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RC-06-285 (5) • , - �P� ��� , � �'�� 'o °oti ghost I ®f a. ago" am lUN 2 Northeast 4th Avenue Road ----- ------ --------------------- CITY -JwI•J W_ 16 15 14 13. 12 11 10 9 8 7 6 5 4 3 2 i � 17 2 18 96 - �; 0 23 24 25 26 27 28 29 30 31 32 3334 19 2 v� curse �� ��-- ---moi "`, l�lfli DEPT gL.pG DEPT - 5 SUQJECT TO COM;I A STATE AND COUNTY RULES AND RESAARM PROPER TY ADDRESS: ELEVA TION INFORMA TION 9953 Northeast 4th Avenue Road ABBREVIATIONS National Flood Insurance Program Miami, Florida 33138 A -ARCOIRTANCR FEMA Elev. Reference to NGVD 1929 AVB. -AVENUE ASPH-ASPHALT Comm Panel 120652 AIC -AIR CON=ONRR BUILDING SURVEYOR NOTES B.CO• Panel #. 0093 B. R.•aLOCK CORNER CE.-CATCH BASIN #1 Lands Shown Hereon were not abstracted for CLF .-CON-CHAIN Lt"x POSE Firm Zone: "X" CONC.ONCLINK Easement and/or Right of Way Records.The COL. -COLUMN Easement/Right of Way that are shown on C U.P.-CONCRETE.UTTIM C.L.P.ONCRRTRLIOMrPOLE Date of Firm: 03-02-1994 survey are as per plat of record unless otherwise noted. CRR-coNCRnrn aLocR 02 Benchmark:Miami-Dade Court Public Works C.M.F. CANAL i Base Flood Elev. N/A County �• .P.-CANAL MAINTENANCE B/M Loc.3250SW.B/M Name N-013.Eley.7.70 N/A F.ASTIAU Nr - #3 Bearings as Shown hereon are Based upon' D pRAY F.Floor Elev. 11.91' Northeast 4th Avenue Road.N61*31'47"E(Chord) D.M.P_-DRAINAGE AMAINTENANCE Garage Elev. N/A #4 Please See Abbreviations EASIMMI G ' V #5 Surveyis incomplete Without Sheat 2 of 2 INC.-ENCROACHMENT p F.T.P.-FLORUD POWER RAMLIGPAD Suffix: ttTtt #6 Drawn By:A.Alvarez Date 04-28-2W8 F.P.L•FLORIDA POWER AND LRWr J #7 +ro tete Field Sury Date:04-25-2008 F.H.•FO HYDRANT b mP By F.I.P.-FOUND IRON PWB #8 =Field 2008,Station Porsche Points F.P. -FINISH FLOOR 49 Last Revised: F.D.H.-FOUND DRILL HOLE #10 Legal Description Furnished by client. F o•-FOUND DIAR CERTIFIED ONL Y TO. OUNDA #11 This Certification is only for the lands as described. uP:RON FENCE Cary Lubetsky & Caryn Lubetsky It is not a certification of Title,Zoning.Easements. L -LtNOTH IGHT or Freedom of Encumbrances.ABSTRACT NOT MEAS. AA.-MEMFASASURED REVIEWED. M.N. MAN POLE #12 There may be additional Restrictions not shown on N.O.v.D-VTnNALoUu ATN this survey that may be found in the Public Records N.T.R.-NOT TO SCALE of Miami-Dade County,Examination of ABSTRACT OZ dN79iHEEAO 'r�°z ' LNS OF TITLE will have to be made to determine record P.C.P.-PERMANENTCONTROL POINT instruments if any affecting this property. P.C. -POINT OF CURVATURE INUS #13 ACCURACY:Tha expected use ofthe land,as classified aEs-RRESIDDENCE in the Minimum Technical Standard(61G17.6FAC),is T -TANGENT A LEGAL DESCRIPTION.- 'Residential",the Minimum relative distance accuracy U.S. .unuTy Fri for this type of boundary survey is 1 foot in 10,000 feet. WW -WOOD PENCE IT The accuracy obtained by measurement and calculation W v -WATER VALVE Lots 5 and 6, Block 96 of: W.U.P.— -WOOD IR°POLE "MIAMI SHORES SECTION 4" re a closed geometric figure Was found ro exceed this �6 . K NAIN LINK PENCE requirement. —�-�y- -WOOD FENCE 414 Foundations and/or footings that may cross beyond the �® -CBS WALL according to the Plat Thereof boundary lines of the parcel herein described are not _._._ -OVERHEAD shown hereon. — .EASEMENT as Recorded in Plat Book 15, Page 14 of the is 15 Not Valid without one signature and the original raid A=� -DENOTES ELEVATIONS sealofaFlorida Licensed Surveyor and Mapper. +---. -DIISTTA CE Public Records of Miami-Dade County, Florida. Additions or deletions to Survey maps or reports by other than the signing parry or patties is prohibited without written consent of the signing parry or parties. ��� n This certifies that the survey of the property work on information. #16 Contact the appropriate authority prior to any design lfy1VV. described hereon was made under my super- #17 Underground utilities are not depicted hereon contact vision&that the survey meet-,the minimum the appropriate authority prior to any design work orechnical standards set forth the Florida construction on the property herein described. Company, Inc.IBoard of Professional Land Suu rveyors& Surveyor shall be notified as to any deviation from W Mappers in Chapter 61q 11-6 of Florida utilities shown hereon. 16t Administrative Cline.pursuant to Section #18 Ownership Subject to OPINION OF TITLE. a 472.027,Floc(Statutes. , 4 &That the�Sketch;hoeoit a trite and accurate`ispresiMiati'on thereof to the best . got of my ki;Owledge and Belief,subject to note-$ L& and nofa_ians shown hereon: 1. l Professional JOB # 08-311 Surveyors & Mappers LB 7498 _13050 S.W. 133rd Court DATE 04-28-2008 Miami Florida, 33186 rmanda F.A/torez PB 15-14 Ph. #(305)234-05$8 roj la"�S/ae jr rdanper#ssw Fax#(305)234-0423 Not 11alld anlesrSldned A Stamped with EmAmredSeal i 75.0'Right of way 'bit? S* ..� : :IH.A Asp • SIN.. _ w. 21.1'` 1 'l' ••' :.28.1' :;;;.'+ 34.72' :r02/\• I� I q x9•\5a 74 Driveway'Cone" 23.67'Parkes y 4I P R=222 , ,/ N I ✓ 'Conc..' Z9' L=106.20 I I privewaya Tan=3 11 I column D-2044'07" 12.43' I •�.. N -..., .a' 43.3' x$� 1 1.73'x1.73' 13.6' :,. 1f 'L42�':.: S Watk:�.:kB .;:'•v' .".:.c ^E —Chord Bea 12.4' 1,7 column u n 3 flp 1'Side `N61°31' ring r ° I 73' 0.08 11.9'' '•+'' 106.19' I &Dist. no id ti0.p no id . yConc., y` slab I off{ 9.00' `Concrete Cone: ,walk Brick Curb I "•,•,• •' }\0 53 I Brick col. k\0$1`•.. . I 11=4.0' Brick wall .Brie 11.44'�g Planter 1 ' UP Brick W=1.0' i sla: r.3.0 0. I 0.35'CLF with IIF on top o ,�'r a, /12.30 Curb I '11 1 '::: a Water Grass C' 0.44'CBS 5.32' ump on Grp 0.5& Dirt cone. 09A CLF CLF , x\ , 12.60' . C7 Planter 13.00' Planter A/C A/C slab ,8.81'.� /16.15' CD a'x3.a' 8.30' ,o eT F � 27.18' �/i ',,,o".•:•c�• � I N ' • A � I °1 Brick `O a U k\ 6 Entry AIC slab 0 Ga One Story CBS I 3'x7.35' 3- A/C slab �^ 9.9941'3 a` I ,.,.:. 3'x3' Residence Area c , to / 2 Brick steps Rest room insid 3.3)':.:.'•;' 9. . Tile step 13 21x3 00 ' ' 3.58' pp Co foo :: Water Pump x 3.4'x3.58' S I x\0 65 28.24' !'..: 4.0'x4.05' Planter K N. SP gid&F 654 ' I 4.60' A on--- 9 I - I t� 3 62\3 II 5.43'' >— � � Cone. I / N 18.41 .45a I jP 0 7,40, f` W x _ 1 I X S i{•ii.e;' '.' ••Conc.Pool: �`' I •.: I q a Overhanging ;' D '° Roof r„ k'':::;' .:,11`11'•�.� . 1 eek 12163' x o °? •: Bar' �"•`• I 0 60' :8.35' .,. '`' {{Area, x ,, % `I Net Pence / N':'t• Pool H=4.0 16.00' :aiouitd Pool 1 U 1.80'CLF 00' 3: 'but•Of Po01, I I Brick 4'7 Rock Tile " "Brick Grill �- ' . 5.6 'x 1.29' slab .6;j. slab . dol 5.2' �I x\0 �\S�ZeBarbee ue ;r, .–CLF 1 ;r, I e 9.9' :I ��AOA s4•�' S pq,' 1 1.96VF 1 – D.C. °----- rt°&D3 L=100.01 tst :::•�:::.:'8::: \5' u.p Coxs►a o Beaeri g Tan=50.01 x\0 :.•:..::•no Id +. . :•� 3.rx4' :.15.o'Aller: D=2'44'08" 0.08::v 10.3 sp no id: JOB # 08-311 DATE 5-02-2008 AFA �C The sketch hereon is a true and PB 163-11 Accurate rapresen tion tberrof to thebest of my krowledo-a6d belief,Subject to netes Company, Inc. and Notations`showm hereon. Surveyor Notes: o, - Survey is Incomplete without sheet 1 of 2 Scale of Drawing 1=20' Drawn By:A.Alvarez Date:05-02-2008 0 Completed Field Survey Date:04-25-2008 AFA&COMPANY,INC.LB 117498 SS Armando F.'A/varez Professional Land Surveyors and Mappers �j Pro �zional Surveyor c@ Mapper 6 SS26 13050 SW 133rd CT 1141am4 F/orlda 33186 L pa Stale of Florida PH:305-234-0588 FX:305 234-0423 Aret 11alld un/ccr Signed&Stamped with EmbosfedSea/ ........ . .... ..... ... .............. ... ...... .............. ... . .......... ............... ..... ... ........ ........... VW 2m: . ....... 4Z -s F_ ... ........... .............. 409 t47 ... ....... sr— .tow 4e : 67 *7 ... . ........ AMI ........... qol A[C— #038398 F- p P.E.E Edward A 0 cAl-t-5 L���ER SI-PlE, e(305)823-3938 CONSULTING ENGINEEfr _u ....................... *.. ... .... .... a 40 c>v t 10 dK ................. It -r I..... 5�r . . ..... ......;i .............. ............. .. ............. . ....... ..... ... ... ..... .. Alf' _6II F-om tv .... ........ . •........... .. .. ...... • . ...... ........ ............. .......... N-1 Aw. ... .. .... - -A P.E.#038398 Edward A. ...... . .... LANDERS, PoEs (305)823-393*8 CONSULTING ENGINEERS . . ........ «.. A ........ ... ......... .. t,ei .......... Z, axn -4-4 c _• r Y» :w•m•.vtnu.a v.«..•n>,r•rvv%u...s..- •..ro •��-+: »•:•�•••�-•vrtim.:.u..V+s.t.•A•.r�b•+..neh+nYrvmeaCiw •-..w•ry•:�Yr:... � - v v=ma..H=va�ry-V..mrrev�r...•vJ-"' va-. I z At 16 /&r- + 401 P.E.#038398 t L- 4 Edward A. KPEPJ j PIES (305)823-3938 CONSULTING ENGINEERS .......... ............... .............. - --- ---- 17 .......... .... ....V- .. ........................ T ............... S7 .......... ...................... ........ M ; -e .... .. .. ....... . ....._ U ' � ,: .. : C .... ...... ...... ...... b-...-_.._ ; . 4 z ....... .............. . ..... ........ 4. ........ ...... . ........... P.E.#038398 ---- ------ Edward A. LAKDERS, REE (305)823-3938 CONSULTING ENGINEERS A/ ............. , . l ...... ..:. .......... =: 1,��.. . 6-1 . s n 33 .. .... � K < < . . ....... . !(� PJC.. r2;• r P.E. #038398 Edward A. LANDERSI POL (305)823-3938 CONSULTING ENGINEERS (PI -176 �. i6 . . ........:::..: ;cam .; . ( T... 5 As Z�' � <... .. rrA • f k Za` .... k.