535.0 2163.40 • WALL TYPES Area X BWPM = Points Type R-Value Are$ X WP•V Points • Adajcent 355.0 0.5 177.5 Concrete,Int Insul,Adjacent 4.2 0355.0 0.44: • 156.2 - Exterior 1694.0 0.60 1016.4 Concrete,Int Insul,Exterior 4.2 x§94.0• 1.02 � 17;7.9 Base Total: 2049.0 1193.9 As-Built Total: 1044 7 • • 1884.1 .•..•• •. DOOR TYPES Area X BWPM = Points Type Arsa•*X WPM••t• Points % Adjacent 18.0 1.30 23.4 Adjacent Wood '018.09 1.90 *12 Exterior 0.0 0.00 0.0 • •••• ••• • Base Total- 18.0 23.4 As-Built Total• : �'• ••* • •• •18.0 .•.• 34�Q0 CEILING TYPESArea X BWPM = Points Type R-Value AJ;ea•X WPM ••_• PoiMrb: •• Under Attic 3520.0 . 0.10 352.0 Under Attic 19.0 3520.0 0.30 1056.0 Base Total: 3520.0 352.0 As-Built Total: 3520.0 1055.0 FORM 60OA-97 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: 5990 S.W. 87 ST,SOUTH MIAMI, FL, PERMIT#: BASE AS-BUILT FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 289.0(p) -2.1 -606.9 Slab-On-Grade Edge Insulation 0.0 289.0(p) 410 -606.9 Raised 0.0 0.00 0.0 Base Total: -606.9 As-Built Total: -606.9 INFILTRATION Area X BWPM = Points Area X WPM = Points 3520.0 -0.06 -211.2 3520.0 -0.06 -211.2 Winter Base Points: 2033.9 Winter As-Built Points: 4309.6 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points 4309.6 0.500 1.003 1.000 1.000 2160.3 4309.6 0.500 1.003 1.000 1.000 2160.3 2033.9 1.0900 2216.9 4309.6 1.00 1.003 1.000 1.000 4320.6 ....% ...... • . . .. . ...... FORM 60OA-97 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: 5990 S.W. 87 ST, SOUTH MIAMI, FL, PERMIT#: BASE AS-BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 3 2370.00 7110.0 40.0 0.89 3 0.50 2342.38 1.00 3513.6 40.0 0.89 3 0.50 2342.38 1.00 3513.6 , As-Built Total: 7027.1 CODE COMPLIANCE STATUS BASE AS-BUILT Cooling + Heating + Hot Water = Total Cooling + Heating + Hot Water = Total Points Points Points Points Points Points Points Points 36262.7 2216.9 7110.0 45589.7 26411.1 4320.6 7027..1 37758.9 PASS p _ • • .•.•• .••. AV� rpr.: '• iii. p Q • •••• •••• �Cpb •.••. ••.••• • FORM 60OA-97 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: 5990 S.W. 87 ST, SOUTH MIAMI, FL, PERMIT#: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS _SECTION_ REQUIREMENTS FOR EACH PRACTICE CHECK_ _Exterior Windows&Doors 606.1.ABC.1.1 Maximum.3 cfm/sg.ft.window area;.5 cfm/s .ft.door area. Exterior&Adjacent Walls 606.1.ABC.1.2.1 Caulk,gasket,weatherstrip or seal between:windows/doors&frames,surrounding wall; foundation&wall sole or sill plate;joints between exterior wall panels at corners;utility penetrations;between wall panels&top/bottom plates;between walls and floor. EXCEPTION:Frame walls where a continuous infiltration barrier is installed that extends _from,and is sealed tot the foundation to the top plate_ Floors 606.1.ABC.1.2.2 Penetrations/openings>1/8"sealed unless backed by truss or joint members. / EXCEPTION:Frame floors where a continuous infiltration barrier is installed that is sealed ✓/ to the perimeter,penetrations and seams. Ceilings 6D6.1.ABC.1.2.3 Between walls&ceilings;penetrations of ceiling plane of top floor;around shafts,chases, soffits,chimneys,cabinets sealed to continuous air barrier;gaps in gyp board&top plate; / attic access.EXCEPTION:Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter,at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations,sealed;or Type IC or non-IC rated,installed inside a sealed box with 1/2"clearance&a'from insulation;or Type IC rated with<2.0 cfm from conditioned space,tested. Multi-story Houses 6D6.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors,dampers;combustion space heaters comply with NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES must be met or exceeded by all residences. COMPONENTS REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12.Switch or clearly marked circuit _bre aker(electric)or cutoff(gas must be provided.External or built-in heat trap rice uired. Swimming Pools&Spas 612.1 Spas&heated pools must have covers(except solar heated).Non-commercial pools must have a pump timer.Gas spa&pool heaters must have a minimum thermal — efficiency of 78°,6.------- -------- — -------- --- — ---'— —'- Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per mindte 080 PSIG. Air Distribution Systems 610.1 All ducts,fittings,mechanical equipment and plenum chambers hallre echar4olat! • attached,sealed,insulated,and installed in accordance with the crltgria of SectionV160 • • •••• • • Ducts in unconditioned attics:R-6 min.insulation. _ • • • HVAC Controls 607.1 Separate readily_accessible manual or automatic thermostat for Amh system. • Insulation 604.1,6D2.1 Ceilings-Min.R-19.Common walls-Frame R-11 or CBS R-3 bottf�side5•; . • •••••. _ Common ceiling&floors R-11. � • 6000:*• ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* =86.3 The higher the score,the more efficient the home. MR.BYRNE, 5990 S.W. 87 ST, SOUTH MIAMI, FL, 1. New construction or existing Addition - 12. Cooling systems 2. Single family or multi-family Single family - a. Central Unit Cap:48.0 kBtu/hr _ 3. Number of units,if multi-family I _ SEER: 12.00 _ 4. Number of Bedrooms 3 _ b. Central Unit Cap:48.0 kBtu/hr _ 5. Is this a worst case? No _ SEER: 12.00 _ 6. Conditioned floor area(11") 3520 ft= c. N/A _ 7. Glass area&type _ __ a. Clear-single pane 535.0 ft= _ 13. I(eating systems b. Clear-double pane 0.0 fl' _ a. Electric Strip Cap:34.0 kBtu/hr _ c. Tint/other SC/SIIGC-single pane 0.0 ft= _ COP: 1.00 _ d. Tint/other SC/SIIGC-double pane 0.0112 b. Electric Strip Cap:34.0 k13tu/hr _ --+8. Floor types _ COP: 1.00 _ - a. Slab-On-Grade Edge Insulation R=0.0,289.0(p)11 _ c. N/A _ b.N/A _ c. N/A 14. Hot water systems 9. Wall types _ a. Electric Resistance Cap:40.0 gallons _ a. Concrete,Int Insul,Adjacent R=4.2,355.0 ft2 _ EF:0.89 _ b.Concrete,Int Insul,Exterior R=4.2. 1694.0 III _ b. Electric Resistance Cap:40.0 gallons c. N/A EF:0.89 _ d.N/A _ c. Conservation credits _ e. N/A (I-IR-I{eat recovery,Solar 10. Ceiling types _ DI-IP-Dedicated heat pump) a. Under Attic R=19.0,3520.0 fl' _ 15. HVAC credits _ b.N/A _ (CF-Ceiling fan,CV-Cross ventilation, c. N/A HF-Whole house fan, • ••6 l l. Ducts _ PT-Programmable Thenuostat, •••••• a. Sup:Unc. Ret:Con. AH:Interior Sup.R=6.0,25.0 ft _ RB-Attic radiant barrier. • • • ••'• • b. Sup:Unc. Ret:Con. AI I:Interior Sup.R=6.0,25.0 It MZ-C-Multizone cooling, •• • 0000 • •• • MZ-I I-Multizone heating) ' 0000 6 6• • • • . 6.6• 0000 6 • • • I certify that this hone has complied with the Florida Energy Efficiency Code For Building • ••• :000:0 •••••• Construction through the above energy saving features which will be installed(or exceeded) 4 tits st9r •0 in this hone before final inspection. Othenvise, a new EPL Display Card will be completed •• •• ��, �0 000* based on installed Code compliant features. 6.6 Builder Signature: Date: 0 0 •. 7to 6 6 6 0 0 Address of New Home: City/FL Zip: ••••• j�eOV WE 1.. � • 0006• • *NOTE. The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. If your score is 80 or greater(or 86 for a US EPA/DOE EnerustaT designation), your home may qualify for energy efficiency mortgage (EE A1)incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 4071638-1492 or see the Energy Gauge it•eb site at it ivwfsec.ucf edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of ConununityAffairs at 8501487-1824. RESIDENTIAL HEAT GAIN / HEAl' 1v55 t,NLI,ULy-),ilvia (BASED ON A.C.C.A. MANUAL J - SEVENTH EDITION (c) 1986 by A.C.C.A. ) ---------------------------------------------------------------------------------------- Project ADDITION TO BYRNE ( Prepared by: Address 5990 S.W. 87 ST IGUERRERO/GONZALEZ ENG. City SOUTH MIAMI 14300 SW 73 AVE ST.107A State/Zip FL NULL (MIAMI, FL. 33155 Owner MR.BYRNE ITEL:305-262-3944 Builder NULL IFAX:305-262-8211 HVAC Contr Iemail:GGENG @ACCESSPRO.NET --------------------------------------------------------------------------------------- Cond Floor Area = 3520 (Total Glass Area = 599 Conditioned Floor Area to Total Glass Area Ratio = 17% ------------------------------------------------------------------------------------ * USA Climatic Conditions & Design Conditions ---------=---------------------------------------------------------------------- Geographical Location I Maimi AP, Florida North Latitude / Elevation 125. 9Ft. Above Sea Level Outdoor Winter Dry Bulb 1 480 Indoor Winter Dry Bulb 1 700 Winter Temperature Diff. (wTd) 1 220 Outdoor Summer Dry Bulb 189' Outdoor Summer Wet Bulb 177° Outdoor Summer Hum.. Ratio Gr/Lb 1 49 Indoor Summer Relaltive Hum. 1 50% Indoor Summer Design Gr/Lb. 156 Indoor Summer Dry Bulb 174' Summer Temperature Diff. (sTd) 1 150 Summer Daily Range 1 150 (Low Deviation) -=°-------------------------------------------------------------------------- * HEATING SUMMARY * DJBYRNE.ENB * COOLING SUMMARY * ------------------------------------------------------------------------------ SUBTOTAL 75628.2 1 STRUCTURE SENSIBLE = 51198.7 OCCUPANTS + 1800.0 1 APPLIANCES + 1200.0 SUBTOTAL SENSIBLE = 54198.7 DUCT LOSS + 3761.4 I DUCT GAIN + 5419.9 TOTAL LOSS = 79409.6 I TOTAL SENSIBLE = 59618.6 MECHANICAL VENT.- 50 CFM = 1210.0 I MECHANICAL VENT.- 50 CFM = 825.0 1 TEMP-SWING 3.0°@ 950 x 1.0 MINIMUM EQUIPMENT LOSS = 80619.6 I MINIMUM EQUIPMENT SENSIBLE = 60443.6 --------------------- 20% OVERSIZE LOSS = 16123.9 1 20% OVERSIZE SENSIBLE = 12088.7 EQUIPMENT LOSS + 80619.6 1 EQUIPMENT SENSIBLE + 60443.6 MAXIMUM EQUIPMENT LOSS = 96743.5 I MAXIMUM EQUIPMENT SENSIBLE = 7534.3 -------------------il-L..Lt------------!--��- ------------------------------------------------1- • TOTAL LATENT • • ' '-••• 3 68t 1*4 I EQUIPMENT SENSIBLE 66 T666 6Q%•46'..6 I EQT.SENSIBLE + LATENT =:••• 9:305:0 . 6666 6606 ------------------ __ ------ ----------- * AIR FLOW FACTORS * : •. ----------------------------------------------------------------- -----'---•-'----sss s r•---------- HEATING FACTOR (BTUH/CFM) = 20.0 I COOLING FACTOR (BTUR/CFM) _ 09TV6 HEATING CFM = 4031.0 I COOLING CFM 66666. .�•.0• 443.2.5 • --•--------------••.•. * EQUIPMENT SELECTION • .••• 6666.. ------------------------------------------------- -----------------s----r---r--- .- .6006• 0066 6(BTUIT) EQT. MANUF SENSIBLE CLG 0 • CU MOD # I LATENT CLG : : • • •( JIi) 1 TOTAL CLG ••�• (BkUI:) AHU MOD # 0000• HEATING INPUT (BTUH) I TONAGE HEATING OUTPUT (BTUH) i (S)EER HEATING CFM (BTUH) I COOLING CFM AFUE/HSPF I TYPE Summary Energy Code Results Residential Whole Building Performance Method A MR.BYRNE Project Title: Class 3 Rating 5990 S.W. 87 ST ADDITION TO BYRNE Registration No. 0 SOUTH MIAMI, FL Climate: South 04/04/2000 Building Loads Base As-Built Summer: 1.0186E5 poi tsSummer: 96187 points Winter: 2034 points Winter: 4310 points Hot Water: 6257 points Hot Water: 6257 points Total: 110152 point4 Total: 106753 points Energy Use Base As-Built Cooling: 36263 points Cooling: 26411 points ' Heating: 2217 points Heating: 4321 orrits '•• •� Hot Water: 7110 points Hot Water: 7027 po�6ts • , ... .. Total: 45590 points Total: 37759,points.:: go . . ...... .... . . . . PASS e-Ratio: 0.83 RESIDENTIAL HEAP GA114 / HEAT LOSS CALCULPL11U14 (BASED ON A.C.C.A. MANUAL J - SEVENTH EDITION (c) .1986 by A.C.C.A. ) ------------------------------------------------------------------------------- Project ADDITION TO BYRNE (Prepared by: Address 5990 S.W. 87 ST IGUERRERO/GONZALEZ ENG. City SOUTH MIAMI 14300 SW 73 AVE.ST.107A State/Zip FL NULL (MIAMI, FL. 33155 Owner MR.BYRNE ITEL:305-262-3944 Builder NULL IFAX:305-262-8211 HVAC Contr Iemail:GGENG @ACCESSPRO.NET ---------------------------------------------------------------------------- Cond Floor Area = 3520 (Total Glass Area = 599 Conditioned Floor Area to Total Glass Area Ratio = 17% ------------------------------------------------------------------------ * USA Climatic Conditions & Design Conditions * ---------------------------------------------------------------------- Geographical Location I Maimi AP, Florida North Latitude / Elevation 1 250 9Ft. Above Sea Level Outdoor Winter Dry Bulb 148' Indoor Winter Dry Bulb 170' Winter Temperature Diff. (wTd) 1220 Outdoor Summer Dry Bulb 1 890, Outdoor Summer Wet Bulb 177° Outdoor Summer Hum. .Ratio Gr/Lb 1 49 Indoor Summer Relaltive Hum. 1 50$ Indoor Summer Design Gr/Lb. 156 Indoor Summer Dry Bulb 174° Summer Temperature Diff. (sTd) 1 150 Summer Daily Range 115° (Low Deviation) -------------------------------------------------------------------- * HEATING SUMMARY * DJBYRNE.ENB * COOLING SUMMARY * ------------------------------------------------------- SUBTOTAL 75628.2 1 STRUCTURE SENSIBLE = 51198.7 I OCCUPANTS + 1800.0 I APPLIANCES + 1200.0 1 SUBTOTAL SENSIBLE = 54198.7 DUCT LOSS + 3781.4 I DUCT GAIN + 5419.9 TOTAL LOSS = 79409.6 I TOTAL SENSIBLE 59618.6 MECHANICAL VENT.- 50 CFM = 1210.0 I MECHANICAL VENT.- 50 CFM = 825.0 I TEMP.SWING 3.00@ 950 x 1.0 MINIMUM EQUIPMENT LOSS = 80619.6 1 MINIMUM EQUIPMENT SENSIBLE = 60443.6 ------------ 20% OVERSIZE LOSS = 16123.9 120% OVERSIZE SENSIBLE = 12088.7 EQUIPMENT LOSS + 80619.6 1 EQUIPMENT SENSIBLE + 604(3-6 MAXIMUM EQUIPMENT LOSS = 96743.5 1 MAXIMUM EQUIPMENT SF}0bBLE - 72532:3 ------------------------------------------------1--------------------r-�-r-----+..r----- �'--�- 1 TOTAL LATENT ••••• 3•ft8M 2 i 4 I EQUIPMENT SENSIBLE • -1'••• 90443.6 1 EQT.SENSIBLE + LATEV •"• 9,113e5.0 •-a---.0-------'------•------go AIR FLOW FACTORS * ' :...:. ---------=---------------------------- -------------------------------`------- HEATING FACTOR (BTUH/CFM) = 20.0 i COOLING FACTOR (BTUJ?/-(--?V) .•'•'• 13.6 4031.0 I COOLING CFM u ' '44S2:5 HEATING CAM -------------------------------------*- * svi� A/a SGN AIJJ..� EQUIPMENT SELECTION . . • • ------------------------------------------------------------------------------------ EQT. MANUF I SENSIBLE CLG ' ' "•� '(• Tdji) CU MOD 4 I LATENT CLG •••• •••'• (1�TUj�) AHU MOD 4 I TOTAL CLG • •(!BTtiH) HEATING INPUT (BTUH) I TONAGE HEATING OUTPUT (BTUH) I (S) EER HEATING CFM (BTUH) I COOLING CFM AFUE/HSPF I TYPE �.. I Procedure A Winter Infiltration HTM I 1-=----.