�... .................. .... .� t� v v. . . �r{ , 7► • al v v `/L P.E.#038398 Edward A. LANDERSi PIES (305)823-3938 CONSULTING ENGINEERS �s�� er Z 1. .0 'O. G, .Q. <Z n .... ... : . ..: . ....:. .... : ... . . . . ....:....: IK tc- 3 3 ; biz. � ; i� .. ..:... ..:. .......... . :.. ..::... ..:.......... .:......: : t. ...... . ::.C4. ...k z�s . . : ... .<,. . .... ............ ...�.°L. ... s7.. Y. FvUC P.E. #038398 Edward A. LANDERSIPIEs (305)823-3938 CONSULTING ENGINEERS ej-) .11T 4, ........ ... 4c .. ............. .......... .............. ....... ..... ............. .. .. .... .............. ............ .......... .. ........... ...... ......... ........................ .. ..... ........ 1........................ I. ......... ........ ..... .. .. ....... ... .................... .. ..... .................. ....... -........ ................. ................ . ............. .. ........ .1...... .............. ....... . . ....... P.E.#038398 Edward A. SANDERS j PIE1 (305)823-3938 -CONSULTING ENGINEERS TABLE3.2.1J.' Reinforced Well Properties for Load Combinations Not Inotuding Wind or Seismlo 70 d 92ncreta Masonry Wail Prooadies �el ReinfoProvertles �omr6foollveDspM , d 3.8125 In Ff 80,000 psi (Table Arranged by increasing Md ''y si p *13Sp psi r P�Mal psi Cukf-Plane Resisting Moment and Sheer for Sara Positioned In the Center of tire Wall .,. 7 P o 1,360 PSI P,m 1,600 psi Bar Bat Bar Bar �. Sar Speotng A 10 On Speoing Nis Bar Spacing A Bar Spaotng Nis etre n n-Ib n� Size n n4 Size n 8 8 1.19 20,072 4 24 -0.10 8,311 8 8 1. 9 21,850 8 72 0.13 8,928 •7 8 0.90 19,008 8 72 0.13 8,310 7 8 0 20,847 4 24 0.10 8,348 8 8 0.88 17,730 8 58 0.09 7,804 8 8 0. 9,201 7 72 0.10 8,114 8 15 0.69. 15,609 6 40 0.09 7,763 8 15- 0 18,056 8 66 0.09 7,840 E 6 8 0.47 15,221 7 72 0.10 7,682 6 8 0.47 17,611 6 40 0.09 7,788 7 18 0.46 16,660 S 84 0.08 4,828 7 18 0.45 18,983 8 84 0.08 8,850 8 24 0.40 15,040 8 48 0.08 5,808 8 24 0.40 18,30811 A , @B 5 18 0.33 14,499 4 32 0.08 8,300 8 10 0.33 16,880 6 48 10.08 8,63a 4 8 0.30 14,301 8 98 0.10 5,232 4 8 0.30 16,381 4- a wive- -C31f ,. 7 24 0.30 14,087 8 72 0.07 8,070. 7 24 0.30 18,198 8 72 0.07 6,097 8 32 0.30 13,987 7 9S 0.08 8,587 8 32 0.30 16,118 7 95 0.08 81086 ' 8 40 0.24 13,160 8 68 0.07 6,678 8 40 0.24 14,181 6 Be 0.07 81800 6 16 0.23 13,134 4 40 0.08 6,085 6 18. 023 14,127 8 120 0.08 8,367 7 32 0.23 12,972 8 120 0.08 4,980 7 32 0.23 13,983 4 40 0.08 6,104 S 24 0.22 12,896 6 84 0.08 4481 8 24 0.22 13,871 6 54 0.06 4,900 8 48 0.2012,486 S 98 0.08 4,562 8 48 0.20 13,392 7 120 0.06 4,868 7 40 0.18 12,103 7 120 0.05 4,648 7 40 0.18 12;982 8 96 0.00 4,673 8 32 0.17 11,758 5 72 0.08 4,338 S 32 .0.17 12,692 6 72 0.05 4,368 5 24 0.18 11,600 4 48 0.06 4,254 6 24 M6- 12,315 4 48 0.06 4,278 7 48 0.15 11,374 4 88 0.04 3,566 4 16 0.18. 112,171 4 68 0.04 3,857 4 10 0.16 11,374 8 120 0.04 3,642 7 48 OAS 12,171 8 120 0.04 3,568 8 40 0.13 10,80 6 98 0.04 3,264 8 65 0.17 11,479 6 90 0.04 3,257 8 60 0.17 10,884 4 04 0.04 $,198 5 40 0.13 10,888 4 64 0.04 3,209 7 68 0.13 9,749 4 72 0.03 2,843 7 68 0.13 10,432 4 72 0.03 2,862 6 32 0.12 9,698 8 120 0.03 2,503 8 84 0.16 10,044 5 120 0.03 2,814 8 84 0.18 9,349 4 96 0.03 2,132 32 4 96 0.03 2,139 8 48 0.11 9,106 4 120 0.02 1,708 @ ,0.11 9148 4 120 0.02 1,711 7 64 0.11 8,630 I1 '9 J� 6/8/2008 WIND02 v2-21 Detailed Wind Load Design (Method 2) per ASCE 7-02 Analysis by: LANDERS Company Name: EDWARD A. LANDERS, P.E. Description: RESIDENCE,9953 NE 4TH AVENUE ROAD, MIAMI SHORES, FLORIDA User Input Data Calculated Parameters Structure T Building Importance Factor 1 Basic Wind Speed M 146 mph Hurricane Prone Region(V>100 mph) Strut Category(I, II,III,or II Table 6-2 Values Exposure(B,C,or D) C Alpha= 9.500 Strut Nat Frequency(n1) 1 Hz g= 900.000 lope of Roof 3.0 :12 Slope of Roof eta) 14.0 Deg ype of Roof Gabled Slope (Directonal' Factor) 1 Eave Height Eht) 9.00 Ift Rid Height(RHt) 14.00 ft Mean Roof Height(Ht) 11.50 ft idth Perp.To Wind Dir(B) 80.00 ftt ft Bt= 0.105 �dth Paral.To Wind Dir L 80.00 = 1.000 Bm= 0.650 Calculated Parameters = 0.200 Type of Structure I= 500.00 ft Height/Least Horizontal Dim 0.14 Epsilon = 0.200 Flexible Structure No in= 15.00 ft Gust Factor Category 1: Rigid Structures-Simplified Method rust2 For rigid structures(Nat Freq> 1 Hz)use 0.85 0.85Gust Factor C II: Ri id cture$-Com fete Ana is Zmin 16.50 ftCc*(33/z)"0.167 0.22451*(zm/33)"Epsilon 435.28 ft(1/(1+0.63*((B+Ht)/LzmM-63--- 0.82120.925* 1+1.7*Izm*3.4*Q 1+1.7*3.4*Izm 0.8316 Gust Factor Summa' i. G ISince this is not a flexible structure the lessor of Gust1 or Gust2 are used 1 0.83 Fin 6-6 Internal Pressure Coefficients for Buildings, Gcol onditlon Gc i Max+ Max- [Enclosed pen Buildings 0.00 0.00 artially Enclosed Buildings 0.55 -0.55 Buildings 0.18 -0.18 Enclosed Buildings 0.18 1 -0.18 Developed by Meca Enterprises,hr.copyright Zoos EDWARD A.LANDERS,P.E. Page No.1 of 40{ 6/8/2008 WIND02 v2-21 Detailed Wind Load Design (Method 2) per ASCE 7-02 6.6.12.2.1 Design Wind Pressure-Buildings of All Heights EEIIev Kz Kzt qz Pressure Iblft"2Windward Wall* Leeward Wall Total Shear Moment Ib/ft^2 +GCpi -GCpi +GCpi -GCpi +/-Gcpi (Kip) (Kip-ft) 0.85 1.00 46.32 22.48 39.16 -27.60 -10.92 50.08 60.09 450.70 Note: 1)Positive fords act toward the face and Negative forces act away from the face. Figure 6-6-External Pressure Coefficients,CP Loads on Main Wind-Force Resisting Systems Method 2) Theta. B h z L L Varlable Formula Value Units Kh 2.01*(15/zg)^(2/Alpha) 0.85 Kht Topographic factor(Fig 6-4) 1.00 Oh .00256*(V)"2*1*Kh*Kht*Kd 46.32 psf Khcc Comp S Clad:Table 6-3 Case 1 0.85 Qhcc .00256*V^2*1*KhceKWKd 46.32 psf Wall Pressure Coefficients,C Surface C Windward Wall See F' ure 6.5.12.2.1 for Pressures 0.8 Roof Pressure Coefficients,Cp Roof Areas .ft. Reduction Factor 1.00 Calculations for Wind Normal to 80 ft Face Cp Pressure(psf) dditional Runs may be req'd for other wind directions +GC 1 -GC)l Leeward Walls(Wind Dir Normal to 80 ft wall) -0.50 -27.60 -10.92 Leeward Walls(Wind Dir Normal to 80 ft wall) -0.50 -27.60 -10.92 Side Walls -0.70 -35.30 -18.63 Roof-Wind Normal to Ride eta>=10 -for Wind Normal to 80 ft face Windward-Min Cp -0.54 -29.14 -12.46 Windward-Max Cp -0.04 -9.72 6.95 Leeward Normal to Ridge -0.46 -26.06 -9.38 Overhang Top(Windward) -0.54 -20.80 -20.80 Overhang Top(Leeward) -0.46 -17.72 -17.72 erha Bottom livable on Windward only) 0.80 30.82 30.82 Developed by meca Enwrprww,inc.Copyright 2oo6 EDWARD A. LANDERS, P.E. Page No.2 of 4 r{ 6/8/2008 WIND02 v2-21 Detailed Wind Load Design Method 2 r ASCE 7-02 Roof-Wind Parallel to Ride All Theta -for Wind Normal to 80 ft face Dist from Windward Edge:0 ft to 23 ft-Max Cp -0.18 -15.27 1.4 Dist from Windward Edge:0 ft to 5.75 ft-Min Cp -0.90 -43.01 -26.33 Dist from Windward Edge:5.75 ft to 11.5 ft-Min Cp -0.90 -43.01 -26.33 Dist from Windward Edge: 11.5 ft to 23 ft-Min Cp -0.50 -27.60 -10.92 Dist from Windward Ed e:>23 ft -0.30 -19.89 -3.22 *Horizontal distance from windward edge _Figure 6-10 -Extemal Pressure Coefficients,GCaf Loads on Main Wind-Force Resisting Systems w/Ht<=60 ft Kh= 2.01*(151zg)(2/Alpha) = 0.85 Kht= Topographic factor(Fig 6-2) 1.00 Oh= 0.00256*(V)"2*lmpFac*Kh*Kht*Kd = 46.32 Theta= Angle of Roof = 14.0 Deg 8 4 _ 8 ` 3 4 CAT). Q � � 8 / ' Q q cow C Transvenae Direction Longitudinal Direction 'Te Tonal Load Cam Wind Pressures on Main Wind Force Res istin S m Surface GCpf +GCpf -GCpf qhJ Min P Max P 1 0.48 0.18 -0.18 46.32 13.80 30.48 2 -0.69 0.18 -0.18 46.32 -40.30 -23.62 3 -0.44 0.18 -0.18 46.32 -28.53 -11.86 4 -0.37 0.18 -0.18 46.32 -25.66 -8.99 5 -0.45 0.18 -0.18 46.32 -29.18 -12.51 6 -0.45 0.18 -0.18 46.32 -29.18 -12.51 1 E 0.72 0.18 -0.18 46.32 25.20 41.88 2E -1.07 0.18 -0.18 46.32 -57.90 -41.23 3E -0.63 0.18 -0.18 46.32 -37.34 -20.66 4E -0.56 0.18 -0.18 46.32 -34.09 -17.42 *p=qh*(GCpf-GCpi) Figure 6-11 -Extemal Pressure Coefficients,GCe Developed by Meta EnwMism,Inc.cop"ht Zoos EDWARD A.LANDERS, P.E. Page No.3 of 4 6/8/2008 WIND02 v2-21 Detailed Wind Load Design (Method 2) per ASCE 7-02 Loads on Components and Cladding for Buildings w/Ht<=60 ft -; Ht ' S 2, 1 i 2 4 4 15 5 - ---�- -�---�-- a a as a Gabled Roof 7<Theta.