---------------------------------------------------------------------=---------------I ( 1. Winter Infiltration CFM Envelope Evaluation 42 (Good/Average) I I l Air`Changes per hour x 105600 Cubic ft. x .0167 = 1763.5 CFM I I I 1 2. Winter Infiltration Btuh I i 1.1 x 1763.5 CFM x 22 Degrees Winter TD = 42677.2 BTUH I I 3. Winter Infiltration HTM I 42677.2 Btuh / 599 Sq.Ft of total Glass & Door areas 71.2 HTM I I i I Procedure B Summer Infiltration HTM i -------------------------------------------------------------------------------------------I 11. Summer Infiltration CFM Envelope Evaluation #2 (Good/Average) I ( .5 Air Changes per hour x 105600 Cubic ft. x .0167 = 881.8 CFM i I 12. Summer Infiltration Btuh I I 1.1 x 881.8 CFM x 15 Degrees Summer TD = 14549.0 BTUH I I I 1 3. Summer Infiltration HTM I I 14549 Btuh / 599 Sq.Ft of total Glass & Door areas = 24.3 HTM I I I I i I Procedure C Latent Infiltration i- .----------------------------------------------------------------------------------------I i - 0.68 x 56 grains difference @ 50 Rt{ x 881.8 CFM = 33577.4 BTUH I i = I i Procedure D Equipment Sizing I -------------------------------------------------------------------------------------------I 11. Sensible Sizing Load I I I Sensible Ventilation Load i I 1.1 x 50 VENT CFM x 15 Degrees Summer TD = 825.0 BTUH I I Sensible Load for Structure + 59618. 6 BTUH I Sum of Ventilation & Structure Loads = 60443.6 BTUH I I Rating & .Temperature Swing Multiplier (3.00@ 950) x 1.0 RSM I Equipment Sizing Load - Sensible = 60443.6 BTUH 12. Latent Sizing Load . . I Latent Ventilation Load • • • • I 0.68 x 50 VENT CFM x 56 differance = 1.304.0 B.�TUH Internal Loads = 230 Btuh x 6 people + . .4:380.0 AVAi I Infiltration Load from Procedure C ;`. +; 33578.9 BTTUH I I Equipment Sizing Load - Latent „ 36861.4 BTUH I S.C.= Single Clear S.T. = Single Tint I S.R. = Single Reflective D.C.= Double Clear D.T. = Double Tint I D.R. = Double Reflective T.C.= Triple Clear I T.T. = Triple Tint I T.R. = Triple Reflective. Shdg= Shading I Ovhg = Overhang I Btm = Bottom I Hgt = Height I Sc = Shading Coefficient * Inside Shading N.S.= No shades I D/B = Drapes or Blinds I R.S. = Roller Shades * Other 'k Whtm = Winter Heat Transfer Multiplier I Shtm = Summer Heat Transfer Multiplier Infiltration Vs: 1. .Sub Standard/Poor 12. .Standard 13. .Better 14. .Excellent ---------------- ------------ Building Componet Heat Loss & Gain Calculations fir. Ext.Shdg Type Shdg OvHg Botm Hgt Sc Area Whtm Loss/Btuh Shtm Gain/-Btuh 4 -No Shdg Fctr S.C. N.S. 2.0 5.0 n/a 1.0 72.0 25.4 1828.8 27.0 1944.0 4 -No Shdg Fctr S.C. N.S. 5.0 8.0 n/a 1.0 20.0 25.4 508.0 27.0 540.0 4 -No Shdg Fctr S.C. N.S. 2.0 3.0 n/a 1.0 12.0 25.4 304.8 27.0 324.0 V -No Shdg Fctr S.C. N.S. 1.0 2.0 n/a 1.0 4.0 25.4 101.6 27.0 108.0 5 -All Shaded S.C. N.S. 2.0 8.0 7.0 1.0 18.0 25.4 457.2 27.0 486.0 3 -All Shaded S.C. N.S. 2.0 7.0 6.0 1.0 36.0 25.4 914 .4 27.0 972.0 3 -All Shaded S.C. N.S. 2.0 3.0 2.0 1.0 9.0 25.4 228.6 27.0 --243.0 3 -All Shaded S.C. N.S. 2.0 10.0 7.8 1.0 72.0 25.4 1828.8 27.0 1944.0 3 -All Shaded S.C. N.S. 2.0 11.0 7.2 1.0 40.0 25.4 1016.0 27.0 1080.0 5 -All Shaded S.C. N.S. 2.0 3.0 2.0 1.0 24.0 25.4 609.6 27.0 648.0 5 -All Shaded S.C. N.S. 1.0 2.0 1.0 1.0 6.0 25.4 152.4 27.0 162.0 S -All Shaded S.C. N.S. 2.0 9.0 8.3 1.0 72.0 25.4 1828.8 27.0 1944.0 S -All Shaded S.C. N.S. 2.0 11.0 7.2 1.0 40.0 25.4 1016.0 27.0 1080.0 S -All Shaded S.C. N.S. 2.0 3.0 2.0 1.0 9.0 25.4 228.6 27.0 243.0 Sw-All Shaded S.C. N.S. 4.0 7.0 6.1 1.0 24.0 25.4 609.6 27.0 648.0 ---------------------------------------------------------------------------------------------- E -Shaded Area S.C. N.S. 2.0 5.0 4.0 1.0 5.9 27.0 159.3 E -Solar Area S.C. N.S. 2.0 5.0 4.0 1.0 18.1 85.0 1538.5. E -Total Area S.C. N.S. 2.0 5.0 4.0 1.0 24.0 25.4 609.6 --------------------------------------------------------------------------------------------- E -Shaded Area S.C. N.S. 3.0 4.0 3.1 1.0 3.6 27.0 97.2 E -Solar Area S.C. N.S. 3.0 4.0 3.1 1.0 2.4 85."0 204.0 E -Total Area S.C. N.S. 3.0 4.0 3. 1 1.0 6.0 25.4 152.4 --------------------------------------------------------------------------------------------- W -Shaded Area S.C. N.S. 2.0 9.0 8.3 1.0 1.9 27.0 51.3 • -Solar Area S.C. N.S. 2.0 9.0 8.3 1.0 15.1 85.0 1283.5 • -Total Area S.C. N.S. 2.0 9.0 8.3 1.0 17.0 25.4 431.8 --------------------------------------------------------------------------------------------- W -Shaded Area S.C. N.S. 2.0 6.0 5.0 1.0 2.4 27.0 64.8 • -Solar Area S.C. N.S. 2.0 6.0 5.0 1.0 9.6 85.0 81�.0g • -Total Area S.C. N.S. 2.0 6.0 5.0 1.0 12.0 25.4 304.8 • • • -�-�----0iii---- . • • -Shaded Area S.C. N.S. 2.0 7.0 6.0 1.0 3.0 • •••27.0000•0 81.0. • -Solar Area S.C. N.S. 2.0 7.0 6.0 1.0 15.0 85.0 .... 1215.0 ; • -Total Area S.C. N.S. 2.0 7.0 6.0 1.0 18.0 25.4 451.2 • ••�• •�•��• ----------------------------------------- W -Shaded Area S.C. N.S. 1.0 4 .0 3.0 1.0 3.4 : �• :27.Q 91.8 • -Solar Area S.C. N.S. 1.0 4.0 3.0 1.0 60.6 • •• 85.1•••0. 51�14pog • -Total Area S.C. N.S. 1.0 4.0 3.0 1.0 64.0 25.4 1621��•• •• • •• ----------------------------------------------------------------------- Glass Infiltration: 599.0 69.2 41454.8 : 23.6** 14116.4 • Glass Sub Totals: 599.0 56665.4 373:1 $ • Componet Type Exposure R-Value Area Whtm Loss/Bt+uh •Shtm...Wain/�tjU . ----------------------------------------------------------------------= • . ----------------------------------------------------------------------- --- N/W C.B. - Int Insul Adjacent 4.2 355.0 4.0 1420*6** 2.7•••• 9�§1a5.• N/W C.B. - Int Insul Exterior 4.2 1694.0 4.0 6774.0 2.7 4513.8 Solid Core/Wood Adjacent n/a 18.0 8.5 153.0 10.1 181.8 Door Infiltration: 18.0 69.2 1245.6 23.6 424.8 Slab on Grade 0 289.0 17.8 5144.2 0 0 Under Attic 19.0 3520.0 1.2 4224.0 2.2 7744.0 FORM 60OA-97 FLORIDA ENERGY .EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: ADDITION TO BYRNE Builder: Address: 5990 S.W. 87 ST Permitting Office: SOUTH MIAMI City, State: SOUTH MIAMI, FL Permit Number: Owner: MR.BYRNE Jurisdiction Number: 233300 Climate Zone: South 1. New construction or existing Addition - 12. Cooling systems 2. Single family or multi-family Single family _ a. Central Unit Cap:48.0 kBtu/br 3. Number of units,if multi-family I SEER: 12.00 4. Number of Bedrooms 3 b. Central Unit Cap:48.0 kBtu/hr 5. Is this a worst case? No SEER: 12.00 6. Conditioned floor area(112) 3520 f12 c. N/A 7. Glass area&type a. Clear-single pane 535.0 f12 13. Heating systems b.Clear-double pane 0.0 fl, a. Electric Strip Cap:34.0 kBtu/hr c. Tint/other SC/SHGC-single pane 0.0 f12 COP: 1.00 d.Tint/other SC/SliGC-double pane 0.0 111 b. Electric Strip Cap:34.0 kBtu/hr 8. Floor types COP: 1.00 a. Slab-On-Grade Edge Insulation R=0.0,289.0(p)11 c. N/A b.N/A c. N/A 14. Hot water systems .9. Wall types a. Electric Resistance Cap:40.0 gallons a. Concrete,Int Insul,Adjacent R=4.2,355.0 IV EF:0.89 b. Concrete,hit Insul,Exterior R=4.2, 1694.0 W b. Electric Resistance Cap:40.0 gallons c. N/A EF:0.89 d.N/A c. Conservation credits c. N/A (HR-Heat recovery,Solar 10. Ceiling types DHII-Dedicated beat pump) a. Under.Attic R=19.0,3520.0 fil 15. FIVAC credits b.N/A (CF-Ceiling fan,CV-Cross ventilation, c. N/A IIF-Whole house fan, 11. Ducts PT-Programmable Thermostat ...... a. Sup:Unc. Ret:Con. All:Interior Sup.R=6.0,25.0 fl RB-Attic radiant barrier, b. Sup:Unc. Ret:Con. All:Interior Sup.R=6.0,25.0 11 M7-C-Multizone cooling, MZ-11-Multizone heating) • r Glass/Floor Area: 0.15 Total as-built points: 37759.00 .7 PASS Total base points: 45590.00 0000 .0 0 I hereby certify that the plans and specifications covered Review of the plans and 0000 . by this calculation are in compliance with the Florida specifications covered by thig 6 rp zz Energy Code. calculation indicates compliaqce PREPARED BY: zz" with the Florida Energy Code*.,. Before construction is completed DATE: _z_ this building will be inspected for I hereby certify that this building,(7s designed, is in compliance with Section 553.908 °°D WV compliance with the Florida Energy C Florida Statutes. OWNER/AGENT: BUILDING OFFICIAL: DATE: DATE: FORM 60OA-97 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: 5990 S.W. 87 ST, SOUTH MIAMI, FL, PERMIT#: BASE AS-BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points .18 3520.0 53.20 33709.2 Single,Clear N 2.0 5.0 72.0 33.94 0.88 2139.0 Single,Clear N 5.0 8.0 20.0 33.94 0.80 541.2 Single,Clear N 2.0 3.0 12.0 33.94 0.79 320.1 Single,Clear N 1.0 2.0 4.0 33.94 0.84 113.6 Single,Clear S 2.0 8.0 18.0 62.19 0.87 978.6 Single,Clear S 2.0 7.0 36.0 62.19 0.84 1879.1 Single,Clear S 2.0 3.0 9.0 62.19 0.60 334.4 Single,Clear S 2.0 10.0 72.0 62.19 0.92 4140.6 Single,Clear S 2.0 11.0 40.0 62.19 0.94 2346.0 Single,Clear S 2.0 3.0 24.0 62.19 0.60 891.7 Single,Clear S 1.0 2.0 6.0 62.19 0.67 251.1 Single,Clear S 2.0 9.0 72.0 62.19 0.90 4040.1 Single,Clear S 2.0 11.0 40.0 62.19 0.94 2346.0 Single,Clear S 2.0 3.0 9.0 62.19 0.60 334.4 Single,Clear SW 4.0 7.0 24.0 68.17 0.66 1083.6 Single,Clear E 2.0 5.0 24.0 73.03 0.81 1417.1 Single,Clear E 3.0 4.0 6.0 73.03 0.61 267.1 Single,Clear W 2.0 9.0 17.0 65.53 0.94 1043.3 Single,Clear W 2.0 6.0 12.0 65.53 0.86 675.6 Single,Clear W 2.0 7.0 18.0 65.53 0.89 1053.8 As-Built Total: 535.0 26196.4 WALL TYPES Area X BSPM Points Type R-Value A"reF� SPY..,-, Pouts' eg . .... Adajcent 355.0 1.0 355.0 Concrete,Int Insul,Adjacent 4.2 355.0 1.18.... 418.9 : Exterior 1694.0 2.70 4573.8 Concrete,Int Insul,Exterior 4.2 694.0• 2,22% 38623• Base Total: 2049.0 4928.8 As-Built Total: i019r0 t 4281.2 o •• • • DOOR TYPES Area X BSPM = Points Type Area X SP'M = Points goes g• g ... Adjacent 18.0 2.60 46.8 Adjacent Wood . 18.0• 3.80 • • • Exterior 0.0 0.00 0.0 • • Base Total: 18.0 46.8 As-Built Total: x.18.0• ••••e 4.4 • CEILING TYPES Area X BSPM = Points Type R-Value Aletr•X SPM••`` Points Under Attic 3520.0 0.80 2816.0 Under Attic 19.0 3520.0 1.50 528b.0 Base Total: 3520.0 2816.0 As-Built Total: 3520.0 5280.0 FORM 60OA-97 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: 5990 S.W. 87 ST,SOUTH MIAMI, FL, PERMIT#: BASE AS-BUILT FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 289.0(p) -20.0 5780.0 Slab-On-Grade Edge Insulation 0.0 289.0(p) -20.00 5780.0 Raised 0.0 0.00 0.0 Base Total: -5780.0 As-Built Total: -5780.0 INFILTRATION Area X BSPM = Points Area X SPM = Points 3520.0 18.79 66140.8 3520.0 18.79 66140.8 Summer Base Points: 101861.6 Summer As-Built Points: 96186.8 Total Summer X System = Cooling Total X Cap X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points 96186.8 0.500 0.966 0.284 1.000 13205.6 96186.8 0.500 0.966 0.284 1.000 13205.6 101861.6 0.3560 36262.7 96186.8 1.00 0.966 0.284 1.000 26411.1 . . . 0000 .. . ..... 0000 0000 . 0000 . . 0 . . 0000 0000 0 . . 9..... . 0000.. • . . • . . .. . 00000. . 9.9. .0000. .0000. 0900 . . 0009 90900 .009 000• 0 .9.09 FORM 60OA-97 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: 5990 S.W. 87 ST, SOUTH MIAMI, FL, PERMIT#: BASE AS-BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Points .18 3520.0 2.02 1282.7 Single,Clear N 2.0 5.0 72.0 4.91 0.98 348.3 Single,Clear N 5.0 8.0 20.0 4.91 0.98 95.9 Single,Clear N 2.0 3.0 12.0 4.91 0.97 57.5 Single,Clear N 1.0 2.0 4.0 4.91 0.98 19.3 Single,Clear S 2.0 8.0 18.0 3.55 1.02 65.0 Single,Clear S 2.0 7.0 36.0 3.55 1.03 131.5 Single,Clear S 2.0 3.0 9.0 3.55 1.22 38.8 Single,Clear S 2.0 10.0 72.0 3.55 1.01 256.9 Single,Clear S 2.0 11.0 40.0 3.55 1.00 142.1 Single,Clear S 2.0 3.0 24.0 3.55 1.22 103.5 Single,Clear S 1.0 2.0 6.0 3.55 1.13 24.1 Single,Clear S 2.0 9.0 72.0 3.55 1.01 258.4 Single,Clear S 2.0 11.0 40.0 3.55 1.00 142.1 Single,Clear S 2.0 3.0 9.0 3.55 1.22 36.8 Single,Clear SW 4.0 7.0 24.0 4.09 1.06 103.8 Single,Clear E 2.0 5.0 24.0 3.76 1.04 93.4 Single,Clear E 3.0 4.0 6.0 3.76 1.08 24.3 Single,Clear W 2.0 9.0 17.0 4.47 1.00 75.8 Single,Clear W 2.0 6.0 12.0 4.47 1.00 53.6 Single,Clear W 2.0 7.0 18.0 4.47 1.00 80.3 As-Built Total: 535.0 2153.4 WALL TYPES Area X BWPM = Points Type R-Value ;AFV:)( WPM = Points• •• Adajcent 355.0 0.5 177.5 Concrete,Int Insul,Adjacent 4.2 •3.55.0 0.044.0 35 6�2• Exterior 1694.0 0.60 1016.4 Concrete,Int Insul,Exterior 4.2 1694.0 1.02 •• 1%7.1 Base Total: 2049.0 1193.9 As-Built Total: 2#49.0f • 1584.1 DOOR TYPES Area X BWPM = Points Type Area X WPM = Pdiry • Adjacent 18.0 1.30 23.4 Adjacent Wood : 18.00 1.S6 •• `34 2 • Exterior 0.0 0.00 0.0 • • • Base Total: 18.0 23.4 As-Built Total: •.1$A •.•• .34,2 CEILING TYPESArea X BWPM = Points Type R-Value �11Ea.�( 44 0•1 Poinfs Under Attic 3520.0 0.10 352.0 Under Attic 19.0 •3520.0 0.30 1066.0 • Base Total: 3520.0 352.0 As-Built Total: 3520.0 1056.0 FORM 60OA-97 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: 5990 S.W. 87 ST, SOUTH MIAMI, FL, PERMIT#: BASE AS-BUILT FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 289.0(p) -2.1 -606.9 Slab-On-Grade Edge Insulation 0.0 289.0(p) -2.10 -606.9 Raised 0.0 0.00 0.0 Base Total: -606.9 As-Built Total: -606.9 INFILTRATION Area X BWPM = Points Area X WPM = Points 3520.0 -0.06 -211.2 3520.0 -0.06 -211.2 Winter Base Points: 2033.9 Winter As-Built Points: 4309.6 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points 4309.6 0.500 1.003 1.000 1.000 2160.3 4309.6 0.500 1.003 1.000 1.000 2160.3 2033.9 1.0900 2216.9 4309.6 1.00 1.003 1.000 1.000 4320.6 • 9999.. . . .. . 9999 9999 9999 . 9999 9999 .. 9000.. . 9999.. 9999 .. . • .. . 9999.. 9999 9999.. 9999.. • 9999• • 9999 9999 9999 . . 9999. FORM 60OA-97 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: 5990 S.W. 87 ST, SOUTH MIAMI, FL, PERMIT#: BASE AS-BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 3 2370.00 7110.0 40.0 0.89 3 050 2342.38 1.00 3513.6 40.0 0.89 3 0.50 2342.38 1.00 3513.6 As-Built Total: 7027.1 CODE COMPLIANCE STATUS BASE AS-BUILT Cooling + Heating + Hot Water = Total Cooling + Heating + Hot Water = Total Points Points Points Points Points Points Points Points 36262.7 2216.9 7110.0 45589.7 26411.1 4320.6 7027.1 37758.9 E ASS 0000.• . . . 04 THESTg�c i i 0000 0000 i �' _ - O 000'0• 0000 0000 Cq Ilii ,FS .��`�`�"� 0000 • • � 0000 • • 0000 0000•• • 0000•• Q0 we, • 1T-v 0000 .. . •. . • • • .. 0000.. • • • . .0000 0000 . • •0004• 0000 0000 • .00• • 06 • 4006 0000 • • 0 •000• FORM 60OA-97 Code Compliance Checklist Residential Whole Building Performance Method A - Details [ADDRESS: 5990 S.W. 87 ST, SOUTH MIAMI, FL, PERMIT#: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows&Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft.window area;.5 cfm/s .ft.door area. Exterior&Adjacent Walls. 606.1.ABC.1.2.1 Caulk,gasket,weatherstrip or seal between:windows/doors&frames,surrounding wall; foundation&wall sole or sill plate;joints between exterior wall panels at comers;utility penetrations;between wall panels&top/bottom plates;between walls and floor. EXCEPTION:Frame walls where a continuous infiltration barrier is installed that extends sealed to,the foundation to the top plate. Floors 6D6.1.ABC.1.2.2 Penetrations/openings>1/8"sealed unless backed by truss or joint members. EXCEPTION:Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter penetrations and seams.__—_ Ceilings 6D6.1.ABC.1.2.3 Between walls&ceilings;penetrations of ceiling plane of top floor;around shafts,chases, soffits,chimneys,cabinets sealed to continuous air barrier;gaps in gyp board&top plate; / attic access.EXCEPTION:Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations,sealed;or Type IC or non-IC rated,installed inside a sealed box with 1/2"clearance&a'from insulation;or Type IC rated with<2.0 cfm from conditioned spa,-e,tested. Multi-story Houses 606.1.ABC.1.2.5 _Air barrier onyerimeter of floor cavity between floors. Additional Infiltration reqts 6D6.1.ABC.1.3 Exhaust fans vented to outdoors,dampers;combustion space heaters comply with NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES must be met or exceeded by all residences. - COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12.Switch or clearly marked circuit breaker(electric or cutoff as must be rovided.External or built-in heat tra re wired. ti Swimming Pools&Spas 612.1 Spas&heated pools must have covers(except solar heated).Non-commercial pools must have a pump timer.Gas spa&pool heaters must have a minimum thermal • _efficiency of 780 •a—�� Shower heads 612.1 _ Water flow must be restricted to no more than 2.5 gallonss er min ite apPSIG. •••• •. Air Distribution Systems 610.1 All ducts,fittings,mechanical equipment and plenum chambers st;ll¢A qtchanictuy9.•• •• attached,sealed,insulated,and installed in accordance with the cleria of Section 610.••• • Ducts in unconditioned attics:R-6 min,insulation. , • •••• • • HVA_C Controls 607.1 Separate readily accessible manual or automatic thermostat for eaoe system. • •--•- - Insulation 6D4.1,602.1 Ceilings-Min.R-19.Common walls-Frame R-11 or CBS R-3 both sides. •• ;.•.:. • Common ceiling&floors R-11. • •09 9• • , • • • • •. • 9909•. • 999• :9000: 999..• 9909 • � • 9999 ••�.•• • • • • . • 999• 99.9• • • •9•. ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* =86.3 The higher the score,the more efficient the home. MR.BYRNE, 5990 S.W. 87 ST, SOUTH MIAMI, FL, 1. New constriction or existing Addition - 12. Cooling systems 2. Single family or multi-family Single family - a. Central Unit Cap:48.0 kBtu/hr _ 3. Number of units,if multi-family I _ SEER: 12.00 _ 4. Number of Bedrooms 3 _ b. Central Unit Cap:48.0 k13tu/hr 5. Is this a worst case? No - SEER: 12.00 _ 6. Conditioned floor area(fl') 3520 fl' c. N/A _ 7. Glass area&type _ a. Clear-single pane 535.0 fl' - 13. Healing systems b. Clear-double pane 0.0 fl' - a. Electric Strip Cap:34.0 kBtu/hr _ c. Tint/other SC/SHGC-single pane 0.0 fl' - COP:1.00 _ d.Tint/other SC/Sl IGC-double pane 0.0 fl' b. Electric Strip Cap:34.0 kBtu/hr _ 8. Floor types - COP: 1.00 _ a. Slab-On-Grade Edge Insulation R=0.0,289.0(p)fl _ c. N/A b.N/A _ c. N/A 14. I lot water systems 9. Wall types _ a. Electric Resistance Cap:40.0 gallons _ a. Concrete,Int Insul,Adjacent R=4.2,355.0 11' - EF:0.89 _ b. Concrete,Int Insul,Exterior R=4.2, 1694.0 t1' _ b. Electric Resistance Cap:40.0 gallons _ c. N/A EF:0.89 _ d.N/A _ c. Conservation credits _ e. N/A (I-IR-1Ieat recovery,Solar 10. Ceiling types _ DIP-Dedicated heat pump) I a. Under Attic R=19.0,3520.0 fl' _ 15. I-IVAC credits _ b. N/A _ (CF-Ceiling fan,CV-Cross ventilation, c. N/A HF-Whole house fan, •• ••• 11. Ducts _ PT-Programmable Thermostat, ;";'; • • • a. Sup:Unc. Ret:Con. AH:Interior Sup.R=6.0,25.0 11 _ RB-Attic radiant barrier, ; ; ; •••• .. . .... • b. Sup:Unc. Ret:Con. All:Interior Sup.R-6.0,25.0 ft MZ-C-Multizone cooling, • ••�• MZ-1I-Multizone heating) •• ...• I certify that this home has complied with the Florida Energy Efficiency Code For Building •• ••• ...... Construction through the above energy saving features which will be installed(or exceeded) T1us •• in this home before final inspection. Otherwise, a new EPL Display Card will be completed ;•••• �� =F �o,� ••• • based on installed Code compliant features. •• "�� ' ;= ; Builder Signature: Date: Address of New Home: City/FL Zip: •••• •f`t'eoo ��`'� ..:..' WE *NOTE. The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. Ifyour score is 80 or greater(or 86 for a US EPA/DOE Energy&J' designation), your home may qualify for energy efficiency mortgage(ELM)incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 4071638-1492 or see the Energy Gauge web site at tinvwfsee.uef edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of ConununityAJ)airs at 8501487-1824. RESIDEMTIAL III-.;A'I' GAIN / HEAT LU66 UALUULAI-LUN (BASED ON A.C.C.A. MANUAL J - SEVENTH EDITION (c) 1986 by A.C.C.A. ) ---------------------------------------------------------------------------------------- Project ADDITION TO BYRNE (Prepared by: Address 5990 S.W. 87 ST IGUERRERO/GONZALEZ ENG. City SOUTH MIAMI 14300 SW 73 AVE ST.107A State/Zip FL NULL (MIAMI, FL. 33155 Owner MR.BYRNE ITEL:305-262-3944 Builder NULL IFAX:305-262-8211 HVAC Contr Iemail:GGENG @ACCESSPRO.NET --------------------------------------------------------------------------------------------- Cond Floor Area = 3520 (Total Glass Area = 599 Conditioned Floor Area to Total Glass Area Ratio = 17& ---------------------------------------------------------------------------------- , * USA Climatic Conditions & Design Conditions * ------------------------------------------------------------------------------- Geographical Location I Maimi AP, Florida North Latitude / Elevation 125° 9Ft. Above Sea Level Outdoor Winter Dry Bulb 148' Indoor Winter Dry Bulb 170' Winter Temperature Diff. (wTd) 1 220 Outdoor Summer Dry Bulb 1 890 Outdoor Summer Wet Bulb 177° Outdoor Summer Hum. Ratio Gr/Lb 149 Indoor Summer Relaltive Hum. 150% Indoor Summer Design Gr/Lb. 156 Indoor Summer Dry Bulb 174° Summer Temperature Diff. (sTd) i 150 Summer Daily Range 115° (Low Deviation) ------------------------------------------------------------------------------ * HEATING SUMMARY * DJBYRNE.ENB * COOLING SUMMARY * ---------------------------------------------------------------------------- SUBTOTAL 75628.2 I STRUCTURE SENSIBLE = 51198.7 OCCUPANTS + 1800.0 I APPLIANCES + 1200.0 I SUBTOTAL SENSIBLE = 54198.7 DUCT LOSS + 3781.4 I DUCT GAIN + 5419.9 TOTAL LOSS = 79409.6 I TOTAL SENSIBLE = 59618.6 MECHANICAL VENT.- 50 CFM = 1210.0 I MECHANICAL VENT.- 50 CFM = 825.0 I TEMP.SWING 3.0°@ 95° x 1.0 MINIMUM EQUIPMENT LOSS = 80619.6 I MINIMUM EQUIPMENT SENSIBLE = 60443.6 ------------------------------------------- .20% OVERSIZE LOSS = 16123.9 i 20% OVERSIZE SENSIBLE = 12088.7 EQUIPMENT LOSS + 80619.6 1 EQUIPMENT SENSIBLE + 60443.6 MAXIMUM EQUIPMENT LOSS = 96743.5 I MAXIMUM EQUIPMENT SENSIBLE = 725.32,7: ------------- ------- «�•�------------- . -�-� ------------------------------------------------I-TOTAL LATENT ( • "•• 368. 1.1 I EQUIPMENT SENSIBLE ••'•'• +•��• 60A•4•S*6 I EQT.SENSIBLE + LATENT 97Z305-4 __ z---------- ---------- -----=-------------------------------------------------------.. * AIR FLOW FACTORS * : •• ------ ------------=---•�----�...---.--------- -------- ---- • 0000.. HEATING FACTOR (BTUH/CFM) = 20.0 l COOLING FACTOR (BTUHrCFM) HEATING CFM = 4031.0 I COOLING CFM �••••� ��•�• -4432!5 - 0.0.00 ------------ ------------- • ------------------------------------- ---------- * --s�a wG SGNa I�uLz * EQUIPMENT SELECTION X000 0000.0 -----------------------=--------W---�---- �---+ I 000.00 0000 • EQT. MANUF SENSIBLE CLG CU MOD # I LATENT CLG .••• . (B7:IH AHU MOD # I TOTAL CLG HEATING INPUT (BTUH) I TONAGE - HEATING OUTPUT (BTUH) I (S) EER HEATING CFM (BTUH) I COOLING CFM AFUE/HSPF I TYPE Summary Energy Code Results Residential Whole Building Performance Method A MR.BYRNE .Project Title: Class 3 Rating 5990 S.W. 87 ST ADDITION TO BYRNE Registration No. 0 SOUTH MIAMI, FL Climate: South 04/04/2000 Building Loads Base As-Built Summer: 1.0186E5 poi tsSummer: 96187 points Winter: 2034 points Winter: 4310 points Hot Water: 6257 points Hot Water: 6257 points Total: 110152 point4 Total: 106753 points Energy Use Base As-Built Cooling: 36263 points Cooling: 26411.PQ..nts ' . . Heating: 2217 points Heating: 4321 pU* fits :'••': e • • • Hot Water: 7110 points Hot Water: 7027 Ports . • Total: 45590 points Total: 37759 1Y61pts •: •:• ..•.�• PASS e-Ratio: 0.83 RESIDENTIAL HEAT GA114 / IILAT LOSS IALUULtu1U14 (BASED ON A.C.C.A. MANUAL J - SEVENTH EDITION (c) 1986 by A.C.C.A. ) ------------------------------------------------------------------------------------- Project ADDITION TO BYRNE (Prepared by: Address 5990 S.W. 87 ST IGUERRERO/GONZALEZ ENG. City SOUTH MIAMI 14300 SW 73 AVE ST.107A State/Zip FL NULL (MIAMI, FL. 33155 Owner MR.BYRNE ITEL:305-262-3944 Builder NULL IFAX:305-262-8211 HVAC Contr Iemail:GGENG @ACCESSPRO.NET -------------------------------------•--------------------------------------- Cond Floor Area = 3520 (Total Glass Area = 599 Conditioned Floor Area to Total Glass Area Ratio = 17% -------------------------------------------------------------------------- * USA Climatic Conditions & Design Conditions ----------------------------------------------------------------------- Geographical Location I Maimi AP, Florida North Latitude / Elevation 125° 9Ft. Above Sea Level Outdoor Winter Dry Bulb i 480 Indoor Winter Dry Bulb 1700 Winter Temperature Diff. (wTd) i 220 Outdoor Summer Dry Bulb 1890 Outdoor Summer Wet Bulb 1770 Outdoor Summer Hum. Ratio Gr/Lb 1 . 49 Indoor Summer Relaltive Hum. 1 50% Indoor Summer Design Gr/Lb. 1 56 Indoor Summer Dry Bulb 1 740 Summer Temperature Diff. (sTd) 1 150 Summer Daily Range 115° (Low Deviation) -----------=-------------------------------------------------------- * HEATING SUMMARY * DJBYRNE.ENB * COOLING SUMMARY * --------------------- --------------- 'SUBTOTAL 75628.2 I STRUCTURE SENSIBLE = 51198.7 OCCUPANTS + 1800.0 1 APPLIANCES + 1200.0 1 SUBTOTAL SENSIBLE = 54198.7 DUCT LOSS + 3781.4 I DUCT GAIN + 5419.9 TOTAL LOSS = 79409.6 I TOTAL SENSIBLE 59618.6 MECHANICAL VENT.- 50 CFM = 1210.0 I MECHANICAL VENT.- 50 CFM = 825.0 1 TEMP.SWING 3.0°@ 95° x 1.0 MINIMUM EQUIPMENT LOSS = 80619.6 I MINIMUM EQUIPMENT SENSIBLE = 60443.6 ------------------------------------------- 20$ OVERSIZE LOSS = 16123.9 120% OVERSIZE SENSIBLE = 12088.7 EQUIPMENT LOSS + 80619.6 I EQUIPMENT SENSIBLE + 6Q443:$ MAXIMUM EQUIPMENT LOSS = 96743.5 I MAXIMUM EQUIPMENT SEOaIBLE = 72532.3 ------------------------------------- • • • I TOTAL LATENT •• " 3 r48 6i'A EQUIPMENT SENSIBLE +;•'" 61443.$ I EQT.SENSIBLE + LATENT% """ 97365 0 • --------------------------- - '--a-------''----------- * AIR FLOW FACTORS * ' •• :•�••• ------------------------- ----------------- ------- ••-- HEATING FACTOR (BTUH/CFM) = 20.0 I COOLING FACTOR (BTUH)1C?MJ :"•". 13.6 4031.0 I COOLING CFM " • :• n•t HEATING CFM = • ' • • • ------------------._---- -- .i-------------i----•- s>r SGH D .:F ...... * EQUIPMENT SELECTION * • • " ------------------------ ---- EQT. MANUF I SENSIBLE CLG • " B$UHJ CU MOD (# I LATENT CLG """• •• TOTAL CLG " _ AHU .MOD # • HEATING INPUT (BTUH) I TONAGE HEATING OUTPUT (BTUH) I (S) EER HEATING CFM (BTUH) I COOLING CFM 'AFUE/HSPF I TYPE I Procedure A Winter Infiltration HTM ) 1------------------------------------------------------- I I '1. Winter Infiltration CFM Envelope Evaluation 02 (Good/Average) I I -1 Air'Changes per hour x 105600 Cubic ft. x .0167 = 1763.5 CFM I 1 1 2. Winter Infiltration Btuh I I 1.1 x 1763.5 CFM x 22 Degrees Winter TD = 42677.2 BTUH i I I i 3. Winter Infiltration HTM I I 42677.2 Btuh / 599 Sq.Ft of total Glass & Door areas = 71.2 HTM I I I I I I Procedure B Summer Infiltration HTM I -------------------------------------------------------------------------------=-----------I ( 1. Summer Infiltration CFM Envelope Evaluation #2 (Good/Average) I 1 .5 Air Changes per hour x 105600 Cubic ft. x .0167 = 881.8 CFM I I I 12. Summer Infiltration Btuh ( 1.1 x 881.8 CFM x 15 Degrees Summer TD = 14549.0 BTUH I I 1 34 Summer Infiltration HTM I 14549 Btuh / 599 Sq.Ft of total Glass & Door areas = 24.3 HTM I I i i I Procedure C Latent Infiltration -------------------------------------------------------------------------------------------I I 0.68 x 56 grains difference @ 50 RH x 881.8 CFM 33577.4 BTUH I i I Procedure D Equipment Sizing I 1------------------------------------------------------------------------------------- 11. Sensible Sizing Load I i I Sensible Ventilation Load I _ 1.1 x 50 VENT CFM x 15 Degrees Summer TD = 825.0 BTUH i I _ Sensible Load for Structure + 59618.6 BTUH 1 I Sum of Ventilation & Structure Loads = 60443.6 BTUH i I Rating & .Temperature Swing Multiplier (3.0°@ 95°) x 1.0 RSM I I� Equipment Sizing Load - Sensible = 60443.6 BT14H j 12. Latent Sizing Load • I� .. . .... ... I Latent Ventilation Load • I' I 0.68 x 50 VENT CFM x 56 differance I Internal Loads = 230 Btuh x 6 people 138.0.0 BTJJH I I Infiltration Load from Procedure C I. 3,3574.9 BTUH I I Equipment Sizing Load - Latent _ �• 3MM BTUIi r+ I .. • •I . . . • • . . 