<=45 a= 4.6 =_> 4.60 ft Double Click on ny data entty line to receive a help Screen FINDOW tivtdth span Area. Zone GCp nd Press(Ib/f A (ft) (ft) (f A2) Max Min Marx Min 2 10 33.33 1 0.40 -0.85 26.66 -47.61 2 10 33.33 2 0.40 -1.44 26.66 -74.98 2 10 33.33 3 0.40 -2.29 26.66 -114.25 0.00 3 4.5+ 0.00 13.50 4 0.98 -1.08 53.59 -58.23 Note:*Enter Zone 1 through 5,or 1 H through 3H for overhangs. Developed by Meta Enterprises,Inc.Copyright 2lms EDWARD A.LANDERS,P.E. Page No.4 of 4 RECEIVED ^A c� J 2 72088 w �--____-- as ?dUM DADS COUNTY,FWRWA METRO-DARE H AGLER BUILDING BU"ING CODE COMPLIANCE OFFICE MCCO) 140 MW K AMM STREET,SUITE 160 PRODUCT CONTROL DIVISION MIAMI FLORIDA 33130-1563 (305)375-2901 FAX(305)372-6339 NOTICE OF ACCEPTANCE(NOA) - � PGT Inda&1m Inc. 1070 Technology Drive Nokomis,FL 34275 Scon: This NOA is being issued under the applicable rules and regulations governing the use of construction materials.The dactunentat on submitted has been reviewed by Miami Dade County Product Control Division and accepted by the Board of Rules and Appeals(BORA)to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction(AM- This NOA shall not be valid after the expiration date stated below.The Komi Dade County Product Control Division(in Miami Dade County)and/or the AHI(in areas other than Miami Dade County)reserve the right to have this product or material tested for quality assurance purposes. H this product or material fails to perform in the accepted manner,the manufacturer will incur the expense of such testing and the AHI may immediately revoke,modify,or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein,and has been cosigned to comply with the Florida Building Code,including the High Velocity Hurricane Zone. DESCRIPTION:Series`SHR-710"Alumina Horizonw Roner Window—L.M.I. APPROVAL DOCUMENT:Drawing No.a127-10,titled"Alum.Horizontal Roller Window,impact", sheets 1 through 11 of 11,dated 02/28J2006 with the latest revision"C"dated 04119M.prepared by POT industries,Inc.,dated 08110>M.signed and sealed by Robert 1:..Clark,P.E.,bearing the Miami Dade County Product Control Revision stamp with the Notice of Acceptance number and expiration date by the Miami-Dade County Product Control Division. 1V L%ME IMPACT RATING:Large Missile and Small MlsAe Impact Resistant LABELING:Each unit shall beer a permanent label with the manufacturer's name or logo,city,state and following statement: "Miami Dade County Product Control Approved",unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of thus NOA will occur after the expiration date or if there has been a revision or change in the materials,use,and/or manufacture of the product or process.Misuse of this NOA as an endorsement of any product,for sales,advertising or any other purposes shall automatically terminate this NOA.Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words miami Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed,then it shall be done in its entirety. INSPECTION:A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the iW lite at the request of the Building Official. This NOA revisers NOA No.064M.06 and consists of this page I and evidence pages E-1 and E-2,as well as approval document mentioned above. The submitted documentation was reviewed by Memel Peres,P NOA No 074US.09 Expiration Date: December 21,2011 Approval Date: January 0 i,2008 Page I t) r �� PGT jo-harry NOTICE OF Ag jeMT.�NCE: EVIDENCE SUB�D A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No.4127-101,titled"Alum.Horizontal Roller Window,Impact",sheets 1 through 11 of 11,dated.02/28/2006 with the latest revision"C"dated 04/15/2007, prepared by PGT Industries,Inc.,dated o8/1012007, signed and sealed by Robert L. Clark,P.E. B. TESTS 1. Test reports on: 1)Large Missile Impact Test per FBC,TAS 201-94 2)Cyclic Wind Pressure Loading per FBC,TAS 203-94 Along with marked up drawings and installation diagram of XOX aluminum horizontal sliding window,prepared by Fenestration Testing Laboratory,Inc.,Test Report No.FIT,-5330,dated 07/18/2007,signed and sealed by Carlos S.Rionda,P.E. 2. Test reports on: 1)Air Infiltration Test,per FBC,TAS 202-94 2)Uniform Static Air Pressure Test,Loading per FBC TAS 202-94 3)Water Resistance Test,per FBC,TAS 202-94 4)Large Missile Impact Test per FBC,TAS 201-94 5)Cyclic Wind Pressure Loading per FBC,TAS 203-94 6)Forced Entry Test,per FBC 24113.2.1,TAS 202-94 Along with marked-up drawings and installation diagram of XOX aluminum horizontal sliding window,prepared by Fenestration Testing Laboratory,Inc.,Test Report No.FTL-4M,dated 03/08/2 ,signed and sear by Edmundo Largaespada,P.E. (Subm&*d under NOA#06-0445.06) 3. Test reports on: 1)Air Infiltration Test,per FBC,TAS 202-94 2)Uniform Static Air Pressure Test,Loading per FBC TAS 202-94 3)Water Resistance Test,per FBC,TAS 202-94 4)Large Missile Impact Test per FBC,TAS 201-94 5)Cyclic Wind Pressure Loading per FBC,TAS 203-94 6)Forced Entry Test,per FBC 24113.2.1,TAS 202-94 Along with marked-up drawings and installation diagram of XOX aluminum horizontal sliding window,prepared by Fenestration Testing Laboratory,Inc.,Test Report No.FTI,4859,dated 03/08/2006,signed and sealed by Edmundo Largaespada,P.E. (Subv#W under NOA#06-0405.06) Manuel P Product Control NOA No 0-74W.6 ExplisOon Date: December 21,2011 Approval Date: January 03,2M E-1 PGT Industries.Inc. NOTICE Qf ACCEPTANCE: EVIDENCE SUBMITTED C. CALCULATIONS 1. Anchor Calculations and structural analysis,complying with FBC-2004,prepared by PGT Engineering,dated 10/26/06,signed and sealed by Robert L.Clark,P.E. Complies with ASTM E1300-98 and 02 D. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office(BCCO). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No.05-120802 issued to E.I.DuPont DeNemours for"DuPont Butacite PVB Interlayer"dated 01/05/2006,expiring on 12/11/2010. 2. Notice of Acceptance No.03-0421.01 issued to Solutia Inc.for their"Safiex HP a polyvinyl butryai interlayer for amination of glass"dated 05/22/2003,expiring on 04/14/2008. F. STATEMENTS 1. Statement letter of compliance,and no financial interest,dazed 08/10/2007,signed and sealed by Robert L.Clark,P.E. 2. Laboratory compliance letter for Test Report No.FTI.-5330,issued by Fenestration Testing Laboratory,Inc.,dazed 07/18/2007,signed and sealed by Carlos S.Rionda, P.E. 2. Laboratory compliance letter for Test Reports No.'s FTL-4858 and FTL-4859, issued by Fenestration Testing Laboratory,Inc.,dated 03/08/2006,signed and sealed by Edmundo Largaespada,P.E. (5ubmkW wukr NOA#064405.06) G. OTHER 1. Notice of Acceptance No.06-0405.09,issued to PGT Industries,Inc.for their Series "Alum.Horizontal Roller Window,Impact",approved on 12/21/2006 and expiring on 12/21/2011. Manuel Prez, Product Control NOA No 074815.09 Uplration Date: December 21,2012 Approval Date: January 03,2M E-2 GENERAL NOTES:IMPACT HORIZONTAL ROLLER FLANGED AND INTEGRAL FIN WINDOW 1.GAZING OPTIONS.-(SEE DETAILS ON SHEET 2) A.611W LANK CONSISTING OF(2)LJTES OF IV ANNEALED GLASS WITH A.090 DUPONT BUTACITE OR 8hFLIWI(E0`SAFE MAXIMUM PVB INTERLAYER. B.fOW LANK CONSISTING OF(1)LITE OF 18'ANNEALED GUM AND(1)UTE OF 1f8'HEAT STRENGTHENED GLASS WITH A.M DUPONT BUTACITE OR SAF MOMEPSAFE ° MAXIMUM PVB INTERLAYER. C.SMS'LAW CONSISTING OF(2)UTES OF 118`HEAT STRBQTHENED GLASS WITH AN=DUPONT BUTACITE OR MAXIMUM PVB INTERLAYER. D.7118'LAMI CONSISTING OF(2)UTES OF 3118'ANNEALED GLASS WITH AN.090 DUPONT BUTACITE OR SARMWEEPSAFE MAXIMUM PVB INTERLAYER. E 7f 18'LAMI CONSISTING OF(1)LTTE OF 3118'ANNEALED GLASS AND(1)LTTE OF 3H8'HEATS GLASS WITH AN.090 DUPONT BUTACLTE OR NOA DRAWING MAP MAXIMUM PVB INTERLAYER. SHEET. F.7118'LAMB OOmSTNG OF(2)UTES OF 311W HEAT STRENGTHENED GLASS WrrH AN JTZ DUPONT SUTACIIE OR MTS PVB WTERIAYER. tGENERAL NOTES...«...».»1 GLAZING OETAILS».._—.2 a 13MW LANG IG:(1)LITE OF 18'OR 311W ANNEALED(MIN.)GLASS,511V OR 38'AIR SPACE AND 511W LAMI CONSISTING OF(2)UTES OF IW ANNEALED GLASS WITH A DESIGN PRESWRES.-µ-3 tI80 DUPONT BUTACITE OR 8a4FLDOKEEPSAFE MAX6 PVB HSfERIAYER ELEVATKNS.».«..............4 Vt3t'f.ACTIONS.......»..»b H.13MW LAMI IG:(1)UTE OF 1f8.OR WrANNEALED(MN.)GLASS.6MW OR 318'AIR SPACE AND Wir LAMB CONSISTING OF(1)UTE OF tf8'ANNEALED GLASS AND(1)LITE HCR IZ.SECTIONS..»»....-6 OF 111P HEAT GLASS WITH A.090 DUPONT BUTACITE OR SI.FLEXIKEEPSAFE MAXIMUM PVS INTERLAYER. PARTS UST--.--..:--6 EXTRUSIONS. »»»»»7 L 13118"LAM 1&(1)UTE OF 118'OR3118'ANNEALED(NHN.)GLASS,bMW O R 3!8'AIR SPACEAND 6118'IAM CONSISTING OF(2)LITES OF 1f8'HEAT STIE:N 11IWIED GLASS CORNER DETAL--........b WITH AN AW DUPONT SUTAO2TE OR MINOMUM PVS INTERLAYER ANCHORAGE-..--------8.11 J.13M8'LAMI iG:ti)LITE OF Iff OR 3118'ANNEALED(MIN.)GLASS,3118"OR 114•AIR SPACE AND 7118`LAVH CONSISTING OF(2)UTES OF 3118'ANNE/4L M GLASS WITH AN .090 DINT BUTACITE OR SAFLEXIKEEPSAFF,MAXIMUM PVB INTERLAYER. RC 13118'LAMI IG:(1)LITE OF 10 OR 3MS"ANNEALED(MAIN.)GLASS,3MW OR IW AIR SPACE AND 718'LAW CONSISTING OF(1)UTE OF 3118'ANNEALED GLASS AND(1)LITE OF 31W HEAT STRENGTHENED GLASS MTN AN.090 DUPONT SUTACITE OR qAFLOUKEEPSAFE MA)W"PVS WrERILAYER. 1.13118'LAMP IG:(1)UTE OF 18'OR 3116-ANNEALED(AKIN.)GLASS,3118°OR IW AIR SPACE AND 7118'LAMB CONSISTING OF(2)LUES OF SMS'HEAT STRENGTHENED GLASS WITH AN.080 DUPONT BUTACITE OR SAFUDUKEEPSAFE MAXIYIIMi PVB INTERLAYER. 2.CONFIGURATIONS* XOX 3.DESIGN PRESSURES:(SEE TABLES.SHEET 3) A NEGATWE DESIGN LOADS BASED ON TESTED PRESSURE AND GLASS TABLES ASTM E 130UM S.POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE AND GLASS TABLES ASTM E 130002. 