0 , .••. • • ,,,,, S.C.= Single Clear S.T. = Single Tint I S.R. = Single Reflective D.C.= Double Clear D.T. = Double Tint I D.R. = Double Reflective T.C.= Triple Clear T.T. = Triple Tint T.R. = Triple Reflective. Shdg= Shading I Ovhg = Overhang Btm = Bottom I Hgt = Height I Sc = Shading Coefficient * Inside Shading N.S.= No shades D/B = Drapes or Blinds I R.S. = Roller Shades * Other -k Whtm = Winter Heat Transfer Multiplier I Shtm = Summer Heat Transfer Multiplier Infiltration Vs: 1. .Sub Standard/Poor 12. .Standard ( 3. .Better 14. .Excellent _____________ Building Componet Heat Loss & Gain Calculations ----------------------------- )ir. Ext.Shdg Type Shdg OvHg Botm Hgt Sc Area Whtm Loss/Btuh Shtm Gain/Btuh J -No Shdg Fctr S.C. N.S. 2.0 5.0 n/a 1.0 72.0 .25.4 1828.8 27.0 1944.0 4 -No Shdg Fctr S.C. N.S. 5.0 8.0 n/a 1.0 20.0 25.4 508.0 27.0 540.0 4 -No Shdg Fctr S.C. N.S. 2.0 3.0 n/a 1.0 12.0 25.4 304.8 27.0 324.0 4 -No Shdg Fctr S.C. N.S. 1.0 2.0 n/a 1.0 4.0 .25.4 101.6 27.0 108.0 5 -All Shaded S.C. N.S. 2.0 8.0 7.0 1.0 18:0 25.4 457.2 27.0 486.0 5 -All Shaded S.C. N.S. 2.0 7.0 6.0 1.0 36.0 25.4 914.4 27.0 972.0 5 -All Shaded S.C. N.S. 240 3.0 2.0 1.0 9.0 25.4 228.6 27.0 --243.0 5 -All Shaded S.C. N.S. 2.0 10.0 7.8 1.0 72.0 25.4 1828.8 27.0 1944.0 5 -All Shaded S.C. N.S. 2.0 11.0 7.2 1.0 40.0 25.4 1016.0 27.0 1080.0 5 -All Shaded S.C. N.S. 2.0 3.0 2.0 1.0 24.0 25.4 609.6 27.0 648.0 5 -All Shaded S.C. N.S. 1.0 2.0 1.0 1.0 6.0 25.4 152.4 27.0 162.0 5 -All Shaded S.C. N.S. 2.0 9.0 8.3 1.0 72.0 25.4 1828.8 27.0 1944.0 5 -All Shaded S.C. N.S. 2.0 11.0 7.2 1.0 40.0 25.4 1016.0 27.0 1080.0 5 -All Shaded S.C. N.S. 2.0 3.0 2.0 1.0 9.0 25.4 228.6 27.0 243.0 Sw-All Shaded S.C. N.S. 4.0 7.0 6. 1 1.0 24.0 25.4 609.6 27.0 648.0 --------------------------------------------------------------------------------------------- E -Shaded Area S.C. N.S. 2.0 5.0 4.0 1.0 5.9 27.0 159.3 E -Solar Area S.C. N.S. 2.0 5.0 4 .0 1.0 18.1 85.0 1538.5 E -Total Area S.C. N.S. 2.0 5.0 4.0 1.0 24.0 25.4 609.6 --------------------------------------------------------------------------------------------- E -Shaded Area S.C. N.S. 3.0 4.0 3.1 1.0 3.6 27.0 97.2 E -Solar Area S.C. N.S. 3.0 4.0 3. 1 1.0 2.4 85.0 204.0 E -Total Area S.C. N.S. 3.0 4.0 3.1 1.0 6.0 25.4 152.4 --------------------------------------------------------------------------------------------- W -Shaded Area S.C. N.S. 2.0 9.0 8.3 1.0 1.9 27.0 51.3 W -solar Area S.C. N.S. 2.0 9.0 8.3 1.0 15.1 85.0 1283.5 W =Total Area S.C. N.S. 2.0 9.0 8.3 1.0 17.0 25.4 431.8 ---------------------------------------------------=----------------------------------------- • -Shaded Area S.C. N.S. 2.0 6.0 5.0 1.0 2.4 27.0 64.8 • =Solar Area S.C. N.S. 2.0 6.0 5.0 1.0 9.6 85.0 816.0 . • -Total Area S.C. N.S. 2.0 6.0 5.0 1.0 12.0 25.4 304.8 • • • ----`--------------------------- - .._....__ ______ • • ' • -Shaded Area S.C. N.S. 2.0 7.0 6.0 1.0 3.0 . 27.0 ••x••• 81•• • • -Solar Area S.C. N.S. 2.0 7.0 6.0 1.0 15.0 85.0 0000127 .0 . • -Total Area S.C. N.S. 2.0 7.0 6.0 1.0 18.0 25.4 457.12 • •.. ' -------------------------------------------------------------------------' .... .. �r--y------------- - • -Shaded Area S.C. N.S. 1.0 4 .0 3.0 1.0 3.4 : '. 17.0 � 91.8 • -Solar Area S.C: N.S. 1.0 4.0 3.0 1.0 60.6 •95.0 •••`•515]...4,.. • -Total Area S.C. N.S. 1.0 4 .0 3.0 1.0 64.0 25.4 1625.E ' --------= ...n .. . • Glass Infiltration: 599.0 69.2 41450.E 13.6 14136..4 Glass Sub Totals: 599.0 56665.4 000037314a..; ----------------------------------------- --------=------- Componet Type Exposure R-Value Area Whtm Loss/Btut'"-4htm din/Btu... ----------------------------------------------------------------------- ------------------------------------------------------------------------- . N/W C.B. - Int Insul Adjacent 4.2 355.0 4.0 1420.0••• 2 7 ��• 958.5;..• N/W C.B. - Int Insul Exterior 4.2 1694.0 4.0 6776.6 2.7 457348 Solid Core/Wood Adjacent n/a 18.0 8.5 153.0 10.1 181.8 Door Infiltration: 18.0 69.2 1245.6 23.6 424.8 Slab on Grade 0 289.0 17.8 5144.2 0 0 Under Attic 19.0 3520.0 1.2 4224.0 2.2 7744.0 This,•.•safety.:alert_symbol 1s,;used .to ,attract .your. DANGER A DANGER designates'a condition: atteripon! PERSONACSAFETYISINVOLVED! When 3 where failuretofollowFinstructionsorheetiwarn You see this symbol BECOME:ALERT HEEDdTS ing will most;hkely'r,`esult in serious personal MESSAGE 4, X p,injury or death;or damage to structures CAUTION A :CAUTION identifies safe operating � WARNING A WARNING describes a condition;: %practicet..6r�.-indicates unsafe conditions that:cott1ti; 3 ltvher efailuretofoilow lnstructionscouidresulfin'' _result Impersonal injury::or damage tokstructiies., " _severe:persoral injury or damageaostructures HIB-91 Summ Sht y a ``�� COMMENTARY and RECOMiMEN1DAT( 1S for HANDLING, INSTALLWNG &;BRACING METAL TRUSS PLATE INSTITUTE ' 583 D'Onofrio Dr.,Suite 200 PLATE CONNE 7TED WOO6?JSSES© Madison,Wisconsin 53719 fir' r ! (608)833-5900 < E.. It is the responsibility p✓the bur/der tzuildi q contractor, licensed contractor, but must,due to the nature of responsibilities involved,be presented as a guide erector or erection cont46'torto.4),r6p6W,han nd install metal plate connected forthe use of a qualified building designer,builder,or erection contractor.Thus, wood trusses to prote&Ji(ean.d propert"TFie 'hstaller must exercise the same high the Truss Plate Institute,Inc.expressly disclaims any responsibility for damages degree of safety awarehess',;a' it h'+any other structural material. TPI does not arising from the use, application or reliance on the recommendations and intend these recommendations to`_,'interpreted as superior to the project information contained herein by building designers, builders, installers, and Architect's or Engineer's desig specification for handling,installing and bracing others. Copyright © by Truss Plate Institute, Inc. All rights reserved. This wood trusses for a particular roo orfloor.These recommendations are based upon document or any�'part thereof must not be reproduced in any form without the the collective experience of leading technical personnel inthewoodtruss industry, written permission of the publisher. Printed in the United States of America. AUTIOnebguilder,buildii]g°co racQrtce sed'` s 'z C UTION Iitem�orar braang should rbe no � � contrac#orerectorgor�e`rect �contrac or stl= es ha �` tarked lumber Alliconnec- �a . is x! o ta_in and relheehtire ookle •Com fo s�shb b`ema ew tai minimum of 2'i"lid r�a'tls: e to ndrRec—Mm ntlat o or�liandlfn n= s s ss a center or less 11 t lU racing Me a ate on ectellNoo sses� out nec r e e�t e c . , k 9 • s es 1B 91 a�the s gate nstttute _ of ancewtth des .h. rawin rigs i lallatu i Y-2aXkYd. ec a•.1-s7.., x,.e...-s^ ' _ MSSa'r.GCm aEE•�s$,sC Nti.:?seF°. ._,L°r3T! '1s143i'.2n .5 ..'SS.5,-c 7 ._ TRUSS STORAGE • .. LAVA B outiRN be unloaded'o _cram or F ;•••• �uri�ve rta es is ;could}g a, cause damage of e .russ << ..... • 81-10, Trusses stored horizontally should be Trusses stored vertically should be supported on blocking. braced to prevent toppling or tipping. RNING�Do not break bad dmg until installa' r DANGER Do snot store bundles uprightkuniess ,� tio'�n _gins or hft b�ntlietl trusses by the bands:: ;��properly�braced�� .:` „-_.. »'.a '-Y:.•.-...t:�+:."rsrrL'.�cLu.-«�. �_._:. ..... :;"zi5c.t...h.� ,.�:... __,>_. .z.. 'tG.,.,�..ceL:,a§v._.,.^ YarK,r .5''?� a -tw•Ir .s.,r `- .i Ys ' -� 2. F DANGER Walking$on trusses which are ty ng z.- x n t �'' 7 f`-� + -'•^z t- 1; rj ''sw ts< ,s r.ty c �ri s c nsa w 4 P _ WARNINGDo not use, `ama ',f-O',usses fflatisextremetytlangerous�ndshouidbesctl' 'r^ I > �, ��h;'v 4z3�3 a 9•F' 4 � �..��i ..,�, �,�_M�a.s.•r.��>,<r� _ '�. b.r•�... � �,.�, .�..:��>rnhifite��; �.��. ;.�>~ f`r�mn i ,2 Th TOP CHORD \�3 or Al' 9 TOP CHORD DIAGONAL BRACE ,,greater MINIMUM LATERAL BRACE SPACING (DBS) SPAN PITCH SPACING LB ( S) (#trusses] \ SP DF SPF HF \ \ Z,9 U to 24' 3112 8' 17 12 \ / Over 24'-42' ---3/12 7' 10 6 Over 42'-54' 3/12 6' 6 4 Over 54' See a re istered professional engineer DF-Douglas Fir-Larch SP-Southern Pine o• HF-Hem-Fir SPF-Spruce-Pine-Fir 65 ti All lateral braces \ lapped at least 2 trusses. Diagonal brace �£ also required on \ end verticals. \ Continuous Top Chord �� \ \ r.. •a Lateral Brace \ Required f 10'or Greater • • • '-mss: • . • • • -' Attachment NtONLTRUS+S'' •• Required t' • WPNING; allure o oll w.tles `r so t�at� s Co inu �vrper'sn"ai�n ury`oF a ac,e sses tii dings: x • •••••• INSTALLATION TOLERANCES BOW • .w•• . Length • •••• ••••e• L(in) • • • • • • • • •••• ••• ..... ...... . n). ...... . ..... ......... . .............. '••;•• PLUMB �D(i D/50 D(fi) ' i 12" 1/4" 1 Lesser of' 24" 112" 2' L/200 or 2" 36" 3/4" 3' 48" 1" 4' 60" 1-1/4" 5' L(in) L(in) i 72" 1-1/22" 6' 4' 7' Truss 10 2 8 I Depth 108" 2,. 9 ..........:::::::::::::: ::.t::::::::::::::::::........ .....................:..:.:......:...................... O(in) Lesser of i Lesser of L/200 or 2" D/50 or 2" L(in) L/200 L(ft) L(in) L/200 L(ft)Maximum Plumb 50" 1/4" 4.2' 200" Misplacement Line 100" 1/2" 8.3' 250" 150" 3/4" 12.5' 300" OUT-OF-PLUMB INSTALLATION TOLERANCES. OUT-OF-PLANE INSTALLATION TOLERANCES. NGER Under noc(rcumstarices should ��' � � WA rNING�Do not trusses °� � f' • a£r�k� f� �r h..�.�,�„ r y p�n� constructio 1"atlsofanydescriptionbeplaced. F 4 ,1 3 t vr✓?t Ki Fi ' y q�y azF�}z�.� � �tt kR i 4 �w ti .r�. 7.�• .,.on unbraced#russe . s . Frame 6 12 TOP CHORD \�3 or e T COP CHORD DIAGONAL BRACE greater MINIMUM LATERAL BRACE' SPACING (DBS) SPAN PITCH SPACING(LBS) '[#trusses] ! a" SP DF SPF HF /<B/ U to 24' 3/1 2 8' 17 12 Over 24'-42' 3/12 7' 10 6 Over 42'-54' 3/12 6' 6 4 \ ' Over 54' See a registered professional engineer � DF-Douglas Fir-Larch SP-Southern Pine � HF-Hem-Fir SPF-Spruce-Pine-Fir 5 o' 4t All lateral braces lapped at least 2 trusses. Diagonal brace also required on f -- end verticals. Continuous Top Chord Lateral Brace Required / . 10'or Greater - � Attachment M'ONC3IRUS�S°": •� - = Required ' . .. . ,�m� NING; flare o'oilow= t ese� o dafi ns could result in= � F ��v re personal.�n ury oF� ama o�sses �tngs. �� _K�� • • •-•••• INSTALLATION TOLERANCES BOW . •. . ° :••.•: •••• . Length • • • • • • • • • • *000 goo °••.•• PLUMB wD(in) D/50 D(f) w 12" 1/4" 1' 1 Lesser of 24" 1/2" 2' U200 or 2" 36" 3/4" 3' 48" V 4 i 60" 1-1/4" _ 5' L(in) �" L(in) i 72" 1-1/2" 6' 84" 1-3/4" 7' Truss 96" 2" 8' Depth 1 108" 2„ 9. ...........................�:::::::::::::: .......... ................... D(in) � Lesser of Lesser of L/200 or 2" i D/50 or 2" L(in) U200 L(ft) L(in) L7200 L(ft) Maximum plumb 50" 1 4" 4.2' 200" 1" 16.7' Misplacement Line 100" 1 2" 8.3' 250" 1-1/4" 20.8' 150" 3/4" 12.5' 300" 1-1/2" 25.0' OUT-OF-PLUMB INSTALLATION TOLERANCES. OUT-OF-PLANE INSTALLATION TOLERANCES. - � r�� , � � X= � �"' DANGER• 1 Under nocircumstances should �WAFNING Do�notucuttrusses� A_ trusses � �; Frame 6 rThis;safety.alert is used .to;.attract your DANGER A-DANGER;':designates a,eondltion attentlonl PERSONAL SAFETY IS 1NVOLVEDI When where failure to followinstructions or heed warn you see4his symbol BECOME�ALERI HEE 1TS s:x ti � ing.will^mostatkely.result an serious personal :MESSAGE ' ;- C a�ainjury:or deathor damage to structures?I CAUTION :;A:CAUTION;ldentifies,safe ;operating = WARNING -A•WARNINGdescribes-a-condltI6 practices or indicates unsafe conditions that could.. wherefalluretofollowinstructionscouldresult in" .result in erso M` 4� �. _ . p , ., nal injury or damage to,<structures. severe.personalrinjury or damage to structures: H I B-91 Summa.- r AS ht; 4 COMMENTARY and RECOMME.,AT.f%-S for HANDLING, INSTALLING &BRACING METAL TRUSS PLATE INSTITUTE 583 D'Onofrio Dr.,Suite 200 PLATE CONNED TEDIIUOOD. Ti1SSES© Madison,Wisconsin 53719 , "�; }• 4 608 833-5900 It is the responsibility,orthe builder, burldin ',contractor, licensed contractor, but must,due to the nature of responsibilities involved,be presented as a guide erector or erection cotlMd torio.propMyhandle and install metal plate connected forthe use of a qualified building designer,builder,or erection contractor.Thus, wood trusses to protect 1#eand p'ropeit'The installer must exercise the same high the Truss Plate Institute,Inc.expressly disclaims any responsibility for damages degree of safety awareness'as'wiih'any other structural material. TPI does not arising from the use, application or reliance on the recommendations and intend these recommendations to b`e'interpreted as superior to the project information contained herein by building designers, builders, installers, and Architect's or Engineer's design specification for handling,installing and bracing others. Copyright © by Truss Plate Institute, Inc. All rights reserved. This wood trusses for a particular rom,'-orfloor.These recommendations are based upon document or any part thereof must not be reproduced in any form without the the collective experience of leading technical personnel inthewoodtruss industry, written permission of the publisher. Printed in the United States of America. Z °AUK 10 ebull( M bulldra a9ntraC QC fffcensell`` # a g ry C U7lON jAli;temporaryabracing should be no contractor erector or erection:contractorx s � es Atha 4, iade arKedlumber AII`connec- 4 - t .,a r`r`•TS'PS.x� '.L&'"w _ y"� �yi-, • -E %t� a"3.��w;'a �. hr.• ;.- i.. z ise! o tam and rea he.'gtiretbookle Cow io s hs a§#i jna thMnimum of 2 a 6d rialis: . >1Er ° '•�.y a nd�ecomm .ndatio" s of Hanrhin s s ssy s Ott centeror lessT Xll u I Ar � .. � f lU S_cm �Me a ate on ectelWoo sses out tSec �,c ogethe it3•- "q` g 3'0�^ e- sesto., ie ss atetituter o ance:withtle, n. raw�ingsprrorto"nllar . J'.`.r -�.>�. vc,r �t;z. _ �axas..x�•f��r..e�vs�;xlrr- c�et�.ekr: �.Y,. �. _.cseze. % • • • • • • TRUSS STORAGE • .. Ou'rc W6 •• Y . 3 �v=sr 3 � Abe-,unloa e- o � `erraTn or y • � , i �••••� ,une e ,a e`s h c �could4 • w i 8'-10' 8'-10' /% ) Trusses stored horizontally should be Trusses stored vertically should be supported on blocking. braced to prevent toppling or tipping. �� ` RNING D tot break ban ng unti�'installa _ DANGER Do not sfore bundles upright unless �3 ? Year din tiorii ;egins'or lift brnciled trsses by the bands properly bracedri DANGER Walkingxon true sses whlch:areprtyingl ,� "3G`Y.. b4ua>.s'K Li-''..$k�tT'kV -f 'T 'N' _ �T' •i.^, -'r'"`aS•F J<= `+�,, '�'^'3A' s } 4?O »rtb5 - WARNING�`Do'not use ama a trus�ses `� «� . flat is extremely dangef ous and shoultl be str�ctl �r�mn i WARNING: Do not::attach cables, chains, or ' WARNING Do not lifts ng etrussdkwith spans P"oks to the web members r _ greater than 30' byahe peak "�°s MECHANICAL 6\� 60. INSTALLATION \ L6 les\ or ess Approximately Approximately 1/2 truss length '/z truss length Truss spans less than 30'. Strongback/ SpreaderBar SpreaderBar 10' Toe In Toe In KEINNN V111 V111VAAVA1 'Approximately Approximately Yito'/.truss length '/z to;'3 truss length Greater than 60' Less than or equal to 60' SpreaderBar Strongback/ 10' 10' SpreaderBar Toe In Toe in •• • • • • • Y At or above � •• i mid-height • •• • • • Approximately ,ApproximateW.• . _I • ; '/2 to V3 truss length. I` VO to mwss length*,: •• ••' r Less than or equal to 60' r;rgatetthan 60, • • Al Oil em o e"t sage u 'e nst alb - �� r s "m C a io s e. ro`fesslo n ee: iffarent cac n rra;. eme s stir e 011n e s raciri cc tla ce' t'` _ecom�m esrgn ecificat>'ori o b cac;,n f e a a n ected Y ooc� _y e Frusse�s; 3SB�;89,andnsomeca,es, a N r a e spacing rys� ossibie._� GROUND BRACING BUILDING INTERIOR GROUND BRACNG;1UIL�SM EXYEi1POR \, • Typical vertical i�-•-•i• — attachment Plan \c' l at truss of braced • — �, \� group of trusses Blocking Ground(race l vertical(GBV) -. Ground brace i vertical(GBV) Ground brace f ,ice diagonals(GBD) ' Grou NO] i�;' \ \��. Ground brace E nd tuace(EB -I� 1. / \ ,., vertical(GBV) era l 1•�truss of .,,group of tru '' - �• _ Ground bra`ce � Ij l *�'`�s",2 ad�biace(EB) diago'nals'(GBp)# nd ..��+i". 'RS ,is Note 2 floofaatem hall have .a % adequ e�eapactty �,- a-- i P� 9 at =to au rt• round `strut .,G Backup t, i� (ST) f - , r"d <' ground A , stake ! + j r Driven •� Typical horizontal tie member with , �.. ' moist floor ground stakes_� - multiple stakes(HT) r t W _ ... �Piry,� CAUTION Grounb acin4 ' MOM {`?M+v.' K` S- TOP CHORD 2X4/2X6 PARALLEL Continuous TOP CHORD DIAGONALBRACE CHORD TRUSS Top Chord MINIMUM LATERAL BRACE SPACING (DBs) Lateral Brace - --i I`)�----- SPAN DEPTH SPACING(LBs) 1#trusses Required ; SP/DF SPFIHF 10"or Greater; U to 32' 30" 8' 76 10 Over 32'-48' 42" 6' 6 Over 48'-60' 48" S' 4 Over 60' See a registered professional i DF-Douglas Fir-Larch SP-Southern Pine Attachment Required -- HF-Hem-Fir SPF-Spruce-Pine-Fir - - i y es) Trusses SpF�H�.2'0.c. 30"or 7 greater �' A 1�14#eral / Mies° •n� �� A . '��° ��'� �� The end • • diagonal brace s 45rsi,' k • . .for cantilevered End diagonals are ° . .trusses must be • . • stability and must be duet oh3. r ti °• placed•o'h6ddUcal ; ; ; both ends of the truss system. •••••:ebsin£ifi!With • •• ;{ �, • •the suip r!•• • r°tip • • . INu eto o loinr ese e e do s• s t. '' 4PARQL 'M6c'il9RD:TRUSs TOP CHORLYli Continuous ............ • • • • Top Chord •••••• •••• • Lateral Brace • • • • • • •••• •••••• Required r 6666° 6j00 • ° 10"or Greater �y Attachment l�ggl % Required -- j � Tres s) S o. e� .mac Trusses must have lum- ber oriented in the hori- zontal direction to use $ ; this brace spacing. End diagonals are e f 1 stability and must be dup both ends of the truss system.tt. TOP CHORD 2X4/2X6 PARALLEL Continuous - TOP CHORD DIAGONAL BRACE CHORD TRUSS Top Chord SPAN MINIMUM LATERAL BRACE SPACING.;(DBS) Lateral Brace -- - DEPTH SPACING(LBS) #'trusses Required I _ SP./DF SPF/HF Or Greater'; U to 32' 30" 8' 16 10 t0'" Over 32'-48' 42" 6' 6 4 Over 48'-60' 48" 1 5' 4 2 Over 60' See a registered professional engineer DF-Douglas Fir-Larch SP-Southern Pine Attachment \ Required HF-Hem-Fir SPF-Spruce-Pine-Fir 2p(Deal /H@ 2•0-0. - greater Or Al! ateral i oVW_ W-y The end diagonal brace w .•• ••for cantilevered _ • • • •••••• End diagonals • . Qrusses must be • • • stability and must be dup i • laced o'h'JeUcal ' ' • both ends of the truss§ystem. ••••0 ebs in Tih@ Ovith • •• ., 3 • the support•• • ' 1 G tlure o RN low e e e so.na n u o . saes 1 1 s r{k 4 P RUSs:TOP CHORD Continuous . . • • • Top Chord :*000: •••• • Lateral Brace • • 0000 00.00. Required L 0000• • •0000 • 10"orGreaterl • • • • 0000 0000• I i 15 Attachment l�0sl Required - 30'(O �y i i/ rs Truss esl LBs� / es 2'o.c. /� .•, �� , Trusses must have lum- /� ber oriented in the hori- zontal direction to use S 1, this brace spacing. - O r End diagonals are e stability and must be dup t a e both ends of the truss system. v r z 1 s 7rl Do not:attach cables, chains, or WARNING:Do not lift single trusses wi#h'srpansk'; r x 7 r veb members' greater than 30 by the peak.7, i, MECHANICAL i INSTALLATION 60° o es I or ass j Approximately Approximately '/z truss length '/z truss length Truss spans less than 30'. Strongback/ Spreader Bar SpreaderBar 10, Toe In Toe In Approximately { I Approximately V,to y�truss length '/z to;/,truss length Greater than 60' Less than or equal to 60' SpreaderBar Strongback/ 10' 10' SpreaderBar Toe In Toe In •• • • • • • Y m or above r Approximately mid-height • • • •'• PP Y L "ApproximateWo• • I • • ~ '/z to;/,truss length I` ?:,to Y4 tWss length" ; "• •" Less than or equal to 60' • • r;r8aterthan 60' �9 5ur,+• xis 7::a=i.t'- •u—.�i __ ;+.x..,o. any^ ) f.;,.rt}s, r Alias O Fem 'o o _ e t s� de u e �r- r S im la. a io s e rofesslo 1 n ee r c_ g rran emen a ecomm a esign rS . c�fi ,attonl o e b �acrn f e a P a necte oo LOW GROUND BRACING BUILDING INTERIOR GROUND'BRACGNG;$UILCM Ekl x • Typical vertical —"-•-•-•�• attachment Plan t st truss of braced - -\. group of trusses j Blocking Ground brace � vertical(GBV) _ Ground brace vertical(GBV) Ground brace f; - s-fi diagonals(GBp) Ground�tuace lateral(LB , End bran B .- '�. ��i } \ vertical(GBV) it II 1 •\ _ 4ir / of } ! nS st lateral r ig,,group of tru Ground brace�.;•� f% / *��; �' t �E#d.brace(EB) diagonals(GBp)a -�/ Cr -> 2 -. ;,',pti p . Note:�I aysteti shah, / adequatewpaeity o•upporFgrottnd Strut Backup j; ql (ST) ground �. stake r'• {?�'� z � - Driven � Typical horizontal tie member with �1 t floor ground stakes - multiple stakes(HT) �� CAUTI O n�ac � u redf'�o'r'all installation_s'�3 � �{=, C T_ v � TOP CHORD 2x4/2x6 PARALLEL Continuous -- TOP CHORD DIAGONALBRACE CHORD TRUSS Top Chord MINIMUM LATERAL BRACE SPACING;(DBS) Lateral Brace -- I h-- SPAN DEPTH SPACING(LBS) #`trusses Required- SP./DF SPF/HF U lO"Or Greater to 32' 30" 8' 1 6 10 Over 32'-48' 42" 6' 6 4 Over 48'-60' 48" Over 60' See a registered professional engineer Attachment j DF-Douglas Fir-Larch SP-Southern Pine Required -- HF-Hem-Fir SPF-Spruce-Pine-Fir 2o'Ms 30" or greater A ttateral i RISE ote � `Y The end fir _ diagonal brace y '�••• .for cantilevered End diagonals are ;trusses must be :•:•�: stability and must be dup tc placedsoNNI ftcal both ends of the truss system.. �••••�ebsintiAeWith • •• s • the support•• • � IN llure>to o loin► es e� Rio s�ou su f. ` .�:�-x ,, t ��. 4$;P ,RALL£LCHORD;TRUS.. TOP CHORD Continuous • • • • - Top Chord •••••• •••• • Lateral Brace • • 0.000 000.0• Required –L—i r °•°• ' i 10"or Greater l 0000• • —�— 15 Attachment l�0 Required 30,(0 lg Trusse es) @2'o. Trusses must have lum- ber oriented in the hori- zontal direction to use AAA s '' this brace spacing. End diagonals are es j stability and must be dup t a both ends of the truss system. 4 . WARNING:,,,Do not;attach cables chains or WARNING:Do not lift single trusses with'spans' {hooks to the web members greater than 30 by the peak MECHANICAL so°\ J(6,5no\., IN STALLATION ess 1. I-� \ Approximately Approximately truss length f/2 truss length Truss spans less than 30'. Strongback/ SpreaderBar SpreaderBar Toe In Toe In NN Approximately Approximately 1/a to Y4 truss length '/z to Y3 truss length Greater than 60' Less than or equal to 60' Spreader Bar Strongback/ 10' 10' SpreaderBar • • • • • Toe In Toe In •• • • • 47S —v • • Y At or above T •• • Approximately I mid-height L • • • ••• _ Y ApproximateW • 1/2 to 3/3 truss length t` Y,to 3'.twss length'•; '1 •• ••' r Less than or equal to 60' �rgatetthan 60' • • -Ah IO e� ..ors o e' t wade v �; acing rra' e e yes r " h n ne s aan cto da ce 1' ecomm a esi n crfi atio o b racing f e a P a ` nnecfem o0 �ru eys�SB 89;a d ome�c es a ear n�r e a e>spacirig s= 'ossible. "� 4 tic+v. �a s:...r+ rk...rw;=`,. r+ s+a• *+vsn_,:� -- .-,1:.. {r.+* a .--+>-.•v ,,r�.-Y i e..s.r:.w e GROUND B.RACING:BUILDING INTERIOR GROUND BRACRVG;$UILF3114 EXYE�I'OR • Typical vertical •-r•�r-• – . at attachment • Plan 1 truss of braced — ,:- group of trusses Stocking _ � •N� Ground brace — - - vertical(GBy) Ground brace 4 vertical(GBV) Ground brace diagonals(GBo) z - Ground hrax k t qa?,�� Ground brace End brace 1E j / vertical(GBH) b r, Vro6n •brace`s to s s1 • •_;' `.�`, % / I '' 3 '°, '�Mt^eral B •truss of i ., K;yroup of tru Etfd,brace(EB) d+agorials(GBp)f � �`•Ay _ t ; r' r Note:2^d floo6pvatem hall have „ �/ I py -vra.5�uc ieVa'r se.,n, r3'- a uaa e" pncfty to aupportground i Strut Backup / /�%• / (ST) fi r;,� a,. nd. ,..'• ground •b, i r, 2 is \/ 1 - stake `� • ,, Driven �/ Typical horizontal tie member with �1at floor ground stakes - muhiple slakes(HT) CAUTION Grown t ac qu red�for aii installa�itiris �� 2 r , a } TOP CHORD TOP CHORD DIAGONAL BRACE 12 MINIMUM LATERAL BRACE SPACING (DB 4 or greater $) _ SPAN PITCH SPACING(LBS) #trusses Up to 32' 1 4/12 8' 20 15 - - - Over 32'-48' 4!1 2 6' 10 7 -- -- Over 48'-60' 1 4/12 1 5' 6 4 ---__ --_ Over 60' See a registered professional engineer DF-Douglas Fir-Larch SP-Southern Pine HF Hem-Fir SPF-Spruce-Pine-Fir Continuous Top Chord ' / __ -__ All lateral braces Lateral Brace � h / i -== - lapped at least 2 Required = ' trusses. % /i _ 10'or Greater -- 3 Attachment Required -- 0. � 0000•• • • • -- -)`-: _ - • • • 0000 •• • .PITCNED.. CRUS$ �N es c 1n" B111 uldaes>v , w - TOPCHQRD 0000•• :•.•:• •• MINIMUM TOP:CHORD' DIAGONALBRACE 0 ; >- •••••• PITCH LATERAL BRACE SPACING;(DBS) 12 • %�� • . SPAN DIFFERENCE SPACING(L8S) [#:tr"usses] S I — <9 •• •00000 SP DF -:SPF/HF �• s/• 4 U to 28' 2.5 7'.. 17 12 _ — \, ,'! / •A 0000• • ��• ♦ • • Over 28'-42' 3.0 6' 9 6 =__ ' ..\may• v'\ \\ •, • • Over 42'-60' 3.0 5' 5 3 ` \ ` / • • \ \ \. \. \ 0000• Over 60' See a registered professional engineer = \ \ DF-Douglas Fir-Larch SP-Southern Pine �. \\ \\\ • HF-Hem-Fir SPF-Spruce-Pine-Fir Continuous Top Chord -— — Lateral Brace All lateral braces Required ' lapped at least 2. I trusses. t 0"or Greater i :'( `� _ - - � �� \ j = -•�'? ry, Required = - \ - \ \ \ CY _ 1 e`' Z 'vF SCISSORS TRUSS 12 —� 4 or greater 4 BOTTOM CHORD BOTTOM CHORD DIAGONAL MINIMUM LATERAL BRACE SPACING(DBS CE i — ----- SPAN PITCH SPACING(LBS) [#trusses) - =° I _ Up to 32' 4/12 15' 20 1 15 I/j j �` - Over 32'-48' 4/1 2 1 5' 10 7 �>. ` _ — — _ -- Over 48'-60' 4/12 15, 6 4 Over 60' See a registered professional engineer _ - DF-Douglas Fir-Larch SP-Southern Pine HF-Hem-Fir SPF-Spruce-Pine-Fir All lateral braces lapped at least 2 trusses. s °.o A. x Bottom,chord diagonal braGillg repeated . at etc-Wend of tliabuildidgand at same 6 speciag as tcp�eherd diagonal bracing. ' BOTTQM CHORD PLANE'. • ••• • �> loru > S e r • • • •••••• •••• •so .**:so • • • • • • • µ' _ • - �i— - - — Cross bracing repeated 'o �_ % /— at each end of the building and at 20' Z Intervals. r Permanent \� i continuous lateral bracing as specified by the truss engineering. r s WEB MEMBER PLANE Framed _ �I ri 710" CORNER SET PRZPARED BY M1Ni1 0'i-F7CE TOP CHORD CONNECTION: CORNER JACK —� 7'0' JACKS - 9,10-D NAILS T— COMMON JACK 5'0'.JACKS - 9,8-D NAILS 2 / 3'0' 8 1'0" JACKS - 2,8-D NAILS -� (TYP)--\ 12 n MIN. P 2.5 Lu u MAX. P - 6.6 3X4 2x6 STD. tCR 3 HT. MAX— I r--�I BOTTOM CHORD GDIdNECTION.. T� 0• JACKS 1? rJ,x 2,8-D. NAILS COMMON JACKS PARTIAL ROY';L;4Y0 lJ,T„ , • • i • •. • •• 000 •• • DOLIL: •AEVEL•CUT• REACTION - SIZE AT THE END 0:•.tDp• *Doe:* 2--385 15 AND �QaT•TOM CHORD$. - 3--397 15 3 0 2 OPTIONAL 2X3 00 00 •••. 16.97 VERT.--\ P 000009 '00000• l 3X4 4,;6-D I AILS •••• • • • 0000 000• . • i LL Ea Ixd 3X4 4 . OVERHANG VARIES 4-i 1-6 I 4-11-6 9-10-12 CORNER JACK NOTE: THIS DESIGN HAS BEEN C-ECKED FOR 100 MPH WIND LOAD. MALL HT 10 FT MAX. � PROVIDE FOR UPLIFT AT BEARING VALL CONNECTIONS: 550 LBS AT COMMON JACKS 3 S90 LBS AT CMER JACK. MINIMUM GRADE OF LUMBER o o s`J ••L`��, T.C. 2X4 No.2 19 SP TPI-95 Cr1t.' �� Q4 /cM�a•• B.C. 2X4 No.2 19 SP Ja 1� '`�>•4�' Webs 2X4 No.3 19 SP Sr-5C-95 0 0 0 :* LOADING (PSF) 4 STR. ]NCR. 33 % �e .� � TOP 0 15 DRAWN 5Y TAN UL QAR1o;a'.��i BOTTOM 0 l0 CHECKED BY : JAI SPACING 24' O.C. REP. STRESS: NO MITek lndustrles Inc. Approved fo, y rtes Inc. i I t ♦ _ g WW S V0 Al Jl MG; STANDARD ROOF VALLEY DETAIL PREPA4 D BY LUAW OMCE 4x4 2x3 (typ) See note (a SUPPORTI Strop ® 48" TRUSSES o.c* see note (c) below 3x 5x6 spl. (typ) r 3z6� `spl. (typ) Supporting trusses at 2'-0" o.c. maz NOTES: (a) Provide continuous bracing on verticals VALLEY TRUSSES VARY AREA over 6'-3". Connect bracing to,verticals w/2-8d nails and bracing must be tied to a fixed point at each end. (b) Max. spacing for.vertical studs= 8'-0" PARTIAL ROOF LAYOUT On trusses with spans over 24, LO" the• • vertical should be tfoobad- at 6'.=0" o.c: 17104. (c) Conn. for wind upUft *wj' miq"I•'1,/4 , •• • 16 go, twist strop a —0 i.�er vals w/4, 10d nails earji side of strflF; •••••• 12 Max 120 mph windspeed, 20'—D" max. pitch wall height. " e 4 to 7 .••••• Supporting Truss • e ...... ....