4.ANCHORAGE:THE 3318%STRESS INCREASE HAS NOT SEEN USED IN THE DESIGN OF THIS PRODUCT.SEE SHEETS 8 THROUGH 11 FOR ANCHORAGE DETAILS. mtoD=REe�ttiel 6.SHUTTERS ARE NOT REQUINED. S.FRAME AND PANEL CORNERS SEALED WITH NARROW JOINT SEALANT OR GASKET. �T. REFERENCES:TEST REPORTS FTL488M F L4850 AND FTL-6W ELCO TEXTRON NCA:044721.01,03 ANSVAF&PA N1S'•2006 FORWOOD CONSTRUCTION ADM ALUMINUM DESIGN MANUAL �8.THIS PRODUCT HAS BEEN DESIGNED&TESTED TO COMPLY WRH THE REQUL WMN'TS OF THE FLORIDA BUILDING CODE,c4NW� THE HIGH VELOCITY MANE ZONE ONHZ) t. . Fx 411W7 C F2.MDTONOM.IS M WMSTOGURIuw wff. ,• j - /.bt, . GENERAL tif07fES' $ ` 7 FX f1Yf7JOB 8 lINLf£7t)ASiblEt30P02 ROKOM FL nc FA SM3AOB a AOca��ar omLxar> t.Tec r uoreral�r>s. P.a. ,spa HC�iIZONTi4LROLLER��IMPACT Per aR� FdG L,L 3/d R 3aaTa HR7to AfF3 t a if 4127-10 C sbudwat 21 50 21 50 QMWOR INTERIOR 53 IMP NOW 11Y NOK a GLASS SITE 55 GLASS SITE (ALL SECTIONS) 51 60,61,62 51 63.64,85 IV ANNEALED ORHEAT STRENGTHENED GLASS 3116'ANNEALED OR HEAT STRENGTHENED GLASS .OLE SOLUTIA OR DUPONT PVS INTERLAYER .090 SOUMA OR DUPONT PVS INTERLAYER 1A'ANNEALED OR HEAT STRENGTHENED GLASS 311W ANNEALED OR HEAT STRENGTHENED GLASS 5116°NOM. 7118°LAMINATED 5/16'LAMINATED GLASS 7116°LAMINATED GLASS 21 21 50 59 GLASS BAH SITE 11T NO 59 GLASS BITE 52 52 68,67,68,69,70,74 72,73,74,75,76, w ,.,rn 111 Viii LtA•ANNEALED OR HEAT GLASS 3MW ANNEALED OR HEAT STRENGTHENED GLASS No o pl' .M SOLUTLA OR DUPONT PVB INTERLAYER .090 SOLUTIA OR DUPONT PWS NNTERIAYER Dm 1A°ANNEALED OR HEAT STRENGTHENED GLASS 3116•ANNEALED OR HEAT STRENGTHENED GLASS f, 5MC LAMINATED 7MV LAMMATED 6118"OR3W AIRSPACE 3118'OR 1W AIR SPACE 1/W OR 3MV ANNEALED(MIN.)GLASS 1A"or3M8'ANNEALED OM.)GLASS 13118`NOAH. 13118'NOM. 13/16"LAMI IG GLASS W/51160 LAW 13/16"LAM!IG GLASS W/7116"LAMI FJAC 4!f&OT C Cf kiE7f69 T GLA ///'nFx rex a Ko yws r ' 34PACMT GLAZINQ DETAILS , ■ ALUM.HORIZONTAL ROLLER WINDOW,MACT Cktk F.K. If 5MS078 A ABiSPACED1AarOLAt1Y/QIIEfA88 MMXt879 omsao roti LS39M .E F.K Tl2BA18 J✓. 32P/OB � ` M.' roto Full 2 s 11 4127-18 TABLE 1. XOX(114,1/4114)FLANGE OR INTEGRAL FIN WINDOWS(FLANGED SHOWN.FIN WINDOWS W/SAME DLO ARE V SMALLER) WINDOW GLASS WINDOW HEIGHT WIDTH TYPE 2" 38" 38 318" 48" So$18" se W" 83" S4" AB,G,H +80.0 -60.0 +60.0 -W.0 •Ho.O 1 -80.0 +W.O 1 -60.0 +80.0 -60.0 +80.0 -W.0 +60.0 1 •800 +60.0 •80.0 or AB,G,H +MO -80.0 +60.0 40.0 +W,O •60.0 .+00.0 -W.0 +60.0 -w.0 +80.0 •60.0 +58.8 -58.8 +56.2 -56.2 108318" AB,G,H +W.0 -80.0 +00.0 •60.0 +60.0 -6D.0 +60.0 -8D.0 +80.0 80.0 +80.0 •80.0 +55.2 -65.2 +52,3 -6Z3 108" AB,GM +80.0 -60.0 +60.0 -60.0 +80.0 -60.0 +60.0 •60.0 +W.O -60.0 +W,O -60.0 +54.6 -54.6 +51.7 -61.7 111" AB,G,H +W.0 -60.0 1 +60.0 -80.0 +60.0 1 •60.0 +60.0 -80.0 +80.0 I -W.0 +59.5 1 -69.5 +53.6 -53.6 +50.9 -80.9 LIP TO 111" 0,1 +60.0 -60.0 LR TO 111" D.I,F, J.KL =+75.0 -75.0 TABLE 2. XOX(113,113,113)FLANGE OR INTEGRAL FIN WINDOWS(FLANGED SHOWN.FII WINDOWS W/SAME DLO ARE 1"SMALLER) WINDOW GLASS WINDOW HEIGHT WIDTH TYPE ALL HEIGHTS LIP 63" TO 88 7118" A'B.C. G,H,1 +80.0 -60.0 TO 8S 7/18" AU, J KL +75.0 75.0 TABLE 3. OX AND XO FLANGE OR INTEGRAL FIN WINDOWS(FLANGED SHOWN.FII WINDOWS W/SAME DLO ARE V SMALLER) WIDOW GLASS WINDOW HEIGHT WIDTH TYPE 28" 36" 38 3(B" 48" 50 US" S4" 80" 83" &SAM +75.0 -75.0 + 5m +75.0 76.0 +75.0 75.0 +75.0 76.0 +75.0 -75.0 +75.0 75.0 +75.0 75.0 88" AMG,H +75.0 75.0 +75.0 75.0 +75.0 75.0 +76.0 -7fi.0 +75.0 75.0 +75.0 75.0 +74.2 -74.2 +702 70.2 72' AB,G,H +75.0 75.0 +75.0 -75.0 +75.0 75.0 +75.0 75.0 +76,0 75.0 +75.0 75.0 +68.6 -69.6 +65.2 -65.2 74" AB,G,H +75.0 760 +75.0 75.0 +75.0 75.0 +75.0 75.0 +75.0 75.0 +7fi.0 75.0 +68.1 -88.1 +83.8 -63.8 P"�' •"'' a an•.:;c.y rim�atloetdn LP TO 74" C-, r%,�, +75.0 -75.0 .o� nmo GLASS TYPES:TEST REPORT F L 4858(X019,FTL 4859(OX&�)AND FR-5330 A.5118"LAMI-(UB"A.090,1!8"A) G.13116"LAMI IG-118"OR 3/16"A,511W OR 318"AIR SPACE,5116"LAMI-(1/8"A,.�,1/8"A) S.5/18"LAMI-(118"A,.OW lA"HS) H.13116"LAMI IG-118"OR 3/16"A,5116"OR 318-AR SPACE,5116-LAMI-(1B"A,.090,1/8"HS) G 5118"LAMI-(118"HS,.090,118"HS) L 13(18"LAMI!G-1/8"OR 3116"A,5116"OR 318"AIR SPACE,5/18"LAMI-(1/8"HS..OW,118"HS) D 7/46"LAMI-(3(16"A =3/16"A) J.13/18"LAMI IG-118"OR 3116-A,3116"OR 114"SPACE,7116"LAMI-(VIWA,.09D,3116-A) E.7116-LAM]-(3118-A,.090,3116"HS) K.13118"LAMI[3.1/8"OR 3/16"A,3116.OR 114"SPACE,7/16-LAMI-(3116"A.oW,3/16"HS) -� F.7118"LAMI-(3116"HS,.090.3116"HS) IL 13116-LAMI IG-118"OR VIS-A,311W OR 1/4"SPACE,7116"LAMI-(3118°HI.S,.090,3f18-HS) FA 4haw C avnWR4LFRVOPY MSUI- ATBASWEIM.WVPs IIESIQAI PRESSURES FJG tmtTlaoB I a WVMVPTAMOMAMEMM ALUV.HORIZONTAL ROLLERWl/VOOW,I ACT /b/o FX. &MO A ARSPAOSOt NQL4SBTVM6lTWL PO�q 9818 mawas � �tLCM9LP.E FK TP B l t Sam wawa�Xa�n Y&q+b Barrer e4trw NTS 3 -19 4927-10 C 27 3V 27 DL OL DLO 5a s11s'MAX oto FDIED MAXoto MAX MAX OLD VENT VENT FD(ED D D g B B B X 0 x X 0 x 11W MAX WIDTH I.F.FRAME-- ----=i --N 7118'MAX.WIDTH LF. —111'MAX WMTH FLANGE FRAME —_—-—A "88 7118'MAX WIDTH FLANGE DETAIL B-XOX(114-112-1t4) DETAIL C-XOX(113-113-113) NOTE: 338H3'MAX. 3311118'MAX 1.SEE SHEET 5 FOR VERTICAL AND HORIZONTAL SECTION DETAM DLO FM C DLO VENT 83•MAX. SEALANT OR GASKET FLANGE AT HEAD AND SILL A A F 15 ALL 67 3V w CoNm. MAX (E I F / DLO ALL DLO ALL 15 V.FRAME ;„1.,rE wpemeFlmide FRIED 1trdYT3 87'MAX LI ES I.F.FRAME - coeilot3 O I X COLIG I 1 13 FtANGE FRAME i3'MAX w�TH LF.FRAME ® SEW D-D 74'MAX WIDTH FLAME FRAME -A (FRAME NAIL A-ax oR (FRAME CORNER coNs�ucTlos�t) XO FX IH$!B7 C A8 & ELEVATIONS ZL. FX lNIM S"Wiv aft A�CHAKW 3H t t�lt0ltt8 a134?►8FX sN3d76 a n�C n sr�r a a epx,sae ALUM.HORIZONTAL ROLLER WINDOW IMPACT qwk Pa F,K yaggg Fl aovo ' >9vto NTS 4 -11 g�4127=10 c i i S , i , . i LIJ •J_�t CAW • y s tri � � mm DW(18 RV MAIL PG119 nzw wo Rw DISCRUn ON MAT'L PG171 I 41M A MANMFRAMBHPAD 606346AL 612237 66 13116-LAMIG-11$" 318"AIRSPA SJ16'lAMi QlMA,.W0M U8"A 2 4025 SASH STOP ANfI LEFT") 60A3-TS AL 517JA4 67 " 13116"IAMI Xi 118"A 318"AMPACK 5116`LAW 1!8"A 090 3 #8X314PILPANHEAD 78344AA 68 - 13/16-LomLGl/8- 318"AiRSPA 5/16"LA.MI U8"H%.090 118" 4 4053 SASH STC)z'CDV?R SH 6063-TS AL 69 13/WLAMIKI`3t16-A 5116-A]R WACP 51WLAW I!8" .090 PV8,I/8"A 6 4136 FLANGEPRAMESIIL 6063-TEAL 64136 70 " 13/16"IAMIIG3116"A 5116'AIRSPA 5116-LAMI A,MOM 1/8- L144137 SILLADAPM 6063-TEAL 64137 71 13116"LAMI IG3/16° 5/16°AIRSPA 5116"IAMI 090? 118" 4131 ROLI2LTRACK 6063-T6 AL 64131 72 - UtlfLAMILG1f8" U4"AIRSPAC 7116"LAMI 6" .090 3/16-A 71298 WfI ROI.ECID1� POLYPROP. 71298 73 13116-LAMIIGI/S" 114"AIR M A 7/16"LOA 16 .090 3/16-f1S 1626 ADH MOPENCKLFOAMPAD 7PAD1626 74 - OfI6-IAMIIGI/8" 1f4"AIRSPA 7116`LAMi 6" 090PVB 3116" 40M A FLANMFRAh(BJAMB 6063-TEAL 612725 75 - 13116-IAMI IG31I6- 3116"AIRSPA 7116'LAW 16"A .090 3/18"A 4134 GASSEf FORMAiNFRANESRLJOWf 74134W/K 75 " 13/16"LAWKW16" 3116-AIR MACK 7tW lAMI 16" 090 M 3/16' 1S I I Us 1#8 X 1.000 OUAD PN.SMS 781POA 1 77 " 13116-LAMI k'r3/16" 3116"AIR SPA 7116"i.AMrWilfrItHms.090PVIL 3/16PFIM 1 4110 G SaMN ADA?TCXt 6063-TS AL 641100 90 1014 SCREEN FRAME &VER. 310.-H14 AL 17 4054 B NEEM-MRALL 606XiD-T6 AL 64054, 91 1630 SCRTC KBYWIRBXM POLY". 19 4066 WSTP I87X FINSEAL 640660 92 1631 SC3t�l01ktNHtKEYWRWRINCIS POLY?ROP. 21 4105 SASHTOP&BOTTOM RAIL 6063-TS AL 612240 93 1073 SCREEN SPRING STsr- 22 1683 WSTP X270BA FINSEAL 61663E 94 1624 SC2tf9?JQSPLDM-.135DIA.FOAM EM PVC 23 2251 RMMHOUSII1 & UIDE -all D 95 1635 SCREFAMUNE-.135 DIA.HARD ad PVC 24 226 BRASS ROI3At WHEMS BRASS 7BRWfd2 96 S(Ytm C LOM 29 4128 HdR1 OMALROLURSASHTOP(ME POLYPRM 4412813 32 4006 D SASHMFE MRAIL 60MRS-TEAL 64M 271a 33 1233 WSTP 17OX 2-MBA FIN SEAL 67SMG 35 1 10961 SWEEP LAIC H DMOCAST 71096 36 1016 X A25 PH.FL SMS 7858 37 4126 SASHSMERAIL 6063-T5 AL 64126 38 1683 WM? X=BA FWSBAL 61683E 082 39 7070 BULB WFATHMST'RiP.i87X.275 67070K 40 LJFTRAILODVERCAP 74078"(`LORR 41 4139 LF.FRAMEHFAD 6063-TEAL 64139 42 4140 LF FRAM SILL. 6063-T6 AL 64140 ® 41 I.F.FRAME HEAD 43 4141 LF.FRAMEJAMB 6063•T6AL 64141 ® ® 1� � 50 El DOW 899 995 OR ALIWI' 51 1724 AZMBEADBUIS 6TP247W,K 52 1225 BEADBUIB 6TP248K 53 4039 B BEAD-5/16' 5063-TS AL 64M 2784 awmb*vl" 54 4044 BBEAD-5/16"W/GMLKIT 6063-TS AL 644703 •� 3.152 �fPp 55 4222 A BEAD-7116" 606345AL 64222L 56 1 985 C OIAZM BEAD-7/16-WACU.LKTf 6063.75 AL I 6985 .08259 4067 CLAZ[1�iGBEAD-13/16- 6063-TSAL 64067 1808 60 CIA 5116-LAW U8"A,090 PVA US"A O I.F.FRAME JAMB 61 " 3/16"IAMI 118" 890P 8 44141.6083-78 62 " 5116'LAMI U8"H%.090 M I/8" 63 - 7116"LAM 16"A,.090 3/16-A 2710 ®RK 7tI f LAM[ 16"A,090 3116- 42 I.F.FRAME SILL —j - 7116 1AM1 i6" 090 3116° #4140,W6346 4naw a nSO41,42843 °iA PRRT3 LIST rar7Re a �wvr n4ss r .ftsesrs �' ALUM.HORIZONTAL ROLLER WINDC7V6;1MPACT 40imkPX_ arr3<os a �ncE � rr roapersss a "4 ft3°r" ' ' , Mrs s d 91 �4f27-t0 C An I 1.187 �+- row 3.62 1 O SASH STOP COVER 1 s• 4 sem,soca-Ts Ly 1� 'L�E + y 71 I•»•�2784 1 FLANGE FRAME HEAD /1 FLANGE FRAME SILL .O FRAME SILL ADAPTER 54102A.W63-T8 f #4130,WSS-T6 pa13,e068-t8Tj ".061 1.sd 7 33 FLANGE FRAME JAMB -�#•-06204002A6063-Ts SAS2� H006�.1� Q HOR SRO TRACK 17 FIXEDME RAIL 131.6063-TS #4MB.8083H)-TO .ate V 79 _++ 1.ds7 2.128 � r v- ' .678� 1.081 � 1.096—T� ^1 21 SASH TOP&BOTTOM RAIL 32 SASH MTG.RAIL 37 SASH SIDE RAILO t3U1ZfNG .5118" 44133,003-TS 11400w,Some-T6 #4126,6083-76 #4039%808-TS D1Z�tTC7 RBV D cob No boba �o 1.086 Tr r7_T 1 O GLAZING5116GLAZING 8 7118" G w�c �tcm7111 GLAZING13116 #4044%606345 � go=,6NS-Tsl #4081,W03-TS tusmVw GRILL XM RK !M6✓07 C MO CIiANW?M SHwr wow awfJt 90/t7A1B 8 NRDCNAw%iE7►SS8NEET Ram aw EXTRUSIONS ALI1M HORdr�YTAL FJG MOCMA Roam W1JVIigw,WACT P4bW L Cmi.P.E 8/J:II� R NQEflfl88ff P.08Q7Ct578 _ FK 2"ffiM�B ✓J 329A� NPDK0588RS4tT4 VbI6djBam» FIR7to Hetf 7 m tt �a�s4127-10 PeuobV C 34 CHOR QUANTiTr--S.XOX(IM42114)VMDOW3 TABLE4 NOTE$: MASS TYPES A,B.0 O,KI GLASS TYPES O,E,F,J,K,L 1.ANCHOR TYPES:- AXCH0RTYP92 z3,WOOD z CONC 1.CON( z3,WOOD 2.CONC 1,CONG 1-144-ELCO TAPCONS 2-114"ELCO SS4 CRETE-FLEX 3-#12 STEEL SCREM(G5) &SUBSTRATE ZONES --MFU— ZONES ---Mmr— ZONES ZONES 2.GLASS TYPES: WINDOW SIZE WAD&Sas. I HEAD&Sar. HEAD&SILL HEAD&SSIEAL D&SSL DEAD&SILL A.5118"LAMS-(f1814,086,118'A) a 61161 LAMI-(1B-A„C190,lAr HS) 53125x 3&375 1+C2+1+C2+1 2 1+C2+1+2+1 2 1+C2+1+C2+1 2 1Kat+1+C2+1 2 1+C2+1+C2+1 2 1+C2+1+C2+1 2 C.StUr LAMI-(tB'HS..