% Valley trusses at 'L'—O" o.c. max. • Osseo *see ee s ee a ee Note:Plywood sheathing may be extended below valley trusses.Provide opening for. 6" wedge nailed to truss w/2-8d toe nails straps to connect to trusses or bevel cut bottom chord of valley truss. below. MINIMUM GRADE OF LUMBER TPI-95 Crit. U� T.C. 2x4 No. 2ND 19 SP SFBC-95 B.C. X4 No. 2ND 19 SP Revised: t �:UNo. 1 1 � Webs 2X4 No. 3 19 SP 7/7/94 LOADING (PS F STIR. INCR.: 33% L DRAWN BY: P.G. L� TFr�ED �� TOP 30 15 CHECKED BY:J.A.I. A+i'nT} �BczPArwr.'-.94 OTTOM .0 . 10 MiTek Industries Inc. Approved fo `ek Industries Inc. . in O.C. -REP. ...STRES,S,YES. . 1 r"!AxiMiUM OVERHANGS• PREP ARM B Y r4Nt l O'er I CE y �X4 OPTIONAL �n RETURN LEDGER BOLTED TO THE TIE BEAM (BY BLDR) (MAY [�)E OMITTED F02 O.11. L- T'HOU T RETURty OVERHANG WITH RETURN - • •♦♦ ♦ • • • • •• ••♦• • • • • • -.DE OF 10 PSF SOFFIT 2 PSF SOFFIT ••� U"�B`R . ...... 2X T 2x6 2X9 2X5. • .• j 2IND is SP I 2-8-3 3-10-11 2- 8-3 :-2-9; ;•.... ....:. .'3-2 = 2-9-15 9-0-11 9 S. 2-10-0 i-9-11 • 0-00 0 j ;:o.2D 1S SP 3-0-2 9-9-7 3-0-0 4-8-12 •••• • .... • :o.1 N I9 SP 3-0-2 9- .... S-6 3-0-0 ti'o.l 19 SP I 3-I-1 1 9-7-15 3-0-0 . 9-9-13 ic.!D 19 SP 3-3-0 9-9-10 3-1-8 q-1Q-15 111DSS 1S SP 3-2-9 5-0.0 3-0-0 4•g-13 SS S SP 3-3 0 5-1-5 3-i. 2 I ' ss 19 SP I 3-3-11 I 5-2-C 3 2-15 4—II IS 1 (A5 `--7 !(D CAT C ,7 Phr TO?a) pG4DL• ,33'/. CrRADE 0 LU'toER PEFL< L]240 0 0 T.C. 2X-1 No:2:-ND 19 SP TPI-95 Cr1t. '�,��I•FIpQ��9 B.C. 2X-I No 2n'D 19 SP �.le s 2X-I o.3 19 SP S F EC-95 No. 36205 5 O c�o C- ro 0o TA LO-ID'•NG cPS=1 STR. INCR. 33 TOP 3 i5 DRAWN BY U.A. I 1 ��i'�ST '....•;G��c� BOTIOm 0 i3 CHECKED BY : JAI U CRED 0- SPACING: 2-1 lncT) O.C. REP. STRESS: YES MITek Industrles Inc. Approved for M ustrles Inc. ===< < < <ACES-32 Ver. 1 . 0> > > >======[ 000005 1======< < < <MARTINEZ-TRUSS>.> > >_________ Customez` : STAND Tue Dec 17 11 . 24: 36 1996 Project #! PIGGY Truss ID : H1 Family # : 314 Span 34-0 Quantity : 1 Top Pitch : 12 ---------------------------------------------------------------- --- J r C OF n ♦ x MAXIMUM G0k30r: X 6OtJT, 'TA,006 (27(4 t+ J) To -_-_VATNOvT fi,AT Tot'_ C4op.0 @ qA'o:c Goo : W� NA IL,!X. PA- AG�C� T^o tbg f't2n1'Q2t�. - R15t2TRAlN�rj. A \ YARi�h 1.� _x_12 . 4�4 tfq( Pl 4,4 .- 48"O_G X. AQD HOT. To TL 2 B • . . . .... .. . . . 7 12 11 10 9 �• e� .. .•.. 1X4 3X4 3X8 3X4 *4 4 • • - --..- l l° -TRUSS .. (WT. 5,1 • .... .... . . LOADING (PSF) MAX STRESSES MINIMUM QRA0E OF LUMBER L D TOP 3-4=0 .993 TOP CHORD: (tee �,)� -rQ0-5 TOP 30 15 BOTT 8-9=0 . 739 BOT CHORD: BOTT 0 10 LL.DEFL. @10=0. 23 < L/360 WEBS ------------------ STR. INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING 24. 0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 M.P.H WIND, ENCL.BLDG..WALL HGT. 5 FT.BLDG. CAT. I.EXP. CAT. C. 12(7+5) PSF OL.2.00 MI FROM OCEANL"INE(ASCE7-93) . PLATES ARE MITEK M20-256,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, BOCA,TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. .I ===««ACES-32 Ver. 1 . 1>>>>====== [ 028993 ] ======««MARTINEZ .TRUSS»»========= Customer : R-CALDERON-BYRNE-RES . -ADD. Tue Jul 11 14 :23 :47 2000 Project # : 00062722 Truss ID HG71 Family # 314 Span : 19-6 Quantity 4 Top Pitch 2 . 5/12 ==B1d(10/16/1997),v1.1=================--------------------============================= FORCES LOAD CASE #1 REACTIONS - SIZE 1-2=-7798 7-8= 7527 2-12= 69 5-9= 837 1=-2497 3.50 2-3=-7876 8-9= 7527 2-11= 188 6-9= 188 7=-2497 3.50 3-4=-8279 9-10= 7709 3-11= 837 6-8= 69 4-5=-8279 10-11= 7709 3-10= 664 5-6=-7876 11-12= 7527 4-10=-557 6-7=-7798 12-1= 7527 5-10= 664 PROVIDE FOR 1482 LBS UPLIFT AT JOINT 1 (0.59) PROVIDE FOR 1518 LBS UPLIFT AT JOINT 7 (0.61) PROVIDE FOR 23 LBS HORIZ. REACTION AT JOINT 1 ,2-6 3-6 7-0 9-9 12-6 , _ 16-0 , 19-6 . 2-6 3-6 3-6 2-9 2-9 3-6 3-6 4X8 3X4 4X8 4X5 3 a 5 4X5 2 6 4X5 4!C5 1 • v • • 12 11 10 9 8 - • • 3X4 4X5 4X8 4X5 3X4 ••• • • • 3-6 7-0 9-9 12-6 16-0 19-6 •r•••• 3-6 3-6 2-9 2-9 3-6 ~3-6 �'. •••�:• . . . ...... . . .•.. ...... ...... .... . . L. HL TO PK: 7-1-13 R. HL TO PK : 7-�--13 LEFT HEIGHT: 0-5-11 SPAN: 19-6 RISE: 1-11-3 RIGHT HEIGHT: 0-5-11 ------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 5-6=0 .487 _ TOP CHORD: 2X4 No. 2ND 19 SP TOP 30 15 BOTT 9-10=0 : 773 BOT CHORD: 2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL.@10:=0 . 29 <' L/360 WEBS : 2X4 No. 3 19 SP ------------------------------ SPACING : 24 . 0 in. o . C . REPETITIVE STRESSES NOT USED NO. OF MEMBERS = 2 LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS)_ LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 3= 90 3- 5= 203 5- 7= 90 7- 9= 20 9-11= 45 11- 1= 20 CONCENTRATED 9= 787 11= 787 2 MEMBERS NAILED TOG. W11 ROW(S) OF 16d NAILS 12 in. o.c.(TOP CHS.),AND 1 ROW(S) OF 16d NAILS 12 in. o.c(BOTT. CHS.) For Webs use 1 ROW of 16d NAILS 12 in. o.c. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 9 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,5.00 MI FROM OCEANLINE(ASCE7-93). DEFLECTION(IN.) L.L= 0.29,D.L=0.24,T.L=0.52 PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS SSBC,ANSI -95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT OR ENGINEER. ''�� JUL 2000 ===««ACES-32 Ver. 1 . 1>>>>====== [ 028994 ] ======««MARTINEZ.TRUSS»»========= Customer : R-CALDERON-BYRNE-RES . -ADD. Tue Jul 11 14 : 23 :49 2000 Project # : 00062722 Truss ID H91 Family # 314 Span : 19-6 Quantity 2 Top Pitch 2 . 5/12 ==B(d(10/16/1997),v1.1__________________________________________________________________ FORCES GRAVITY LOADS REACTIONS SIZE 1-2=-3290 6-7= 3187 2-10= 89 5-7= 89 1=-1331 3.50 2-3=-2505 7-8= 3187 2-9=-758 6=-1331 3.50 3-4=-2452 8-9= 2452 3-9= 242 4-5=-2505 9-10= 3187 3-8= 0 5-6=-3290 10-1= 3187 4-8= 242 5-8=-758 PROVIDE FOR 909 LBS UPLIFT AT JOINT 1 (0.68) PROVIDE FOR 909 LBS UPLIFT AT JOINT 6 (0.68) PROVIDE FOR 29 LBS HORIZ. REACTION AT JOINT 1 ,2-6 4-6 9-0 10-6 15-0 19-6 . 2-6 4-6 4-6 1-6 4-6 4-6 4X8 4X4 3 4 3X4 3X4- 2 5 4X5 •• 445 6 • • 10 9 8 7 • • • ••• • • • 1X4 3X4 3X8 1X4 � � • ••.•.. 4-6 9-0 10-6 15-0 1.9-6 •.; •••••• 4-6 4-6 1-6 4-6 4-6•� • L. HL TO PK: 9-2-5 R. HL TO PK ; 9-Y.�.• LEFT HEIGHT: 0-5-11 SPAN: 19-6 RISE :2-4-3 RIGHT HEIGHT: 0-S-11 ------------------------ LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1-2=0 . 637 TOP CHORD:2X4 No. 2ND 19 SP TOP 30 15 BOTT 10-1=0 . 678 BOT CHORD:2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL.@9=0 . 21 < L/360 WEBS : 2X4 No. 3 19 SP -------------- STR. INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING 24 . 0 in. o. c . REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 9 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,5.00 MI FROM OCEANLINE(ASCE7-93). DEFLECTION(IN.) L.L= 0.21,D.L=0.17,T.L=0.38 PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR ENGINEER. ell- JUL 200 ===««ACES-32 Ver. 1 . 1>>>>====== [ 028989 ] ======««MARTINEZ.TRUSS»»========= Customer R-CALDERON-BYRNE-RES . -ADD. Tue Jul 11 14 :23 :43 2000 Project # : 00062722 Truss ID T4 Family # : 101 Span 13-6 Quantity 2 Top Pitch 2 . 5/12 ==Bld(10/16/1997),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2=-1557 3-4= 1514 2-4= 132 1=-1001 3.50 2-3=-1557 4-1= 1514 3=-726 3.50 PROVIDE FOR 738 LBS UPLIFT AT JOINT. 1 (0.74) PROVIDE FOR 388 LBS UPLIFT AT JOINT 3 (0.53) PROVIDE FOR 22 LBS HORIZ. REACTION AT JOINT 1 2-6 6-9 13-6 6-9 6-9 4X4 2 4X4 4X4 s i 4 • • 1X4 • • • ••.• •• • 6-9 13:6 • 0000.' 6-9 . : •000:0 0000.. • 000• • 0000.. 0000.. 0000 0000.. L. HL TO PK: 6-10-12 TO••PK : 6-•10-1:2 LEFT HEIGHT O-5-11 SPAN: 13-6 RISE: 1-10-9 2IG T HEZ-GWT: 0-"vZ1 LOADING (PSF) MAX STRESSES MINIMUM GRADE , OF LUMBER • L D TOP 1-2=0 . 885 TOP CHORD:2X4 No. 2 19 SP TOP 30 15 BOTT 4-1=0 . 475 BOT CHORD:2X4 No.2ND 19 SP • BOTT 0 10 LL.DEFL.@4=0 . 08 < L/360 WEBS :2X4 No. 3 19 SP STR. INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING • 24 . 0 in. o. c . REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 9 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,5.00 MI FROM OCEANLINE(ASCE7-93). DEFLECTIONO N.) L.L= 0.08,D.L=0.06,T.L=0.14 PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WADS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT. BLDG ARCHITECT OR ENGINEER. JUL 2000 ===««ACES-32 Ver. 1 . 1>>>>====== [ 028990 ] ======««MARTINEZ.TRUSS»»========= Customer : R-CALDERON-BYRNE-RES . -ADD. Tue Jul 11 14 : 23 :44 2000 Project # : 00062722 Truss ID T2 Family # 108 Span : 24-1 Quantity 3 Top Pitch 2 . 5/12 ==Bld(10/16/1997),v1.1========================------=-------===========----------======= FORCES GRAVITY LOADS REACTIONS SIZE 1-2=-4223 7-8=-156 8-9= 3394 2-11=-271 6-9= 82 1=-1584 3.50 2-3=-3939 9-10= 3389 3-11= 366 6-8=-3567 8=-1309 3.50 3-4=-2853 10-11= 3594 3-10=-893 4-5=-2853 11-1= 4092 4-10= 805 5-6=-3539 5-10=-664 6-7= 0 5-9= 106 PROVIDE FOR 1052 LBS UPLIFT AT JOINT 1 (0.66) PROVIDE FOR 696 LBS UPLIFT AT JOINT 8 (0.53) PROVIDE FOR 67 LBS HORIZ. REACTION AT JOINT 1 2-6 4-6-7 8-6-4 12-6 16-5-12 20-5-9 24-1 4-6-7 3-11-12 3-11-12 3-11-12 3-11-12 3-7-7 4X4 4 3X4 3X4 3 5 1X4 3X5 _ Z 6 0000•• ••� 5X6 • :7 • 3X4 3X '3X4 "'• ; ;8 7X6 6-6-6 12-6 18-5-10 • •• 24-01p••:• 6-6-6 5-11-10 5-11-10 5-7-6 •0000• 9006 • r • • i • • 00.6 •6.0• 0600 •006 • • L. HL TO PK: 12-9-4 •R. HL TO PK : 11-!IV LEFT HEIGHT: 0-5-11 SPAN: 24-1 RISE: 3-0-15 RIGHT HEIGHT: 0-8 ---------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1-2=0 . 715 TOP CHORD:2X4 No. 2ND 19 SP TOP 30 15 BOTT 11-1=0 . 932 BOT CHORD:2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL.@10=0 . 30 < L/360 WEBS : 2X4 No. 3 19 SP STR. INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING . 24 . 0 in. o. c . REPETITIVE STRESSES USED NO. OF MEMBERS RIGHT END VERTICAL IS NOT EXPOSED. WEB 6-8 BRACED at 1/2 POINTS AS SHOWN ABOVE Note:Use 1x4 or 20 Cont.Bracing conn.w/2-8d nails,or T-brace of same size and grade as web conn. to narrow face w/10d nails 6 in. o. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 9 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,5.00 MI FROM;OCEAN LINE(ASCE7-93). DEFLECTION(IN.) L.L= 0.30,D.L=0.25,T.L=0.54 PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,`ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT -BLDG ARCHITECT OR ENGINEER �� JUL 2000 ===««ACES-32 Ver. 1 . 1>>>>====== [ 02899.1 ] ======««MARTINEZ.TRUSS»»========= Customer R-CALDERON-BYRNE-RES . -ADD. Tue Jul 11 14 :23 : 45 2000 Project # : 00062722 Truss ID T2A Family # : 108 Span 24-1 Quantity 4 Top Pitch 2 . 5/12 ==BId(10/16/1997),v1.1__________________________________________________________________ FORCES GRAVITY LOADS REACTIONS SIZE 1-2=-4223 7-8=-156 8-9= 3394 2-11=-271 6-9= 82 1=-1309 3.50 2-3=-3939 9-10= 3389 3-11= 366 6-8=-3567 8=-1309 3.50 3-4=-2853 10-11= 3594 3-10=-893 4-5=-2853 11-1= 4092 4-10= 805 5-6=-3539 5-10=-664 6-7= 0 5-9= 106 PROVIDE FOR 702 LBS UPLIFT AT JOINT 1 (0.54) PROVIDE FOR 696 LBS UPLIFT AT JOINT 8 (0.53) PROVIDE FOR 67 LBS HORIZ. REACTION AT JOINT 1 4-6-7 8-6-4 12-6 16-5-12 20-5-9 24-1 4-6-7 3-11-12 3-11-12 3-11-12 3-11-12 3-7-7 4X4 4 3X4 3X4 3 5 1X4 3X5 y 6 r 5X6 •• .�• 0000 • • 1 • i • • •••• • ••• • • • 3X4 3X8 344 •� � e.•••• 0 7k6 ..•••• 6-6-6 12-6 18-5-10 • 24-1• 0.0 t••••• 6-6-6 5-11-10 5-11-10 . 5-7-• •• • . 6 0000•• • •••0:0 • 0 • . •••• ••000• •00000 000• . • . . . •00• •000• • . • 0 00*0 0000 • • L. HL TO PK: 12-9-4 R. HL TO PK : 11 1.6- LEFT HEIGHT: 0-5-11 SPAN:24-1 RISE : 3-0-15 RIGHT HEIGHT: O-C ---------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 1-2=0 . 715 TOP CHORD: 2X4 No. 2ND 19 SP TOP 30 15 BOTT 11-1=0 . 932 BOT CHORD: 2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL.@10=0 . 30 < L/360 WEBS :2X4 No. 3 19 SP STR INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING • 24 . 0 in o. c REPETITIVE STRESSES USED NO. OF MEMBERS = 1 RIGHT END VERTICAL IS NOT EXPOSED. WEB 6-8 BRACED at 1/2 POINTS AS SHOWN ABOVE Note:Use 1x4 or 2x3 Cont.Bracing conn.w/2-8d nails,or T-brace of same size and grade as web conn. to narrow face w/10d nails 6 in. o.c TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 9 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,5.00 MI FROM OCEAN LINE(ASCE7-93). DEFLECTION(IN.) L.L= 0.30,D.L=0.25,T.L=0.54 PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER �� JUL 2000 a , ===««ACES-32 Ver. 1 . 1>>>>====== [ 028992 ] ======««MARTINEZ.TRUSS»»========= Customer R-CALDERON-BYRNE-RES . -ADD. Tue Jul 11 14 :23 :46 2000 Project # : 00062722 Truss ID T3 Family # 103 Span 14-8 Quantity 1 Top Pitch 2 . 5/12 FORCES - GRAVITY LOADS REACTIONS SIZE 1-2=-2156 5-6= 2084 2-6=-436 1=-1066 3.50 2-3=-1701 6-1= 2084 3-6= 382 5=-1066 3.50 3-4=-1701 4-6=-436 4-5=-2156 PROVIDE FOR 772 LBS UPLIFT AT JOINT 1 (0.72) PROVIDE FOR 772 LBS UPLIFT AT JOINT 5 (0.72) PROVIDE FOR 24 LBS HORIZ. REACTION AT JOINT 1 2-6 3-10-8 7-4 10-9-8 14-8 2-6 3-10-8 3-5-8 3-5-8 3-10-8 4X4 1X4 3 1X4 2 4 4X4 4X4 - � 5 6 • • • • • • 3X8 • • • • • 7-4 14-8 • •• • • •••••• 7-4 7-4 • • •••••• f • L. HL TO PK: 7-5-14 FA, TCl"W. : 7-5";11• LEFT HEIGHT: 0-5-11 SPAN: 14-8 RISE : 2-0 RT(!,HT HEIfAIT: 0-5-11, LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 4-5=0 . 441 TOP CHORD:2X4 No. 2ND 19 SP TOP 30 15 BOTT 5-6=0 . 618 BOT CHORD:2X4 No..2ND 19 SP BOTT 0 10 LL.DEFL.@6=0 . 10 < L/360 WEBS : 2X4 No. 3 19 SP STR. INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING : 24 . 0 in o. c REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 9 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,5.00 MI FROM OCEANLINE(ASCE7-93). DEFLECTION(IN.) L.L= 0.10,D.L=0.09,T.L=0.19 PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. i JUL 2000 i ===««ACES-32 Ver. 1 . 1>>>>====== [ 028995 ) ======««MARTINEZ .TRUSS»»========= Customer R-CALDERON-BYRNE-RES . -ADD. Tue Jul 11 14 :23 : 50 2000 Project # : 00062722 Truss ID G1 Family # 110 Span 19-6 Quantity 4 Top Pitch 2 . 