=,1B'HS) D.730'LAM!-(3110'A„OW,330'A) 4&ODD 1+02+1+C2+1 3 1+{2+1+(2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 11+02+i+C2+1 3 1+C2+1+C2+1 3 E.7198'LAM-(33(1 AM,338-HS) 50.825 1+(2+1+(2+1 3 1+C2+1+C2+1 3 1+t2t1+C Z+1 3 /+C2+1+C2+1 3 1+C2+l+CZ+l 3 1+Cbl+C2+1 3 F.7381 LNIAI-(3M8"HS,CEO,SMS'HS) G.13118'U1Mt Ki-118'OR 3381 A,6118-CNRS18-SPACE,530'LAMA-(118"A,.OlI0,118'A) 54.000 1+02+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+CZ+1+C2+1 3 H.13381 LAMI IG-118"OR 338'A,538°OR 3B'SPACE,S38`LAMA-(118'A..=,118'HS) L 13110'LAGS IG-1181 OR 338'A,6N0'QNR3181 SPAC E,638"LAMS-(118'tl8,09O 118 tib} 60.00D 1+C2+i+C2+1 3 1+C2+1+C2+1 3 1+C2+1+CZ+1 3 1+02+1+C2+1 3 i+02+1+C2+1 3 f+C2+1+C2►1 3 J.1338-LAI16IG-118-O R 3118"A,3118'OR 114-SPACE,738`LAMA-(31'16'A 090,311(-A) 83.000 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+t2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C3+1 3 K.133S-LAMA IG-110'OR 338°A,338'OR 114-SPACE,730'LAMA-(338-A,.CSO,3381 HS) SMOWX 38.375 1+C2+1+C2+1 2 1+C2+1+C2+1 2 1+C2+1+C2+1 2 1+C2+1+C2+1 2 1+t2+1+C2+1 2 I+t2+2+02+1 2 L 1338'IAM)IG-IW OR 3118-A,330'OR 114'SPACE,7118'LAM)-(330'HS,.OW.33r9-HS) 46.000 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+(2+1+(2+1 9 1+C Z+1+t2+1 3 f+C2+1+(2+1 S 1+(2+2+(2+1 3 3.WINDOW ANCHOR QUANTITIES ARE PER ADJACENT TABLE AND BASED ON THE FOLLOWING SMS M 1+C2+1+C2+1 3 1+C2+1+(2+1 3 1+02+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+2+C2+1 S DIMOJ&CNSFOR WINDOW SIZES NOT SHIOW 'GO 70 NEXT LARGER WINDOW IN TABLE 54.000 1+C2+1+C2+1 3 1+C1+1+C2+1 3 1+C2+14 2+1 3 i+C2+1+02+1 3 1+(2+1+t2+i 3 1+CZ+2+C2+1 3 HEAD&SILL:'KF itr MAX.ON EACH SDE OF MEETING RAIL CgNTEM.INE. 50.000 1+C2+1+C2+1 3 1+(2+1+2+1 3 1+62+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+CS+2+C3+1 3 25 3-MA FROM CORNERS. JAMBS: 7 MAX FROM CORNERS AND 22 lff MAX D.C. 83.000 1+02+1+02+1 3 1+C2+1+C2+1 3 1+C2+1+C2`1 3 1+(2+1+f2+1 3 1+(2+1+(2+1 3 1+CS+2+C3+1 3 TABLEKEy.. 74:000x36.375 1+C2+2+01+1 2 1+(2+1+C2+1 2 1+t2+2+C2+1 2 1+C2+2t-Mi 2 1+C2+2+(2+1 2 1+C2+2+02+1 2 s X 4&000 1+C2+2K2+1 3 1+(2+1+(2+1 3 1+(2+2+(2+1 3 1K2+Z+CZ+f 3 1+(2+2+(2+1 3 1+(2+2+(2+1 3 ll+C344+C3+11 3 ANCHOR QUANTITY PER JAMB 50.825 1+C2+2+t2+1 3 1+02+1+C2+1 3 f+C2+2+C2+1 3 1+(2+2+(2+1 3 1+C2+2+C2+1 3 1+C2+2+C2+1 3 HEAD AND SILL ANCHOR QUANTITY, 84.000 1+C2+2+C2+1 3 1+C2+1+C2+1 3 1+(2+2+(2+1 3 1+C2+2+2+1 3 1+(2+2+(2+1 3 1+C3+2+C3+1 3 A CLUSTER OF(3)ANCHORS CENTERED AT EACH MEETING RAI.R.W(1) SMOM 1+C2+2+C2+1 3 1+C2+1+C2+1 3 1+CZ+2+{2+1 3 1+C2+2+C2+1 3 f+M+2+C2+1 3 1+C3+2+C3+! 3 ANCHOR AT EACH OPERABLE VENT 83.000 1+C2+2+C2+1 3 1+C2+1+C2+1 3 i+C3+2+C3+1 3 1+C3+2+C3+1 3 1+C2+2+02+1 3 1+C3+2+CS+1 3 PLUS(4)ANCHORS AT FDMD SECTION. 84.000X 3&378 1+C2+2+C2+1 2 I+C2+2+C2+1 2 i+C2+2K2+1 2 1+C2+2+02+1 2 1+C2+2+C2+1 2 1+C2+3+t2+! 2 (12)ANCHORS TOTAL AT BEAD AND SILL 4&WO 1+02+2+C2+1 3 1+(2+2+C2+1 3 1+C2+2+C2►1 3 1+C2+2+C2+1 3 1+12+2+(2+1 3 1+CS+3+C3+1 3 (31 MIN.O.C.ANCHOR SPACING) 50.325 1+C2+2+C2+1 S 1+(2+2+1:1+1 3 1+C2+2+02+1 3 1+C2+2+t2+1 3 1+C2+2+C2+1 3 1+C3+3+C3+f 3 54.000 1+C2+2+C2+1 3 1+C2+Z+C2+1 3 1+t2+2+C2+1 3 1+C2+2+C2+1 3 1+C2+2+C2+1 3 1+C4+3+C4+1 3 26 3l4'nwx ^' 80.000 1+f.'2+2+C2+1 3 1+02+2+C2+1 3 1+(3+2+03+1 3 1+03+2+03+1 3 1+(2+2+(2+1 3,1+(4+3+(4+1 )'--.5'MN. 3 8&O1+02+2101+1 3 1+(2+2+(2+! 3 S+C3n2+C3►1 3 1+(2+2+(3+1 3 1+02+2+(2+1 3 1104+3+CM1 3 3C O OD X 40&375x3&375 1+(2+2+02+1 2 1+C2+2+C2+1 2 1+C2+3+C2+1 2 1+C2+3+C2+1 2 1+C2+3+2+1 2 1+C2+4+C2+! 2 +{ 4&OOD 1+C2+3+C2+ 3 1+C2+2+C2+1 3 1+C3+3+CS+1 3 1+C3+3+CS+l 3 1+C2+3+C:2+1 3 1+CS+4+C3+1 3 MTG.RAIL,TYP. eacca+(;�:ag svtc6 SwFlatie8 So.W 1+02+3+01+1 3 1+t2+2K2+1 3 1+03+0+03+1 3 1+CS+3+C3+i.3 1+C3+3+C3+1 S 1+C3+4+CS+1 3 EXAMPLE CLUSTER Wl QTY.OF(3)ANCHORS Does •�9 54.000 1+CS+3+C3+1 3.1+C2+2+02+1 3 1+C2+3+C3+1 3 1+C3+3+C3+1 3 1+CS+3+CS+i 3 1+C4+4+C4+1 3 (SHOWN W TABLE KEY ABOVE) 80.000 1+(3+3+(3+1 3 1+C2+2+t2+1 3 1MA+3+04+1 3 1+01+3+04+1 4 1+C3+3+C3+1 3 1+04+4+04+1 3 S+ 8&000 1+CS+3+C3+1 3 1+C2+2+C2+i 311+04+3+C4+1 3 1+04+3+C4+1 4 1+04+3+C4+1 3 1+(5+4+(8+1 3 25 y4'MAX 111.QMX3&375 1+C2+W:2+1 2 1+4;2+2+(2+1 2 1+C2+3+C2+1 2 1+12+3+(2+1 3 1+02442+1 2 4+12+4+(2+1 2 � 11- IN. I+-3'MTV. 4&000 1+C2►3+C2+1 3 1K2+2+C2+1 3 1+C3+3+C3+1 3 I+C3+3+C3+1 3 f+C2+3+02+1 3 1+C3+4+C3+1 3 80.3 1+C2+3K2+1 3 1+(2+2+(2+1 S 1+03+3+(3+1 3 1+CS+3+C3+l 3 1+C3+3+C3+1 3 1+C3M+C3+1 3 �� X 54.0W i+C3+3+C3+! 3 1+C2+2+C2+1 3 1+00+3+(3+1 3 1+CS+3+C3+1 311+C3+3+0+11311+04+4+04+113 SM000 1+C3+3+CS+1 3 1+C2+2+C2+1 3 f+C4+WMI 3 1+(4+3+(4+1 4 1+C3+3+C3+1 3 1+C4+4+C i 3 MTG.RAU,TYP. n� 53.000 1+CS+3+CS+l 3 1+C2+2+(2+13 1+C4+3+C4+1 3 1+C4+*WA+1 4 l+CA+3+C4+1 3 1+CS+4+C8+1 4 EXAMPLE CLUSTER Wt QTY.OF(4)ANCHORS F.K 4H6IDT CavA7E7A8LEgs.ECTVALUEBIXeTOAMp4ma4p..Aw. °rte` �w amA I—iORAGE SPACING XOX 1144-912-114 RK feN7A7B B /BVl8EANCtADRA�FOJ$1WT,FlEAO&9kLC,Y.IABTBTS ,r=L9a278 � FK Sa3me a 'wACED 31tmGttA34P4PE307NRUL P.aCtCpc182B ALUM.HORl2ONTALROLLER MWOW,IMPACT Robert tCork PE QC 2/1 J.J S &W tX�c .f+a�4 VL�bly l>errar NTS @ s 11 4127-10 C stat auaNrTrlEs LOX 1t 44.1>3 WrrtuOWIS TABLES NOTES: GLASS TO"A.B.G,H GLASS TYPES C.D.E,F,IAr. 1.ANCHORTYPES: ANCNORrises TYPE 2 3 W000 Z CAI4C 1.t:ONc 2A WOOD 2 SNC 1.CONS 1-114'ELOO TAPCONS 2-114'ELOO S$4 CFMTE-FLEX 3-012 STEEL SCREWS(GM &81SSTRATE ZONES ZONES ZONES ZONES ONES ZONES 2.GLASS TYPES: W04DOW SIM HEAD&SILL HEADS SILL. HEAD&SILL HEAD&SILL HEAD&SOI. HEAD&SILL A.5118"LAMI-(118'A AM,iAr A) , )m v -+ -+ -a S.8118"LAMI-(118'A,.080,if8'HS) 480WX 38.375 1+C2+1+02+1 2 1+C2+1+(2+1 2 1+C2+1+C2+1 2 1+(2+1+12+1 2 1+C2+i+CZ+l 2 1+C2+1+01+1 2 C.5118"LAMI-(1fi°HS.A%18'HS) 48.000 1+02+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+12+1+C2+1 3 1+12+1+C2+1 9 1+C2+1+t2+1 3 D.7118'LAM-(3118'A,.090,3H8"A) E.7118°LAMI-(3118"A,.OIO,3MW HS) $MRS 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 I+C2+1+C2+1 3 1 1+08+1+C2H 3 1+C2+1+C2+1 3 F.7118'LAMI-(3118`HS,.OSO,31('HS) 54.000 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+G2+1 3 1+C2+1+C2+1 3 1+02+1+C2+1 3 I+C2+1+02+1 3 G.13118"LANG IG-1B"OR 3118'A.6118'OR 314 SPACE,00"LANK-(118°0„080,1/8'A) 80.000 1+C2+1+C2+1 3 1+C2+1+t2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 H.I&MG'LANG IG-118'OR 3118"A.5f18'OR 3!8'SPACE,5118'LAMI-(1B'A,090,10 HS) 1. 13118'LANG IG-i/S'OR 3M8'A.6118'OR 318'SPACE,511ir LANG-(UB'HS,080,V8'HS) 83.1100 i+C2+1+C2+i 3 1+C2+1+C2+1 3 1+C2+1+CZ+1 3 1+C2+1+C1+1 3 1+L2+1+C2+1 3 1+03+1+03+1 3 J.13HS'LANG Ki-1f8'OR 3118'A.3118'OR 114'SPACE,7M8'LANG-(3116'A„OI0,3118"A) 6&128x 38.373 1+C2+1+C2+1 2 1+C2+1+C2+1 2 i+C22+1 I 2 1+C2+1+C2+1 2 1+M+1+(2+1 2 1+t2+1+C2+1 2 K.13M8'LAW IG-NB'OR SMSA,3118'OR 114 SPACE,7118'LANG-0318'A,=.3118'HS) 4&WD 1+C2+1+C2+1 3 1+C2+1+t2+1 S 1+C2+1+C2+1 3 1+C2+1+L2+1 3 1+C2+1+C2+1 3 1+t2+1+C1+1 3 L 13118'LAMIG-V8°OR 8116'A,3116'OR 1/4'SPACE,7118'LAMI-(3116'HS,.080,3118'HS) S0.826 1+t2+1+C2+i 3 i+C2+1+C1+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+CL+1 S 1+C2+1+C.1+1 3 3 3.WINDOW ANCHOR QUANTITIES ARE PER ADJACENT TABLE AND BASED ON THE FOLLOWING 4.0 800 1+C2+1+C2+1 S 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 9 1+t2+1+C2+1 DIMENSIONS.FOR WINDOW SIZES NOT SHOWN,GO TO NEXT LARGER WINDOW IN TABLE 80000 3+01+t+CZ+i 3 i+t2+1+C2+i 3 i+C2+i+C2+i 3 1+C1+1+C2+i 3 1+C2+1+C2+1 3 1+CS+i+03+1 3 S&WO 1+C2+1+C2+1 3 1+f2+1+C2+1 9 1+C2+1+C2+1 3 1+C2+1+C2+i 3 1+C2+1+C2+1 3 1+C3+i+C3+1 3 HEAD&SIL 10 Ur MAX.ON EACH SIDE OF MEETING RAIL CENTERUNE CORNERS SO.00Dx 3802+ .373 4+C2+1+C2+1 2 1+C2+1+C2+1 2 1+C2+i+C2+1 2 1+02+1+C2+1 2 1+C2+1+ 1 2 1+12+1+C1+1 2 MAX 25 SW FRCO JAMBS: �MAX.FROM CORNERSAND221l2"MAX O.C. 48000 1+C2+1+t2+1 3 1+C2+i+C2+1 S i+C2+1+02+1 3 1+CZ+1+C2+1 3 1+C2+1+(,*+1 3 1+C2+1+(2+1 3 TABLES- Oman 1+C2+1+C2+1 3 1+t2+1+C2+1 3 1+C2+1+CZ+1 3 1+C2+1+02+1 3 1+WI+Q+1 3 1+t2+1+C2+1 3 X O X 84.000 1+C2+1+C2+1 3 1+02+1+C2+1 3 1+C2+1+C2+1 3 1+(2+1+C2+1 3 1+C2+i+C2+1 3 i+C3+1+C3+1 3 1+C3+1+C3+1 3 QUAN TI Y PER JAMB S.OM 1+t2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+(2+1 3 i+C2+1+C2+1 3 1+C2+1+C1+1 3 1+C3+1+CS+1 3 83.000 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+(2+1+C2+1 3 1+C3+1+C3+1 3 1+C2+1+C2+1 3 1+C3+i+C3+1 31 HEAD AND SILL ANC MQUAN TITIE8 'KCI USTER OF(3)ANCHORS CENTERED KMD x 3&WS 14 2+1+C2+1 2 i+C2+1+(2+1 2 1+C2++i+C2+1 2 1+C2+1+C2+1 2 t+t2+1+C2+1 2 1+C2+1+C2+1 2 ON EACH MEETING RAIL PLUS(1) 4&000 1+02+1+C2+1 3 1+C2+1+C2+1 3 1+C2+4+=+l 3 1+C2+1+C2+1 3 1+C2+I+C2+i 3 1+C2+t+C2+1 3 ANCHOR AT EACH OPERABLE VENT GOVS 1+02+t+C2+1 3 1+C2+i+(2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 I*C2+1+C2+t 3 1+C3+i+03+1 3 PL US(1}ANCHORS AT FD(ED SECTION. 64.000 1+02+1+C2+i 3 1+02+1+(2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+t2+1 3 1+CS+1+C3+1 3 (B)ANCHORS TOTAL AT HEAD AND SILL MWO 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+02+1 3 1+C3+1+CS+1 3 1+C2+1+C2+1 3 1+C3+1+C3+1 3 (3'MIN.O.C.ANCHOR SPACING) S&OW i+C2+1+C2+1 3 1+C2+t+C2+1 3 1+CSM+C3+1 3 1+CS+1+C3+1 3 t+Cx+i+C2+1 3 i+C3+t+C3+1 3 74.000x 38.378 1+C2+1+C2+1 2 1+C2+1+C2+1 2 1+02+1+C2+1 2 1+C2+1+C2+1 2 1+C2+t+02+1 2 1+CG+1+C2+1 2 25 X4-MAX 4&000 1+t:2+1+C2+1 3 1+C2+1+C:2+1 S 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C3+1+C3+1 3 1,-3-MK 60.00 ,--.3- 60.826 1+C2+1+C2+1 S 1+01+1+0+•1 3 1+(2+1+C2+1 3 1+C2►1+C2+1 S 1+C2+1+C2+1 3 1+C3+1+C3+1 3 SCOW I I+C2+1 S 1+CL+t+C2+1 3 1+C2+1+C2+1 3 1+CZ+1+C2+1 S 1+C2+1+C2+1 3 1+C3+t+C3+i 3 S-T X O X 80.000 1+C2+^1+C2+1 3 1+C2+1+C2+1 3 1+CS+1+C3+1 3 1+C3+1+03+1 311+020+C2+1 3 1+CS+1+C3+1 3 11 83.000 1+C2+1+C2+1 3 1+C2+1+C2+1 S t+p+1+CS+1 3 4+C3+1+C3+1 3 1+C2+1+C2+1 3 1+C3+i+03+1 3 MIG.RAIL,TYP. a" fl4k� ' Piai� 84.000x36.378 1+t2H+t2+1 2 1+02+1+02+1 2 1+02+1+02+1 2 1+0211+02+1 3 1*C2+1+02+1 2 1+02+1+(2+1 2 �ti�aCo& �� - I 48.000 1+02+1+C2+1 3 1+(2+1+02+1 3 1+(2+1+12+1 3 1+02+1+02+1 3 1+C2+t+C2+1 3,1+03+1+03+1 3 EXAMPLE CLUSTER W/QTY.OF(3)ANCHORS No— Dffie .07SM628 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+(2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C 2+1 S 1+CS+1+C3+1 3 (SHOWN IN TABLE KEY ABOVE) 80.0004+02+1+02+1 3 1+C2+1+C2+1 3 1+C3+1+C3+1 3 1+C3+i+C3+1 3 1+C2+1+C2+1 3 1+CS+1+C3+1 3 Pmdmt 80.000 +C2+1 3 1+C1+i+C2+i 3 t+C3+1+C3+1 3 1+C3+1+C3+1 4 1+03+1+C3+1 3 1+C3+1+C3+1 3 2539'MAX 83.000 1+C3+1+CS+1 3 1+C2+1+C2+1 3 1+C3+1+CS+1 3 1+C3+1+C3+1 4 1+C3+1+C3+1 3 1+C4+1+C4+14 I+--3•MK 1f2'TYP. .{I 88497x96378 t+C2+1tt2+1 2 1K2*1+02+1 2 1K2+1+02+1 2 1+01+1+02+1 3 1+02+1+C2+1 2 1+C2+t+C2+1 2 41.00 1+Cp2+1+C2+1 3 1 t+C2+1+C1+1 3 1+(2+1+C2+1 3 1+C2+1+C2+13 1+02+1+C2+1 3 1+C3+1+C3M S 7 REF. X O X 60.828 1+C2+1+C2+1 3 1+C2+i+C2+1 3 1+C2+1+ca+t 3 1+C2+1+C2+1 3 i+C2+1+02+1 3 1+C3y+09+1 3 11 84.000 1+C2+t+t2+1 311+0+ 1 3 1+C$+1+C3+1 3 1+C3+1+C3N 3 1+02+1+C2+1 3 1+03+1+03+1 3 00.0100 1+C2+1+C2+1 3 1 1+C2+1+C20 3 1 1+C3+1+C3+1 3 1+C3+1+C3+1 4 1+CS+1+C3+1 3 1+04+1+04+1 4 UTM RAIL^TYP• S&OW 1+C3+t+CS+1 3 1+C2+l+2+1 3 I 1+CS+1+C3+1 3 1 1+C3+1+C3+1 4 I 1+03+1+C3+1 3 I 1+C4+1+C4+1 4 EXAAAPLE CLUSTER W/ QTY.OF(4)ANCHORS Fx' vt�lw ama�7 c rranalernsLsa, ry al�roA�wcraoRcnvnw umTecmNQLAmmmw ACHORAQE$PACING XOX 113-413-113 -,7 .'J'RK ,CMAX B RPVAEGEFORWTI BW&BSLCLCS71RS NOKMMFL34M -mo — FR.Ic sM389 A �ACEi�sIXA837YPF3orrnavt vo egx,smWd* ALUM.HORIZONTAL ROLLER WINDOW,IMIPAC7' Ra�1L t3ak PE. F.K. Z=W =J.J. 3r1 'R' ` ' WIG NTS 8 d 11 -4127-10 (; ANCHOR QU TIT1ES,XO&OX WINDOWS TABLE S NOTES: GLASS TYPES A.B,G,H GLASS TYPES C,D,E.F,L.Llc,L 1.ANCHOR TYPES: ANCHORTYM 2,3.WOOD I 2,CONC 1.CONIC 2,3,WOOD 2.CONC 1.CONC 1-114'ELCO TAPCCNNS 2-114"ELCO 834 CRETE-FLEX 3-02 STEEL SCREWS(GS) &SMTRATE ZONES I ZONES 2 S ZONES ZONES 25 8-- 2.GLASS TYPES: YVINQ4W SIZEg�g A.Mir LAM-(118'A,.080.178'A) .. } f0 Q } M B.6115'LAMI-(118"A-=,U8'HS) yy v H ad ., le ea � e4 � es Go C.SMSLANK-(U8'HS„080.118'HS) 37.000 x 38.375 1+C2+1 2 1+x+1 2 1+C2+1 2 1+C2+1 2 1+C2+1 2 1+C1+1 2 D.7118°LAM-(3M8°A..090,3118•A) E.7116'LAM-(3M8'A,.=,3118'HS) 48.000 1+C 2+1 3 1+C2+1 3 1+C2+1 3 1+C2+1 3 1+C2+1 3 1+C2+1 3 F.7118'LAM!-(3116'HS.M,3118°HS) 50.M 1+d +1 3 t+C2+1 3 1+C2+1 3 1+02+1 3 1+C2+1 3 1+C2+1 3 G.13118'LAMI IG-118'OR 3118'R 5118`OR 3!8'SPACE,571S'LAM!-(IV A.=118'A) H.131M6'LAMI IG-IV OR 3118'A.5118'OR 378'SPACE,SHB'LAMI-(118"A,.090,IV HS) 54.000 1+C 2+1 3 i+C2+1 3 1+C2+1 3 1+C2+1 3 1+C2+1 3 1+d 2+1 3 1. 13116'LAM IG-1/8'OR 3118'A.5HS-OR 3V SPACE,5118°LAM-(U8'HS�M.IV HS) 90.000 1+C 2+1 3 1+C2+1 3 1+C3+1 3 1+C2+1 3 1+C2+1 3 1+C3+1 3 J.13/16'LAMI IG-118°OR 3K8'A,3115.OR 114'SPACE,7118'LAMI-(3/18'A,.080,3MS-A) K 13115'LANK 10-U8'OR 3MS'A,3118`OR 114'SPACE,7118'LANA-(3018"A,.(M,3118'HS) 63.000 1+C 2+1 3 1+C 2+1 3 1+C3+1 3 1+C 2+1 3 1+C2+1 3 1+C3+1 3 L 13116'LAMI IG-IV OR 3118'A,Mr OR 174'SPACE,7118°LAMI-(3118'HSM,3118'HS) 48.000 x 38.375 1+:2+1 2 1+C2+1 2 1+C2+1 2 1+C 2+1 2 1+C 2+1 2 1+C2+12 3.WINDOW ANCHOR OUANTRIES ARE PER ADJACENT TABLE AND BASED ON THE FOLLOWING 48.000 1+C2+1 3 1+C2+1 3 1+C2+1 3 1+C2+1 3 i+C2+1 3 1+C 2+1 3 DONS,FOR WINDOW SIZES NOT SHOWN,GO TO NEXT LARGER W 94DOW IN TABLE. 50.825 1+(�2+1 3 1+02+1 3 1+03+1 3 1+02+1 3 1+( +1 3 1+C3+1 3 HEAD&SILL: 10112°MAX ON EACH SIDE OF MEETING RAI.CENTERLINE. 54.00 1+C2+1 3 1+C2+1 3 1+C3+1 3 1++0;22+1 3 1+C 2+1 3 1+C3+1 3 18 314-MAX FROM CORPS. 80.000 1+C3+1 3 1+C2+1 3 1+C3+1 3 1+C3+1 3 1+C Z+1 3 1+C3+1 3 JAn83S: V MAX FROM CORNERS AND 22 IM MAX O.C. 83.= 1+03+1 3 1+C2+1 3 1+03+1 3 1+C3+1 3 1+02+1 3 1+03+1 3 TABLE KEY' O 63.125x 36.375 1+02+1 2 1+C2+1 2 1+C2+t 2 1+C2+1 2 1+Cx+1 2 1+C2+1 2 2+03+2 3 ANc2iOR QUANTITY PER JAA� 48.0001+02+14,C 3 1+C 2+1 3 i+C3+1 3 t+C2+i 3 1+M+1 3 1+C3+1 3 50.825 1+02+1 3 1 1+C2+1 3 1 1+03+1 3 1+02+1 3 1+(2+1 3 1+03+1 3 HEAD AND Sat ANCHOR OUANTmES ACLU8TEROF(3)ANCHORS 54.E t+C3+1 3 1+C2+1 3 1 1+C3+1 3 1+C3+1 3 1+C2+1 3 1+C3+1 3 CENTERED ON THE AMMMLG RAIL 80.000 1+03+1 4 1+C2+1 3 1+p+1 3 1+C3+1 4 1+C2+1 3 1+CS+1 3 PLUS(2)ANCHORS AT OPERABLE 63.000 1+C3+1 4 1+C3+1 3 1+C4+1 3 1+C3+1 4 1+C3+1 3 1+04+1 3 VENTANDTOTALAT i OED THEAD ANDANCHORS SILL 80.000 x 38.375 1+C2+1 3 1+02+1 2 2+02+2 2 1+C2+1 3 1+C2+1 2 2+C2+2 2 C 48.000 1+C 2+1 3 1+CZ+1 3 2+C3+2 3 t+C2+1 3 1+C2+1 3 2+C3+2 3 (3'MN.O.C.ANCHOR SPACING) 50.825 1+03+1 3 1+C2+1 3 2+C3+2 3 1+C3+1 3 1+C2+1 3 2+C3+2 3 �8 314*MAX 54.0W 1+C3+1 4 1+C2+1 3 2+03+2 3 1+C3+1 4 1+C2+1 3 2+03+2 3 �-T per, 80.000 1+03+1 4 1+03+1 3 2+04+2 4 1+C3+1 4 1+C3+1 3 2+04+21 4 8, 63.000 1+C3+1 4 1+C3+1 3 2+C4+2 4 1+C3+1 4 1+03+1 3 2+04+2 4 T X O 66.000 x 38.375 2+C 2+2 3 1+C2+1 2 2+C2+2 3 2+C2+2 3 1+C 2+1 2 2+02+2 3 MODUCTRVAM 48.00D 2+C2+2 4 t+C2+1 3 2+C3+2 3 2+C2+2 4 1+C2+1 3 2+C3+2 3 MTO,RAI- 50.625 2+03+2 4 1+C2+1 3 2+C3+2 3 2+C3+2 4 j 1+C2+1 3 2+q+2 3 EXAMPLE CLUSTER W/QTY.OF(3)ANCHORS 54.000 2+C3+2 4 1 1+C2+1 3 2+C3+2 4 2+C3+2 4 1 1+C2+1 3 2+C3+2 4 (SHOWN IN TABLE KEY ABOVE) 80.00 2+C3+2 4 1+C3+1 3 2+C4+2 4 2+C3+2 4 1 1+C3+1 3 2+C4+2 4 63.000 1+C3+1 4 1 1+C3+1 3 2+04+2 4 2+C3+2 4 1+03+1 3 2+04+2 4 83W MAX. 74.000 x 38.375 2+C2+2 3 2+C2+2 2 2+C2+2 3 2+C2+2 3 2+C2+2 •2 2+C2+2 3j lir�' L +--3' 48.CM0 2+C3+2 4 2+C2+2 3 2+C3+2 4 2+C3+2 4 2+C2+2 3 2+C3+2 4 9'REF LMIN. 50.825 2+03+2 4 2+02+2 3 2+03+2 4 2+03+2 4 2+02+2 3 2+C3+2 4 X O 54.000 2+C3+2 4 2+03+2 3 2+04+2 4 2+C3+2 4 2+C3�2 3 2+04+2 4 60.000 2+C3+2 4 1+C3+1 3 2+04+2 4 2+03+2 5 2+03+2 3 2+04+2 4 MTG.RAIL 83000 2+03+24 1+p+1 3 2+C4+2 4 2+04+2 s 2+c3+2a 2+ca+2 5 EXAMPLE CLUSTER W/QTY.OF(4)ANCHORS F1L anous C raeuEora8asctEcrvuLmnlelnar roAcav ANCHORAGESPACING OX AND XOW/NDOWS FX tatraN I a AWMMoEraOrAear.HFaosaxr du4reRs xox a sears ALUM.HORIZONTAL ROLLER MLWW,IMPACT FLK MM a 6PACF�M&A48TYM G MW L °�� 1/G161� ems SAWwrote � Robm��P.B. FX a J 3�Yx 0 r�aore mvio NTS 10 d 1 t 4127-10 C aewaQat U.S.DEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE OMB No. 1660-0008 Expires February 28.2009 Federal Emergency Management Agency National Flood Insurance Program Important: Read the instructions on pages 1-8. SECTION A-PROPERTY INFORMATION For Insurance Company Use: Al. Building Owner's Name CARY LUBETSKY Policy Number A2. Building Street Address(including Apt.,Unit,Suite,and/or Bldg.No.)or P.O.Rout and Box o. Company NAIC Number 9953 NORTHEAST 4 AVENUE ROAD City MIAMI SHORES State FL ZIP Code 33138 A3. Property Description(Lot and Block Numbers,Tax Parcel Number,Legal Descripti PB 15-14 LOTS 5&6 BLOCK 96 OF:MIAMI SHORES SEC 4 AMD,PUBLIC RECOR F MIAMI-DADE COUNTY, FLORIDA A4. Building Use(e.g.,Residential,Non-Residential,Addition,Accessory,etc.) RESIDENTIAL A5. Latitude/Longitude:Lat.25DEG 52'13.18"N Long.80DEG 11'23.42"W Horizontal Datum: N NAD 1927 ❑ NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood Insurance. AT Building Diagram Number 8 A8. For a building with a crawl space or enclosure(s),provide A9. For a building with an attached garage,provide: a) Square footage of crawl space or enclosure(s) 3600 sq ft a) Square footage of attached garage N/A sq ft b) No.of permanent flood openings in the crawl space or b) No.of permanent flood openings in the attached garage enclosure(s)walls within 1.0 foot above adjacent grade 10 walls within 1.0 foot above adjacent grade N/A c) Total net area of flood openings In A8.b 1744 sq in c) Total net area of flood openings in A9.b N/A sq in SECTION B-FLOOD INSURANCE RATE MAP(FIRM)INFORMATION B1.NFIP Community Name&Community Number B2.County Name B3.State VILLAGE OF MIAMI SHORES-120652 1 MIAMI-DADE COUNTY I FLORIDA B4.Map/Panel Number B5.Suffix B6.FIRM Index B7.FIRM Panel B8. Flood 69.Base Flood Elevation(s)(Zone Date Effective/Revised Date Zone(s) AO,use base flood depth) 12025C-0093 J 7-17-1995 3-02-1994 "X" N/A B10. Indicate the source of the Base Flood Elevation(BFE)data or base flood depth entered in Item B9. ❑FIS Profile N FIRM ❑Community Determined ❑Other(Describe) B11. Indicate elevation datum used for BFE in Item B9: N NGVD 1929 ❑NAVD 1988 ❑Other(Describe) B12. Is the building located in a Coastal Barrier Resources System(CBRS)area or Otherwise Protected Area(OPA)? []Yes NNo Designation Date ❑CBRS ❑OPA SECTION C-BUILDING ELEVATION INFORMATION(SURVEY REQUIRED) Cl. Building elevations are based on: ❑Construction Drawings* ❑Building Under Construction* N Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations-Zones Al-A30,AE,AH,A(with BFE),VE,V1-V30,V(with BFE),AR,AR/A,ARAE,AR/A1-A30,AR/AH,AR/AO. Complete Items C2.a-g below according to the building diagram specified in Item A7. Benchmark Utilized NAME N-603 Vertical Datum NGVD 1929 Conversion/Comments Check the measurement used. a) Top of bottom floor(including basement,crawl space,or enclosure floor)_ 11.91 ®feet ❑meters(Puerto Rico only) b) Top of the next higher floor NN/A. ❑feet ❑meters(Puerto Rico only) c) Bottom of the lowest horizontal structural member(V Zones only) N/A. ❑feet ❑meters(Puerto Rico only) d) Attached garage(top of slab) N/A. ❑feet ❑meters(Puerto Rico only) e) Lowest elevation of machinery or equipment servicing the building 11.46 N feet ❑meters(Puerto Rico only) (Describe type of equipment in Comments) f) Lowest adjacent(finished)grade(LAG) 10.96 N feet ❑meters(Puerto Rico only) g) Highest adjacent(finished)grade(HAG) 11.14 N feet ❑meters(Puerto Rico only) SECTION D-SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification Is to be signed and sealed by a land surveyor,engineer,or architect authorized by law to certify elevation Information. 