5/12 ==Bld(10/16/1997),v1.1__________________________________________________________________ FORCES LOAD CASE #1 REACTIONS SIZE 1-2=-10179 7-8= 9879 2-12= 66 5-9= 718 1=-2901 3.50 2-3=-10168 8-9= 9879 2-11= 77 6-9= 77 7=-2901 3.50 3-4=-7418 9-10= 9955 3-11= 718 6-8= 66 4-5=-7418 10-11= 9955 3-10=-3011 5-6=-10168 11-12= 9879 4-10= 2756 6-7=-10179 12-1= 9879 5-10=-3011 PROVIDE FOR 1664 LBS UPLIFT AT JOINT 1 (0.57) PROVIDE FOR 1700 LBS UPLIFT AT JOINT 7 (0.59) PROVIDE FOR 30 LBS HORIZ. REACTION AT JOINT 1 2-6 3-3-6 6-9 9-9 12-9 1 16-2-10 19-6 2-6 3-3-6 3-5-10 3-0 3-0 3-5-10 3-3-6 4X4 4X5 4 4X5 4X5 3 5 4X5 2 6 6X8 6X� •s• 12 11 10 9 g �� • ••• 0000 3X4 4X5 4X8 4X5 3X4 ••, • . •. 0000 3-3-6 6-9 9-9 12=9 16-2-10 19�� :000:0 3� 3-6 3-5-10 3-0 3-.0 3-5-10 3-3-6 ***too 0000 • • • • . 0000.• • • • • • 0000•• • 0000 0000•. 0000•• 0s0• • • • • •0e• 00.00 0000 0000 • • L. HL TO PK: 9-11-8 R. HL TO PK : 9-•1s;«4 LEFT HEIGHT: 0-5-11 SPAN: 19-6 RISE:2-6-1 RIGHT HEIGHT: 0-5-11 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP 2-3=0 . 586 TOP CHORD:2X4 No. 2ND 19 SP TOP 30 15 BOTT 10-11=0 . 638 BOT CHORD: 2X6 No. 2 19 SP BOTT 0 10 LL.DEFL.@10=0 . 28 < L/360 WEBS : 2X4 No. 3 19 SP ------------------- SPACING : 24 . 0 in. o . c . REPETITIVE STRESSES NOT USED NO.. OF MEMBERS = 2 LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 7= 90 7- 1= 20 CONCENTRATED 3= 900 5= 900 9= 670 11= 670 2 MEMBERS NAILED TOG. W/1 ROW(S) OF 16d NAILS 12 in. o.c.(TOP CHS.),AND 1 ROW(S) OF 16d NAILS 12 in. o.c(BOTT. CHS.) For Webs use 1 ROW of 16d NAILS 12 in. o.c. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 9 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,5.00 MI FROM OCEANLINE(ASCE7-93). DEFLECTION(IN.) L.L= 0.28,D.L=0.23,T.L=0.51 PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLD CHITECT GINEER JULaa�.� r ===««ACES-32 Ver. 1 . 1>>>>====== [ 028996 ] ___===««MARTINEZ .TRUSS»»===______ Customer : R-CALDERON-BYRNE-RES . -ADD. Tue Jul 11 14 :23 : 51 2000 Project # : 00062722 Truss ID T1 Family # 108 Span : 25-2 Quantity 2 Top Pitch 2 . 5/12 ==Bld(10/16/1997),v1.1__________________________________________________________________ FORCES GRAVITY LOADS REACTIONS SIZE 1-2=-4462 7-8= 4323 2-10=-260 6-8=-260 1=-1643 3.50 2-3=-4184 8-9= 3839 3-10= 360 7=-1643 3.50 3-4=-3104 9-10= 3839 3-9=-892 4-5=-3104 10-1= 4323 4-9= 905 5-6=-4184 5-9=-892 6-7=-4462 5-8= 360 PROVIDE FOR 1081 LBS UPLIFT AT JOINT 1 (0.66) PROVIDE FOR 1081 LBS UPLIFT AT JOINT 7 (0.66) PROVIDE FOR 40 LBS HORIZ. REACTION AT JOINT 1 ,2-6 4-6-13 8-6-14 12-7 16-7-2 20-7-3 25-2 .2-6 r � 4-6-13 4-0-2 4-0-2 4-0-2 4-0-2 4-6-13 4X4 3X4 3X4 1X4 4 1X4 3 5 5X6 2 6 5X6 7 10 9 8 3X4 3X8 3X4 :•';'; . . 0000 •• e • 6-6-14 1 12-7 18-7-2 25-2 ••t • 6-6-14 6-0-2 6-0-2 6-6-14 ••� ••••�• . . • ° . • • • L. HL TO PK: 12-10-4 It. HL TO-VIto.: 12-;2ri''4 LEFT HEIGHT: 0-5-11 SPAN: 25-2 RISE: 3-1-2 1:1MIT HEI"NT: 0-9-110 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF..LUMB%R.. L D TOP 6-7=0 . 740 . TOP CHORD:2X4 . No. 2ND 19 SP ••;��• TOP 30 15 BOTT 7-8=0 . 977 BOT CHORD:2X4 No. 2ND 19 SP BOTT 0 10 LL.DEFL.@9=0 . 38 < L/360 WEBS : 2X4 No. 3 19 SP STR. INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING • 24 . 0 in. o. C . REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 9 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,5.00 MI FROM OCEANLINE(ASCE7-93). DEFLECTION(IN.) L.L= 0.38,D.L=0.31,T.L=0.69 PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WADS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. JUL 2000 1 ===««ACES-32 Ver. 1 . 1>>>>====== [ 028997 ] ======««MARTINEZ . TRUSS»»========= Customer R-CALDERON-BYRNE-RES . -ADD. Tue Jul 11 14 : 23 : 52 2000 Project # : 00062722 Truss ID TlA Family # : 108. Span 24-3 Quantity 6 Top Pitch 2 . 5/12 ==Bld(10/16/1997),v1.1__________________________________________________________________ FORCES GRAVITY LOADS REACTIONS SIZE 1-2=-4258 7-8=-158 8-9= 3426 2-11=-274 6-9= 79 1=-1593 3.50 2-3=-3970 9-10= 3417 3-11= 370 6-8=-3600 8=-1318 3.50 3-4=-2875 10-11= 3623 3-10=-900 4-5=-2875 11-1= 4126 4-10= 812 5-6=-3570 5-10=-671 6-7= 0 5-9= 109 PROVIDE FOR 1057 LBS UPLIFT AT JOINT 1 (0.66) PROVIDE FOR 701 LBS UPLIFT AT JOINT 8 (0.53) PROVIDE FOR 67 LBS HORIZ. REACTION AT JOINT 1 r-6 4-6-13 8-6-14 12-7 1 16-7-2 20-7-3 24-3 4-6-13 4-0-2 4-0-2 4-0-2 4-0-2 3-7-13 4X4 4 3X4 3X4 3 5 1X4 3X5 2 6 5X6 3X4 3XtS 3X4 • •'• • • • •••• 7X6•• • 0000 0*00 6-6-14 12-7 18-7-2 24-, • 6-6-14 6-0-2 6-0-2 5-7-140 • • • • .• 0000 •00.0. • 0000 • • • L. HL TO PK: 12-10-4 R. HL TO••Pr-: 11.1T': LEFT HEIGHT: 0-5-11 SPAN: 24-3 RISE: 3-1-2 llt,13'I' HErUM: 0-8 LOADING (PSF) MAX STRESSES MINIMUM GRADEsC-R-T,UMB`5R--* L D TOP 1-2=0 . 722 TOP CHORD: 2X4 • No . 2ND 19 SP 00:00' TOP 30 15 BOTT 11-1=0 . 940 BOT CHORD: 2X4 No. 2ND 19 SP • BOTT 0 10 LL.DEFL.@10=0 . 30 < L/360 WEBS : 2X4 No. 3 19 SP ------------------------- STR. INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING : 24 . 0 in. o. c . REPETITIVE STRESSES USED NO. OF MEMBERS = 1 RIGHT END VERTICAL IS NOT EXPOSED. WEB 6-8 BRACED at 1/2 POINTS AS SHOWN ABOVE Note:Use 1x4 or 2x3 Cont.Bracing conn.w/2-8d nails,or T-brace of same size and grade as web conn. to narrow face w/10d nails 6 in. o.c TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 9 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,5.00 MI FROM OCEANLINE(ASCE7-93). DEFLECTION(IN.) L.L= 0.30,D.L=0.25,T.L=0.55 PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. 200 ===««ACES-32 Ver. 1 . 1>>>>====== [ 028998 ] ======««MARTINEZ.TRUSS»»========= Customer R-CALDERON-BYRNE-RES . -ADD. Tue Jul 11 14 :23 : 54 2000 Project # : 00062722 Truss ID T1B Family # : 108 Span 22-3 Quantity 3 Top Pitch 2 . 5/12 ==Bld(10/16/1997),v1.1__________________________________________________________________ FORCES GRAVITY LOADS REACTIONS SIZE 1-2=-3814 7-8=-68 8-9= 1471 2-11=-304 6-9= 819 1=-1483 3.50 2-3=-3504 9-10= 2497 3-11= 391 6-8=-1839 8=-1208 3.50 3-4=-2376 10-11=. 3151 3-10=-919 4-5=-2376 11-1= 3695 4-10= 608 5-6=-2231 5-10=-190 6-7= 0 5-9=-438 PROVIDE FOR 1003 LBS UPLIFT AT JOINT 1 (0.68) PROVIDE FOR 635 LBS UPLIFT AT JOINT 8 (0.53) PROVIDE FOR 95 LBS HORIZ. REACTION AT JOINT 1 2-6 4-6-13 8-6-14 12-7 16-7-2 20-7-3 22-3 4-6-13 4-0-2 4-0-2 4-0-2 4-0-2 1-7-13 4X4 4 3X4 3X4 3 5 1X4 3X4 2 e 1X4 7 4X5 i 11 10 9 • • 3X4 3X8 0.00003X4 • • . . • • • 6 • .•.• 3X5• • 00 0 0000 000* 6-6-14 12-7 18-7-2 • 22: 0 0 6- 6-14 .6-0-2 6-0-2 16 3-7-14 �••••• • . • • • 00••46 • • 0 Y 0 0•• 0 •600 • 0 0 • f •0.00• 0 • • 0 00000• • s 6 0 s • L. HL TO PK: 12-10-4 R. HL TO-*PV•: 9-4b•�$: LEFT HEIGHT: 0-5-11 SPAN: 22-3 RISE : 3-1-2 RTGIM HEr(n1?T: 1-1 —————————————————————————————————————————————————————————— LOADING (PSF) MAX STRESSES MINIMUM GRADE OF•f'UMB�R•• • L D TOP 1-2=0 . 682; TOP CHORD:2X4• No. 2ND 19 SP TOP 30 15 BOTT 11-1=0. 861 BOT CHORD:2X4 No. 2ND 1.9 SP BOTT 0 10 LL.DEFL.@11=0 . 22 < L/360 WEBS : 2X4 No. 3 19 SP ---------------------________----------------- STR. INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING 24 . 0 in. o . c . REPETITIVE STRESSES USED NO. OF MEMBERS = 1 RIGHT END VERTICAL IS NOT EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 9 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,5.00 MI FROM OCEANLINE(ASCE7-93). DEFLECTION(IN.) L.L= 0.22,D.L=0.18,T.L=0.40 PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER JUL 2000 •. ===««ACES-32 Ver. 1 . 1>>>>====== [ 028999 ] ======««MARTINEZ .TRUSS»»========= Customer : R-CALDERON-BYRNE-RES . -ADD. Tue Jul 11 14 : 23 : 55 2000 Project # : 00062722 Truss ID M2 Family # 204 Span : 8-0 Quantity 4 Top Pitch 2 . 5/12 ==Btd(10/16/1997),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS SIZE 1-2=-683 4-1= 661 2-4=-683 1=-424 3.50 2-3= 0 4=-424 3.50 3-4=-173 PROVIDE FOR 223 LBS UPLIFT AT JOINT 1 (0.53) PROVIDE FOR 259 LBS UPLIFT AT JOINT 4 (0.61) PROVIDE FOR 149 LBS HORIZ. REACTION AT JOINT 1 4-0 _ 8-0 4-0 4-0 1X4 1X4 3 2 4X4 NA 1 8-0 3X4 . . . 8-0 •. • L. HL TO PK: 8-2-1 LEFT HEIGHT: 0-5-11 SPAN: 8-0 RISE: 2-1-11 4IG4+ HEIGUT:2-1.11, LOADING (PSF) MAX STRESSES MINIMUM GRADE 'OF LUMBVT•' :0.90: L D TOP 1-2=0 . 339 TOP CHORD:2X4 t*W:2ND •?9• SP • • TOP 30 15 BOTT 4-1=0 . 401 BOT CHORD:2X4 • Not 2ND •l!9• SP ••••• BOTT 0 10 LL.DEFL.@0=0 . 00 < L/360 WEBS : 2X4 '.N"03 1%..SIy : : STR. INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING • 24. 0 in. o . c . •••.. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 RIGHT END VERTICAL IS NOT EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 9 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,5.00 MI FROM OCEANLINE(ASCE7-93). DEFLECTION(IN.) L.L= 0.00,D.L=0.00,T.L=0.00 PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. ===««ACES-32 Ver. 1 . 1>>>>====== [ 029000 ] ___===««MARTINEZ .TRUSS»»===______ Customer R-CALDERON-BYRNE-RES . -ADD. Tue Jul 11 14 :23 : 55 2000 Project # : 00062722 Truss ID MGT1 Family # 304 Span 7-11 Quantity 1 Top Pitch /12 ----------------- FORCES - LOAD CASE #1 REACTIONS SIZE 1-2=-172 5-6= 1081 3-1=-1201 1=-1048 3.50 2-3= 0 6-1= 1081 3-6= 705 5=-1048 3.50 3-4= 0 3-5=-1201 4-5=-172 PROVIDE FOR 536 LBS UPLIFT AT JOINT 1 (0.51) PROVIDE FOR 536 LBS UPLIFT AT JOINT 5 (0.51) 3- 11 -8 7- 11 3- 11 -8 3- 11 -8 1X4 3X8 1X4 3 2 4 6 • • 1X4 ' • 3X4 • 3- 11 -8 7-11 3X4 • • r 3- 11 _8 3- 11 -8 •- • ••w• :*on:* • LEFT HEIGHT:2-1-11 SPAN: 7-11. RISE: 2-1-11 I.JGM HEIQIT: 2-1-11, LOADING (PSF) MAX STRESSES MINIMUM GRADE' OF LUMBATt% :••w•: L D TOP 2-3=0 . 312 TOP CHORD: 2X4:**M"..2ND'2.9 SP • TOP 30 15 BOTT. 6-1=0 . 863 BOT CHORD:2X4: Nca. 2NQ•2.9 SP ••�••• BOTT 0 10 LL.DEFL.@6=0 . 02 < L/360 WEBS : 2X4 a WC . 3 S).SP ----------- SPACING 24 . 0 in. o . c . REPETITIVE STRESSES NOT USED NO. OF MEMBERS = 1 LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 2- 4= 90 5- 1= 185 BOTH END VERTICALS ARE NOT EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 9 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,5.00 MI FROM OCEANLINE(ASCE7-93). DEFLECTION(IN.) L.L= 0.02,D.L=0.02,T.L=0.04 PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) i PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER �� JUL � 2000 ===««ACES-32 Ver. 1 . 1>>>>====== [ 029001 ] ======««MARTINEZ .TRUSS»>>======= Customer R-CALDERON-BYRNE-RES . -ADD. Tue Jul 11 14 : 23 : 56 2000 Project # : 00062722 Truss ID MT8 Family # 201 Span 6-9 Quantity 4 Top Pitch. 2 . 5/12 ==81d(10/16/1997),v1.1__________________________________________________________________ FORCES - GRAVITY LOADS REACTIONS SIZE 1-2= 0 3-1= 0 1=-355 3.50 2-3=-291 3=-355 3.50 PROVIDE FOR 187 LBS UPLIFT AT JOINT 1 (0.53) PROVIDE FOR 217 LBS UPLIFT AT JOINT 3 (0.61) PROVIDE FOR 128 LBS HORIZ. REACTION AT JOINT 1 6-9 6-9 1X4 2 4X4 1 3 • • • • sees es • 6-9 rX4 as •♦♦e . . as L. HL TO PK: 6-10-12 LEFT HEIGHT: 0-5-11 SPAN: 6-9 RISE: 1-10-9 ZIGFI LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBF� ...... L D TOP 1-2=0 . 819 TOP CHORD: 2X4 No. 2ND 9.SP . TOP 30 15 BOTT 3-1=0 . 195 BOT CHORD:2X4:"fgt:. 2ND•*"9 S.P " BOTT 0 10 LL.DEFL. < L/360 WEBS :2X4; Nv. 3 ]�9••9P ••;••• STR. INC. : LUMB = 1 . 33 PLATE 1 . 33 SPACING 214 . 0 in. o. c . ...•.• REPETITIVE STRESSES USED NO. OF MEMBERS = 1 • RIGHT END VERTICAL IS NOT EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 9 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,5.00 MI FROM OCEANLINE(ASCE7-93). DEFLECTION(IN.) L.L= 0.00,D.L=0.00,T.L=0.00 PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER JUL 2000 ===<<<<ACES-32 Ver. 1 . 1>>>>====== [ 029002 ] ======««MARTINEZ .TRUSS>.>>>========= Customer R-CALDERON-BYRNE-RES . -ADD. Tue Jul 11 14 :23 : 56 2000 Project # : 00062722 Truss ID FG3 Family # 304 Span 5-8 Quantity 2 Top Pitch /12 FORCES - LOAD CASE #1 REACTIONS SIZE 1-2=-139 5-6= 547 3-1=-635 1=-665 3.50 2-3= 0 6-1= 547 3-6= 405 5=-665 3.50 3-4= 0 3-5=-635 4-5=-139 PROVIDE FOR 353 LBS UPLIFT AT JOINT 1 (0.53) PROVIDE FOR 353 LBS UPLIFT AT JOINT 5 (0.53) ,0-2 2- 10 5-8 ,Q-2 2- 10 2- 10 1X4 3X8 1X4 3 2 4 6 • 1 X4 : : .... '•.' : . .. . .... .... 3X4 • 2- 10 5-8 413X 4 • 2- 10 2- 10 ••..•• ...... . . ....... . LEFT HEIGHT.:.1-10-9 SPAN: 5-8 RISE: 1-10-9 RIGHT IIEIGHT: 1-10-9: ----------------------------------------------------------Tr=======s.-r.----.-.-.sue-- LOADING (PSF) MAX STRESSES MINIMUM GRADE rQF..LUM?F� L D TOP 2-3=0 . 160 TOP CHORD: 2X4• o•. 2ND SP • TOP 30 15 BOTT 6-1=0 . 358 BOT CHORD: 2X4: Nc:. 2ND0149.SP '':". BOTT 0 10 LL.DEFL.@6=0 . 01 < L/360 WEBS :2X4 "MI). 3 19•'SP ---------------------------------------- --- --------- SPACING : 24 . 0 in. o. C . REPETITIVE STRESSES NOT USED NO. OF MEMBERS = 1 LOADING STRESS INCREASE -LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 2- 4= 90 5- 1= 151 BOTH END VERTICALS ARE NOT EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 9 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF.DL,5.00 MI FROM OCEANLINE(ASCE7-93). DEFLECTION(IN.) L.L= 0.01,D.L=0.01,T.L=0.01 PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD.)CONSULT BLDG ARCHITECT OR ENGINEER. JUL 2000 ===««ACES-32 Ver. i . 1>>>>====== [ 029003 ) ======««MARTINEZ .TRUSS»»========= Customer R-CALDERON-BYRNE-RES . -ADD. Tue Jul 11 14 :23 : 57 2000 Project # : 00062722 Truss ID J7 Family # 204 Span 7-0 Quantity 5 Top Pitch 2 . 5/12 -------------------==______ ==Btd(10/16/1997),v1.1___________________________________________________________ FORCES - GRAVITY LOADS REACTIONS - SIZE 1-2= 0 3-1= 0 1=-644 3.50 2-3= 0 3=-67 3.50 2=-302 1.50 PROVIDE FOR 544 LBS UPLIFT AT JOINT 1 (0.84) PROVIDE FOR 259 LBS UPLIFT AT JOINT 2 (0.86) PROVIDE FOR 132 LBS HORIZ. REACTION AT JOINT 1 2-6 i 7-0 7-0 2 4X4 - 1 . . • 7-0 • 7-0 • •• • • L. HL TO PK: 7-1-13 LEFT HEIGHT: 0-5-11 SPAN: 7-0 : 1-11 RISE: 1-11-3 UIGOT HEIGHT -3. _ _ ---•--__'___ LOADING (PSF) MAX STRESSES MINIMUM GRADE CAF LUMBER • • L D TOP 1-2=0 . 949 TOP CHORD: 2X4:* 1V'ci. 2ND4�'9 SP • TOP 30 15 BOTT 3-1=0 . 211 BOT CHORD:2X4: Nc3. 2NQ ]-.9 SP ••;•'• BOTT 0 . 10 LL.DEFL. < L/360 WEBS : 2X4 ••No. 3 19••S� • --------------------------------------------------------- STR. INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING : 24 . 0 in. o. c . REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 9 FT,BLDG. CAT. 1,EXP. CAT. C,10(5+5) PSF DL,5.00 MI FROM OCEANLINE(ASCE7-93). DEFLECTION(IN.) L.L= 0.0O,D.L=O.00,T.L=0.00 PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. ;SIP} w" ===««ACES-32 Ver. 1 . 