1 certify that the information on this Certificate represents my best efforts to interpret the data available. 1 understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. ❑ Check here if comments are provided on back of form. Certifier's Name ARAMANDO F.ALAVREZ License Number 5526 Title PROFESSIONAL LAND SURVEYORS&MAPPER Company Name AFA&COMPANY,INC.' Address 13050 SOUTHWEST 133 COURT City MIAMI State FL ZIP Code 33186 Signature Date 05-02-2008 Telephone 305.234.0588 FEMA Form 81- 1, February 2006 See reverse side for continuation. Rerifaces all previous editions IMPORTANT: In these spaces, copy the corresponding Information from Section A. For Insurance Company Use: Building Street Address(including Apt.,Unit,Suite,and/or Bldg.No.)or P.O.Route and Box No. Policy Number 9953 NORTHEAST 4 AVENUE ROAD City MIAMI SHORES State FL ZIP Code 33138 Company NAIC Number SECTIO A � E R,OR ARCHITECT CERTIFICATION(CONTINUED) ° Copy both sides of this Elevation Certificat�aj 1)comqnynni: official,(2)insurance agent/company,and(3)building owner. Comments CROWN OF ROAD+9.88' 4 ter° J Signature Date ❑ Check here if attachments SE ION E-BUILDING ELEVATION INFORMATION(SURVEY NOT REQUIRED)FOR ZONE AO AND ZONE A(WITHOUT BFE) For Zones AO and A(without BFE),complete Items E1-E5. If the Certificate is Intended to support a LOMA or LOMR-F request,complete Sections A,B, and C. For Items E1-E4,use natural grade,if available. Check the measurement used. In Puerto Rico only,enter meters. El. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade(HAG)and the lowest adjacent grade(LAG). a)Top of bottom floor(including basement,crawl space,or enclosure)Is ❑feet ❑meters ❑above or❑below the HAG. b)Top of bottom floor(including basement,crawl space,or enclosure)is ❑feet ❑meters ❑above or❑ below the LAG. E2. For Building Diagrams 6-8 with permanent flood openings provided in Section A Items 8 and/or 9(see page 8 of Instructions),the next higher floor (elevation C2.b in the diagrams)of the building is ❑feet ❑meters ❑above or ❑below the HAG. E3. Attached garage(top of slab)is __. ❑feet ❑meters ❑above or ❑below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is ❑feet ❑meters ❑above or❑below the HAG. E5. Zone AO only: If no flood depth number is available,is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F-PROPERTY OWNER(OR OWNER'S REPRESENTATIVE)CERTIFICATION The property owner or owner's authorized representative who completes Sections A,B,and E for Zone A(without a FEMA-issued or community-Issued BFE) or Zone AO must sign here. The statements in Sections A,8,and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments _ ❑Check here if attachments SECTION G-COMMUNITY INFORMATION(OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A,B,C(or E), and G of this Elevation Certificate. Complete the applicable item(s)and sign below. Check the measurement used in Items G8.and G9. G1.❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor,engineer,or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2.❑ A community official completed Section E for a building located in Zone A(without a FEMA-issued or community-issued BFE)or Zone AO. G3.❑ The following information(Items G4.-G9.)is provided for community floodplain management purposes. G4.Permit Number G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued G7.This permit has been issued for: ❑ New Construction ❑Substantial Improvement G8. Elevation of as-built lowest floor(including basement)of the building: _❑feet ❑meters(PR)Datum G9.BFE or(in Zone AO)depth of flooding at the building site: ❑feet ❑meters(PR)Datum Local Official's Name Title Community Name Telephone Signature Date Comments ❑Check here if attachments FEMA Form 81-31, February 2006 Replaces all previous editions Building Photographs Continuation Page For Insurance Company Use: Building Street Address(including Apt.,Unit,Suite,and/or Bldg.No.)or P.O.Route and Box No. Policy Number 9953 NORTHEAST 4 AVENUE ROAD City MIAMI SHORES State FL ZIP Code 33138 Company NAIC Number If submitting more photographs than will fit on the preceding page, affix the additional photographs below. Identify all photographs with: date taken;"Front View"and "Rear View°; and, if required, "Right Side View"and "Left Side View." SIDE VIEW v-{ s A- W y ' r , x } : r. t x . 2r s wl,$ HR.. SIDE VIEW tt � •�, T� d T u :t x - § z t vp r Building Photographs See Instructions for Item A6. For Insurance Company Use: I Building Street Address(including Apt.,Unit,Suite,and/or Bldg.No.)or P.O.Route and Box No. Policy Number 9953 NORTHEAST 4 AVENUE ROAD City MIAMI SHORES State FL ZIP Code 33138 Company NAIC Number If using the Elevation Certificate to obtain NFIP flood insurance, affix at least two building photographs below according to the instructions for Item A6. Identify all photographs with: date taken; "Front View" and "Rear View"; and, if required, "Right Side View" and "Left Side View.° If submitting more photographs than will fit on this page, use the Continuation Page, following. FRONT VIEW �4 l y REAR VIEW R T. i* RPM ..rz..: � S ;Village x artment 10050 N.E.2nd Avenue Miami Shores,Florida 33138 Tel: (305)795.2204 Fag: (305)756.8972 --Permit No.Rcep Job Name lti4 5' ELECTRICAL, CRITIQUE SHEET A-4.,6 C? S' -Z'O_j C"' 7. �/`� �ii+. �.(-� S 1sU�i—L�- l�'►0--t�1� _�`�,c .�it�rz- 1-y�1�1�-t.,... i 1 LC N7L 1Y �z fy„s.� 1 na 1 � � S�Pti- Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores,Florida 33138 Tel: (305)795.2204 Fag: (305)756.8972 Permit No.R Gm Job Name�- ELECTRICAL CRITIQUE SHEET e- wee— i A-12d mss 722_2� ®,4',4e i aPd� i 1 Miami Shores Village g Building Department 10050-NE 2 Ave, Miami Shores, FI 33138 Tel: (305)795-2204 • Fax; (305)756-8972 RECEIPT PERMIT#; 1 LC ex • Z�.Y� DATE: '7- / 5-c) a ❑ Contractor ❑ Owner L�drchitect Picked up 2 sets of plans and(other) Address: '�9 � 3 /y c YT4- tr� From the building department on this date in order to have corrections done to plans And/or get County ps. I unde tand that the plans need to be brought back to Miami Shores Vill a Building Dep t t ntinue permrocess. Ackno , edged by: PERMIT CLEARK INITIAL: RESUBMITTED DATE: .I PERMIT CLEARK INITIAL: Miami Shores Village Building Department ,1.E.2hd Avenue Miami Shores,Florida 33138 Tel:(305)795.2204 Fax:(305)756.8972 Permit No.1p 2 Tkf— Job Name Z-u� S Date L 6 t' BUILDING CRITIQUE SHEET Ar Reviewer: Claudio Grande C.B.O 305-795-2204 Ext 1430 Miami Shores Village Building Department 10050 NE 2 Ave, Miami Shores, FI 33138 Tel: (305)795-2204 - Fax; (305)756-8972 RECEIPT PERMIT#; avDATE: " ' ❑ Contractor ❑ Owner ❑ Architect Picked u 2 sets of pl and(other) TU b 3bY!& CIV k,k Address: From the building department on this date in order to have corrections done to plans And/or get County stamps. I understand that the plans need to be brought back to Miami Shores Village Building Department to continue permitting process. Acknowledged by: PERMIT CLEARK INITIAL: RESUBMITTED DATE: 1 PERMIT CLEARK INITIAL: U.S-DEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE OMB No. 1660-0008 Federal Emergency Management Agency :• •: 0:6 ••• % •0 •0• ExDires February 28.2009 National Flood Insurance Program Important: Rgad toe igistrppiops-oq pajes 1-8. SECTION A-PROPERTY INFORW9 TION For Insurance Company Use: Al. Bulkling Owner's Name CARY&CARYN LUBETSKY Potty Number A2. Building Street Address fmdudirg Apt.,Unit,Sine,armor ,.v f�uee a nit ••• Company NAIC Number 9953 NORTHEAST 4 AVENUE ROAD • • • • • • • • • • • City MIAMI SHORES State FL ZIP Code 33138 • • • ••• • • A3. Property Description(Lot and Block Numbers,Tac Parcel Number,Legal Demon,aim) PB 15-14 LOTS 5&6 BLOCK 96 OF:MIAMI SHORES SEC 4 AMD,PU%lq Rft PFW%Of%1ArWADE COUNTY,FLORIDA • ••• • • • • •• • A4. Building Use(e.g..Residential.Non-Resklential,Addition,A y v0et4) e ••• A5. Latitude/Longitude:LaL 25DEG 5213.18"N Lag.80DEG 11'23.42W Horizo tel Datum: N NAD 1927 ❑ NAD 1983 A6. Attach at least 2 photographs of the building If the Certificate is being used to obtain flood Insurance. AT Building Diagram Number 8 A8. For a building with a crawl space or enclosure(s),provide A9. For a building with an attached garage,provide: a) Square footage of crawl space or enclosure(s) 35W e9 It a) Square rootage of attached garage 515 sq It b) No.of permanent flood openings in the crawl space or b) No.of permanord flood openings in the attached garage enclosure(s)wags