1>>>>====== [ 029004 ] ======««MARTINEZ.TRUSS»»========= Customer R-CALDERON-BYRNE-RES . -ADD. Tue Jul 11 14 : 23 : 57 2000 Project # : 00062722 Truss ID J7S Family # : . 204 Span : ,7-0 Quantity 3 Top Pitch 2 . 5/12====== FORCES - GRAVITY LOADS REACTIONS SIZE 1-2= 0 3-1= 0 1=-369 3.50 2-3= 0 3=-67 3.50 2=-302 1.50 PROVIDE FOR 194 LBS UPLIFT AT JOINT 1 (0.53) PROVIDE FOR 259 LBS UPLIFT AT JOINT 2 (0.86) PROVIDE FOR 132 LBS HORIZ. REACTION AT JOINT 1 7-0 7-0 2 4X4 1 7-0 % 0 0 4, • 7-0 ••••.s • w•w• • • w L. HL TO PK: 7-1-13 •.•.% LEFT HEIGHT: 0-5-11 SPAN: 7-0 RISE: 1-11-3 14IG4T HEIGHT: 1-11-36 LOADING (PSF) MAX STRESSES MINIMUM GRADF•.QF'..LUMIS�" L D TOP 1-2=0 . 949 TOP CHORD: 2X4• NO. 2ND 1� SP TOP 30 15 BOTT 3-1=0 . 211 BOT CHORD: 2X4: No. 2ND•*1% SP BOTT 0 10 LL.DEFL. < L/360 -WEBS : 2X4 '•Nb. 3 19—SP --------------------------------------------------------- STR. INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING 24 . 0 in. o. c . REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 9 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,5.00 MI FROM OCEANLINE(ASCE7-93). DEFLECTION(IN.) L.L= 0.00,D.L=0.00,T.L=0.00 PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR ENGINEER. JUL 2000 i t ===««ACES-32 Ver. 1 . 1>>>>====== [ 029005 ] ======««MARTINEZ .TRUSS»»========= Customer R-CALDERON-BYRNE-RES . -ADD. Tue Jul 11 14 : 23 : 57 2000 Project # : 00062722 Truss ID J5 Family # : 204 Span 5-0 Quantity 8 Top Pitch 2 . 5/12 _____ FORCES - GRAVITY LOADS REACTIONS SIZE 1-2= 0 3-1= 0 1=-534 3.50 2-3= 0 3=-47 3.50 2=-212 1.50 PROVIDE FOR 485 LBS UPLIFT AT JOINT 1 (0.91) PROVIDE FOR 183 LBS UPLIFT AT JOINT 2 (0.86) PROVIDE FOR 98 LBS HORIZ. REACTION AT JOINT 1 2-6 5-0 5-0 2 3X4 1 3 . . . .... .. . • ... . • • 5-0 . . 5-0 .. . . . ...... . L. HL TO PK: 5-1-5 LEFT HEIGHT: 0-5-11 SPAN: 5-0 RISE : 1-6-3 k-IGifT 'HE IGHT: 1-6-3 • F-------f�T7----.T LOADING (PSF)(PSF) MAX STRESSES MINIMUM GRADE..QU..LUMBI�R • ; L D TOP 1-2=0 .465 TOP CHORD: 2X4• Nos. 2ND. 11 . SP TOP 30 15 BOTT 3-1=0 . 103 BOT CHORD: 2X4: Nc:. 2ND'1'9.SP ":". BOTT 0 10 LL.DEFL. < L/360 WEBS : 2X4 "M0. 3 19063P STR. INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING 24 . 0 in. o. c . REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 9 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,5.00 MI FROM OCEANLINE(ASCE7-93). DEFLECTION(IN.) L.L= 0.00,D.L=0.00,T.L=0.00 PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WADS DESIGN SPECS, SSBC,ANSI/TP1-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER JUL 2000 ===<<«ACES-32 Ver. 1 . 1>>>>====== [ 029006. ] ======<<<<MARTINEZ.TRUSS>>>>========= Customer R-CALDERON-BYRNE-RES . -ADD. Tue- Jul 11 14 : 23 : 58 2000 Project # : 00062722 Truss ID J3 Family # : 204 Span 3-0 Quantity 8 Top Pitch 2 . 5/12 ___________________ FORCES - GRAVITY LOADS REACTIONS SIZE 1-2= 0 3-1= 0 1=-424 3.50 2-3= 0 3=-27 3.50 2=-122 1.50 PROVIDE FOR 426 LBS UPLIFT AT JOINT 1 (1.00) PROVIDE FOR 107 LBS UPLIFT AT JOINT 2 (0.88) PROVIDE FOR 63 LBS HORIZ. REACTION AT JOINT 1 2-6 3-0 3-0 2 3X4 3 .. . .... .... 3-0 ' 3-0 •. • • • L. HL TO PK: 3-0-12 • LEFT HEIGHT: 0-5-11 SPAN: 3-0 RISE: 1-1-3 RIGHT HEIGNT:.1-1-3 ---------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE."&-LUMB*&R.•' L D TOP 1-2=0 . 152 TOP CHORD: 2X4 ; No;2ND •1 SP ••••• TOP 30 15 BOTT 3-1=0 . 034 BOT CHORD:2X4 • No: 2ND• 1 •SP • • BOTT 0 10 LL.DEFL. < L/360 WEBS : 2X4 •N6. 3 1J'S"P ------------------------------------------------------- ------------------ STR. INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING = 24 . 0 in. o. c . • REPETITIVE STRESSES USED. NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 9 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,5.00 MI FROM OCEANLINE(ASCE7-93). DEFLECTION(IN.) L.L= 0.00,D.L=0.00,T.L=0.00 PLATES ARE MITEK MZO-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WADS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR ENGINEER. JUL 2000 ===««ACES-32 Ver. 1 . 1>>>>====== [ 029007 ] ___===««MARTINEZ .TRUSS»»===______ Customer R-CALDERON-BYRNE-RES . -ADD. Tue Jul 11 14 : 23 : 58 2000 Project # : 00062722 Truss ID J1 Family # 204 Span 1-0 Quantity 8 Top Pitch 2 . 5/12 ---- FORCES - GRAVITY LOADS REACTIONS SIZE 1-2= 0 3-1= 0 1=-314 3.50 2-3= 0 3=-7 3.50 2=-32 1.50 PROVIDE FOR 365 LBS UPLIFT AT JOINT 1 (1.16) PROVIDE FOR 33 LBS UPLIFT AT JOINT 2 (1.04) PROVIDE FOR 29 LBS HORIZ. REACTION AT JOINT 1 ,2-6 1 -0 1 -0 3X4 2 1 3 0 L. HL TO PK: 1-0-4 LEFT HEIGHT: 0-5-11 SPAN: 1-0 RISE: 0-8-3 R•IGNT HEIGET: O-$-3 LOADING (PSF) MAX STRESSES MINIMUM GRADE.AE.;,UME%". . L D TOP 1-2=0 . 009 TOP CHORD: 2X4; No;. 2ND, SP TOP 30 15 BOTT 3-1=0 . 002 BOT CHORD: 2X4• No•. 2ND � .SP BOTT 0 10 LL.DEFL. < L/360 WEBS : 2X4 'ZQb. 3 19'SP STR. INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING 24 . 0 in. o. c . • REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 9 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,5.00 MI FROM OCEANLINE(ASCE7-93). DEFLECTION(IN.) L.L= 0.0O,D.L=0.O0,T.L=0.00 PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOI NT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. i A t ===<<«ACES-32 Ver. 1 . 1>>>>====== [ 029008 ] ======<<<<MARTINEZ .TRUSS>>>>========= Customer : R-CALDERON-BYRNE-RES . -ADD. Tue Jul 11 14 : 23 : 59 2000 Project 4 : 00062722 -Truss ID HG2 Family 4 : 101 Span 6-0 Quantity 1 Top Pitch : 2 . 5/12 ==BLd(10/16/1997),v1.1____________________________________________________________ FORCES - LOAD CASE #1 REACTIONS SIZE 1-2=-1646 3-4= 1584 2-4= 635 1=-686 3.50 2-3=-1646 4-1= 1584 3=-686 3.50 PROVIDE FOR 433 LBS UPLIFT AT JOINT 1 (0.63) PROVIDE FOR 444 LBS UPLIFT AT JOINT 3 (0.65) PROVIDE FOR 11 LBS HORIZ. REACTION AT JOINT 1 0-9 1 3-0 6-0 0-9 3-0 3-0 4X4 4X4 2 4X4 1 3 Li 4 1X4. ...... . . . 3-0 6-0 .. .... 3-0 3-0 : •.: L HL TO PK: 3-0-12 b� • HL TCt'P4C•: 3-p•-.�2• LEFT HEIGHT: 0-5-11 SPAN: 6-0 RISE: 1-1-3 R;GUT HEIGHT: 0-5-11• LOADING (PSF) MAX STRESSES MINIMUM GRADE'OF LUMBE?Ae% ;•••'; L D TOP 2-3=0 . 294 TOP CHORD:2X4 ••t#o!2ND •19• SP • TOP 30 15 BOTT 3-4=0 . 332 BOT CHORD: 2X4 : No: 2ND *I& SP ..... BOTT 0 10 LL.DEFL.@4=0 . 03 < L/360 WEBS :2X40.J1jp0. 3 1%."P SPACING : 24 . 0 in o. c . •"" REPETITIVE STRESSES NOT USED NO. OF MEMBERS = 1 LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 3= 90 3- 1= 20 CONCENTRATED 4= 578 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 9 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,5.00 MI FROM OCEANLINE(ASCE7-93). DEFLECTION(IN.) L.L= 0.03,D.L=0.03,T.L=0.06 PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. JUL 2000 ===<<<<ACES-32 Ver. 1 . 1>>>>====== [ 029009 ] ======<<<<MARTINEZ .TRUSS>>>>========= Customer : R-CALDERON-BYRNE-RES . -ADD. Tue Jul 11 14 : 23 : 59 2000 Project # : 00062722 Truss ID J2108 Family # 204 Span : 3-0 Quantity 2 Top Pitch 2 . 5/12 ---------------- ==Bld(10/16/1997),v1.1__________________________________________________________________ FORCES - LOAD CASE #1 REACTIONS - SIZE 1-2= 0 3-1= 0 1=-231 3.50 2-3= 0 3=-27 3.50 2=-122 1.50 PROVIDE FOR 175 LBS UPLIFT AT JOINT 1 (0.76) PROVIDE FOR 107 LBS UPLIFT AT JOINT 2 (0.88) PROVIDE FOR 63 LBS HORIZ. REACTION AT JOINT 1 ,0-9 , 3-0 3-0 3X4 2 J 3 • . . . .... .. . .. . .... .... •• 3-0 . • • 3_0 •600.6 000.00 ••00 • . 0 • . •0000• L. HL TO PK: 3-0-12 ' • LEFT HEIGHT: 0-5-11 SPAN: 3-0 RISE: 1-1-3 RIGHT HEIG14T: 1-1-3 • ----------------------------------------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE: -:,UMBLR•• L D TOP 1-2=0 . 175 TOP CHORD: 2X4 • Noe 2ND •18• SP 6.66• TOP 30 15 BOTT 3-1=0 . 039 BOT CHORD:2X4 '."o' 2NLY•19•'SP BOTT 0 10 LL.DEFL. < L/360 WEBS : 2X4 . No. 3 19 SP 66;66• SPACING : 24 . 0 in. o. c . REPETITIVE STRESSES NOT USED NO. OF MEMBERS = 1 LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1-12= 90 3- 1= 20 ' TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 9 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,5.00 MI FROM OCEANLINE(ASCE7-93). DEFLECTION(IN.) L.L= 0.00,D.L=0.00,T.L=0.00 PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRI CAL LY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG.ARCHITECT OR ENGINEER JUL 2000 ===««ACES=32 Ver. 1 . 1>>>>====== [ 029010 ] ======««MARTINEZ.TRUSS»»========= Customer : R-CALDERON-BYRNE-RES . -ADD. Tue Jul 11 14 :24 : 00 2000 Project # : 00062722 Truss ID J108 Family # 204 Span 1-0 Quantity 8 Top Pitch :2 . 5/12 FORCES - GRAVITY LOADS REACTIONS SIZE 1-2= 0 3-1= 0 1=-121 3.50 2-3= 0 3=-7 3.50 2=-32 1.50 PROVIDE FOR 120 LBS UPLIFT AT JOINT 1 (0.99) PROVIDE FOR 33 LBS UPLIFT AT JOINT 2 (1.04) PROVIDE FOR 29 LBS HORIZ. REACTION AT JOINT 1 10-9 1 -0 , 1 -0 3X4 1 2 a 3 1 0 •• • III f ....•. L. HL TO PK: 1-0-4 •• •• - LEFT HEIGHT: 0-5-11 SPAN: 1-0 RISE: 0-8-3 RIGHT HE; ,AT: 0-$•.4•, LOADING (PSF) MAX STRESSES MINIMUM GRADE.f7F :,UMBEA L D TOP 1-2=0 . 009 TOP CHORD:2X4• No•.2ND •19 SP ••••• TOP 30 15 BOTT 3-1=0 . 002 BOT CHORD: 2X4••Ziio: 2NEI•1&'SP BOTT 0 10 LL.DEFL. < L/360 WEBS : 2X4. No. 3 .19 SP ..:..' STR. INC. : LUMB = 1 . 33 PLATE = 1 . 33 SPACING : 24 . 0 in o. c • REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 9 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,5.00 MI FROM OCEANLINE(ASCE7-93). DEFLECTION(IN.) L.L= 0.O0,D.L=0.O0,T.L=0.00 PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WADS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER JUL 2000 ___<<«ACES-32 Ver. 1 . 1>>>>====== [ 029011 ] ______<<<<MARTINEZ.TRUSS>>»_________ Customer R-CALDERON-BYRNE-RES . -ADD. Tue Jul 11 14 : 24 : 00 2000 Project # : 00062722 Truss ID CJ3 Family # : 204 Span 4-2-15 Quantity 4 Top Pitch 1 . 768/12 ==Bld(10/16/1997),v1.1__________________________________________________________________ FORCES - LOAD CASE #1 REACTIONS - SIZE 1-2= 0 3-1= 0 1=-232 3.50 2-3=-94 3=-115 3.50 PROVIDE FOR 299 LBS UPLIFT AT JOINT 1 (1.29) PROVIDE FOR 178 LBS UPLIFT AT JOINT 3 (1.55) PROVIDE FOR 62 LBS HORIZ. REACTION AT JOINT 1 r1 -0- 1 � 4-2- 15 , 4-2- 15 1X4 3X4 2 3 e . . . 4-2- 15 n�X ..... 4-2- 15 ...... •••• :set% L. HL TO PK:4-3-7 • ' 060000 LEFT HEIGHT: 0-5-11 SPAN:4-2-15 RISE: 1-1-3 ;J GH7' HEIG.HT: 1-1-3 LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMB)fe"- L D TOP 1-2=0 . 272 TOP CHORD: 2X4;•Rd8;. 2ND•1.9 SP ' TOP 30 15 BOTT 3-1=0 . 044 BOT CHORD:2X4; Noe' 2NQe19 SP 0•;6.6 BOTT 0 10 LL.DEFL. < L/360 WEBS : 2X4 ••No. 3 19•44P • • SPACING 24 . 0 in. o . c . REPETITIVE STRESSES NOT USED NO. OF MEMBERS = 1 LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 2= 48 3- 1= 11 RIGHT END VERTICAL IS NOT EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 9 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,5.00 MI FROM OCEANLINE(ASCE7-93). DEFLECTION(IN.) L.L= 0.00,D.L=0.00,T.L=0.00 PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER JUL 2000 !.i..va'�Jn'i.ifs_•]-.�..±.+s':siia�sa:SF:+.ti:X.Sa=m.:.��'xti._.........:.5•.YVet+.. - w.w4.ra. ...�y�.-�° i—��"— .._, ===««ACES-32 Ver. 1 . 1>>>>====== [ 029012 ] ======««MARTINEZ.TRUSS»»=======__ Customer R-CALDERON-BYRNE-RES . -ADD. Tue Jul 11 14 : 24 : 00 2000 Project # : 00062722 Truss ID CJ7 Family # 204 Span 9-10-13 Quantity 4 Top Pitch 1 . 768/12 ------------------------------ ==Bld(10/16/1997),v1.1 FORCES - LOAD CASE #1 REACTIONS - SIZE 1-2=-1758 4-5= 1727 2-5= 119 1=-884 3.50 2-3= 0 5-1= 1727 2-4=-1758 4=-813 3.50 3-4=-397 _n ...._. PROVIDE FOR 940 LBS UPLIFT AT JOINT'1"('1':O(i)"'`°" PROVIDE FOR 657 LBS UPLIFT AT JOINT 4 (0.81) PROVIDE FOR 129 LBS HORIZ. REACTION AT J61NT IY ..v t. v.:•1_.'LP ..f.r.. 4-11 -6 3X4 s 3 - 2 4X4 5 1X4 :":�� • • • 4-11 -6 5-1013 .•••.:3 :.+' . 4-11 -6 x-••11 *7 • L. HL TO PK: 10-0-1 LEFT HEIGHT: 0-5-11 SPAN: 9-10-'13 RISE : 1-11-3 RIGHT Hg1": 1-J"- % LOADING (PSF) MAX STRESSES MINIMUM GRADE;OF LUMBI;V,, •.•.. L D TOP 2-3=0 . 762 `" TOP CHORD: 2X4• Q! 2ND' 99 •SP " • TOP 30' 15 BOTT 4-5=0 . 533 BOT CHORD: 2X4 ' o . 2ND " 9' SP BOTT 0 10 LL.DEFL.@5=0 : 08 < L/360 WEBS : 2X4' No. 3 19 SP SPACING 24 . 0 in. o. c . REPETITIVE STRESSES NOT USED NO. OF MEMBERS = 1 LOADING STRESS INCREASE LOADING . PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 2='57 2- 3= 165 4- 5= 37 5- 1= 13 RIGHT END VERTICAL IS NOT EXPOSED. TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL•HGT. 9 FT,BLDG. CAT. I,EXP. CAT. C,10(5+5) PSF DL,5.00 MI FROM OCEANLINE(ASCE7-93). DEFLECTION(IN.) L.L= 0.08,D.1-4.07J.1-4.15' NOTE: LEFT OVERHANG REQUIRES SUPPORT OR LEVEL RETURN PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W/NDS DESIGN SPECS, SSBC,ANSI/TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER JUL 20 _. r SHOP DRAWING DOCUMENT REVIEW Thesc documents have been reviewed for conformance with the design concept and intent and general compliance with the contract documents. The contractor is responsible for confirming and correcting all quantities and dimensions, fabrication and construction methods and .00rdination of this trade with all other applicable trades. NO EXCEPTION TAKEN bl r MAKE CORRECTIONS INDICATED ❑ T?aE.I ZCTED/RESUBMIT )A E REVIEWED: . p FRANCISCO CUELLO JR., P.E.,INC. 7 . .. .... . . . .... .... • •• • 0 0 •': DAVID WEARNE JOHNSON AIA ARCHITECT • • f *:00*: •• 7740 S.W. 104th STREET, SUITE 101 060 MIAMI,FLORIDA 33156 0600•• FURNISH AS SUBMITTED ❑ REJECTED "" •••• ❑ REVISE AND RESUBMIT ❑ FURNISH AS CORRCCTEO ..... ..., Corrections or comments made on the shop drawings during this • " • • • review do not relieve contractor from compliance with requirements • •.• ••.. of the drawings and specifications._This check is only for review of 0 the general conformance with the iiesign 2oncept of the project and general compliance with the information given in the contract documents. The contractor is responsible for Confirming and correlating all quantities and dimensions; selecting fabrication processes and techniques of construction: coordinating his or her work with that of all other trades; and pErfor g all work in a safe and satisfactory manner. Date/ By.