within 1.0 foot above adjacent grade 10 waft within 1.0 foot above e*cent grade WA c) Total not area of flood openings in AB.b 1744 sq in c) Total not area of flood openings in A9.b Nei sq In SECTION B-FLOOD INSURANCE RATE MAP(FIRM)INFORMATION B1.NFIP Community Name&Community Plumber 62.County Name 63.State VILLAGE OF MIAMI SHORES-120652 1 MlAbWDADE COUNTY FLORIDA B4.Map/Panel Number B5.Suffix B6.FIRM Index B7.FIRM Panel B8.Flood B9.Base Flood Elevations)(Zone Date Effective/Revised Dote zone(s) AO,use base flood depth) 12025C-0093 J 7-17-1995 3-021994 Ir NIA B10. Indicate the source of the Base Flood Elevation(BFE)data or base food depth ordered in Item B9. ❑FIS Profile N FIRM ❑Commun(dy Determined ❑Other(Describe) 611. kxftate elevation datum used for BFE in Bern B9: N NGVD 1929 ❑NAVD 1986 ❑Other(Describe) B12. hi the building kxated Ina Coastal Baffler Resources System(CBRS)area or Otherwise Protected Area(OPA)? ❑Yes NNo Designation Date ❑CBRS ❑OPA SECTION C-BUILDING ELEVATION INFORMATION(SURVEY REQUIRED) Cl. Building elevations are based on. ❑Construction Dra~ ❑Bufldirg Under Corretru tion* N Finished Construction *A new Elevation Certificate will be required when construction of the building is cue. C2. Elevations-Zones Al-130,AE,AH,A(with BFE),VE,V11430,V(with BFE),AR,ARIA,ARAE,AR/A1-A30,AR/AH,AR/AO. Complete Items C2.a-g below according to the bulldog diagram specified In Iters A7. Benchmark Utilized NAME N-603 Vertical Datufn NGVD 1929 Conversiorocomments Check the measurement used. a) Top of bottom Roar fmduditng bent,crawl space,or enclosure fes- 11.91 N feet ❑meters(Puerto Rico only) b) Top of the nod higher floor WA. ❑fleet ❑metes(Puerto Rico only) c) Bottom of the lastest horizontal structural member(V Zones only) WA. ❑feet ❑motors(Puerto Rico only) d) Attached garage(top of slab) 11.gR ❑feet ❑meters(Puerto Rico only) e) Lowest elevation of machinery or equdpmerd servicing the boding 11.E N feet ❑meters(Puerto Rico only) (Describe type of egceprrmt In Comments) f) Lowest adjacent(*dsIv4 grade(LAG) Z.81 N feet ❑meters(Puerto Rico only) g) High adjacent(firdsheM grade(HAG) JQ 87 ®feet ❑ureters(Puerto Rico only) SECTION D-SURVEYOR,ENGINEER,OR ARCHITECT CERTIFICATION This certification Is to be signed and sealed by a land surveyor,ergines,or architect authorized by law to certify elevation information. I cw*that fife Irdbrmadon on fids Cede represents nryv beet eAbtfs to hdorprot the data available. I understand that any false statement may be purnshaate by fine orimprftonment under 18 U.S.Cade,Section 9001. ❑ Check here If com stents are provided on back of form Certifiers Name ARAMANDO F.ALAVREZ License Number 5526 Title PROFESSIONAL LAND SURVEYORS&MAPPER Company Name AFA&COMPANY,INC. Address 13050 SOUT COURT City MUM State FL ZIP Code 33186 _ Signature Date 06-04-20W Telephone 305234.058871T FEMA Form 81-31,February 2006 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces,copy the Ing information from Section A. For prance Compang Use. Building Street Address(including Apt.,Unit,Suite,and/or mv Nei os e0.noutmantwx No. Poky Number 9953 NORTHEAST 4 AVENUE ROAD ; • • :•: City MIAMI SHORES State FL ZIP Code 33138 ••• • • • • ••• • • Company NAIC Number SECTION D-SURVEYQR,FaNti1NffR,f�R AR��IITEIgT CERTIFICATION(CONTINUED) Copy both sides of this Elevation Certificate for(1)c7ftgmWoflt W,(2)ij=apft%ut qc jmpany,and(3)building mm. Comments CROWN OF RO"+ . ' • • ••• • • • •• ••• • • • • •• • • • • • • • SlAtli5pr • • • • e •• ❑ Check here if attachments SECTION E-BUILDING ELEVATION INFORMATION(SURVEY NOT REQUIRED)FOR ZONE AO AND ZONE A(WITHOUT BFE) For Zones AO and A(without BFE),complete Items E1-E5. If the Certificate In intended to support a LOMA or LOMR-F request,complete Sections A,B, and C. For Rem E1-E4,use natural grade,if available. Check the measurement used. in Puerto Rico only,enter niers. E1. Provide elevation Information far the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade(HAG)and the lowest adjacent grade(LAG). a)Top of bottom floor Prokal rg basement,crawl space,or enclosure)is ❑fent Q meters Q above or❑below the HAG. b)Top of bottom floor(Including basement crawl space,or enclosure)Is ❑fed ❑meters ❑above or❑ below the LAG. E2. For Building Diagram 6-8 with permanent flood openings provided in Section A Items 8 andfor 9(see page 8 of Irsstrrxkas),the next higher floor (elevation C2.b In the dams)of the building is ❑feet ❑meters ❑above or ❑below the HAG. E3. Attached garage(top of slab)Is ❑feet ❑meters ❑above or ❑below the HAG. E4. Top of platform of machinery and/or equipment semcing the budding ❑feet ❑meters ❑above or❑below the HAG. E5. Zone AO only: If no flood depth nurnter Is available,is the top of the bottom floor elevated In accordance with the community's fkwdpiain management ordinance? Q Yes Q No ❑ Unknown. The local official must certify Ods information In Section G. SECTION F-PROPERTY OWNER(OR OWNER'S REPRESENTATIVE)CERTIFICATION The property owner or owner's authorized representative who completes Sections A,B,and E for Zone A(without a FEMA-issued or comnsrndy-issued BFE) or Zone AO must sign here. The statements In Sections A,A and E are correct to the best of my knowledge. Property Owner's or Owners Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments ❑Check here if attachments SECTION G-COMMUNITY INFORMATION(OPTIONAL) The local official who In authorized by law or ordinance a to adder the community's floodplain management ordinance can complete Sections A,B,C(or E), and G of this Elevation Certificate. Complete the applicable ftem(s)and sign below. Check the measurement used In Item G8.and G9. G1.❑ The information In Section C was taken from otter documentation that has been signed and sealed by a licensed surveyor,engineer,or architect who Is authorized by law to cam►elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2.❑ A community aft completed Section E far a building located in Zone A(without a FEMA-ssred or conmmmity4ssued BFE)or Zone AO. G3.❑ The following information(item G4.-G9.)is provided for community floodplain management purposes. G4.Permit Number G5. We Peak Issued G6. Date Certificate Of Compliancy Issued G7.This permit has been Issued for. ❑New Construction ❑Substantial Improvement G8.Elevation of as-budit lowest floor(irkdu ding basement)of the budding: ..❑fed ❑meters(PR)Datura G9.BFE or pn Zone AO)depth of flooding at the building site: ❑feet [I meters(PR)Datum Local Official's Name TEe Community Name Telephone Signature Date Comments Q Check here if attachments FEMA Form 81-31,February 2006 Replaces all previous editions . . ... . . . ... . . . . . . . . . . Buildiiag Akioi6biaolvi See Instructions for Item A6. 0 90 0 0 0 0 For Insurance Company Use: I Building Street Address(including Apt.,Unit,Suite,arKWA314119. No.)SDrp.b.:tou*end Bbx No. Policy Number 9953 NORTHEAST 4 AVENUE ROAD ' ' ' ' ' ' ' City MIAMI SHORES State FL ZIP Code 33138 Company NAIC Number •• • • • • ••• •• • ••• • • • • •• • If using the Elevation Certificate to obtain NFIP flood insurlide;ahl'at I&ast twb building photographs below according to the instructions for Item A6. Identify all photographs with: date taken; "ProneView" and "Rear View"; and, if required, "Right Side View" and "Left Side View." If submitting more photographs than will fit on this page, use the Continuation Page, following. FRONT VIEW . I tOCO)' REAR VIEW Aft- 77 *r t - � A . . . ... Bui144Ph"cNimiII s tontCnu sort Fagg : .:. For Insurance Company Use: Building Street Address(including Apt.,Unit, Suite,and/or Bldg No.)or P.O Route and�ox No. Policy Number 9953 NORTHEAST 4 AVENUE ROAD • • ••• • • • • •• • • • • • • • • • • • • • • • • • • • • • • • City MIAMI SHORES State FL ZIP Code 33138 • • •• ••• a 0 *0* Company NAIC Number •• • • • •• 0#000 If submitting more photographs than will fit on the pT-c l 0g;pCg:-, pfft thp.additional photographs below. Identify all photographs with: date taken; Front View" and "Rear ViCAI $nj, ij rC4uired, "Rijit Side View"and"Left Side View." •• • • • • • ••• •• SIDE VIEW Au m _ SIDE VIEW _ z r ;loft vjf 8 m: M ADDITION A ■ • N► all!] ! • ka IM GENERAL NOTES NO•rAS G9NERALE9 HAND ERECTION—LEVANTAMIENTO AMANO Trusses are not marked in any way to identify Los ureses no estan marcados de ningOn modo qua ►�( Trusses 20'or - ;%`; r/�Trusses 30'or the frequency or location of temporary bracing. Iden%que la aecuenda o locallza* de los�,-- as 4. u less,support IJ less,support at Follow the recommendations for handling, (br"le%poreles,Usedes m meededones de m•nejs, at peak. quarter points, r� installing and temporary bracing of trusses. instaiadhn ytiMostna%m o191 de k5+trusse! d Refer to BCSI 1-03 Guide to Good Practice for ,,���p Levante Levante de Handling.Installing&Bracing of Metal Plate �e� • del pito los los cuartos Connected Wood Ties for more detailed Y wrd•sge talpar i gra mayor nformacConnedaios non• ; LL de 20 de tramo los information. Pians de Metaloara pard mayor infonnaddn. pies o mends. trusses de 30 Los dibujos de dWIo de los trusses pueden espedficar E..Trusses up to 20' pies o mends. Trusses up to 30'- Truss Design Drawings may specify locations of . permanent bracing on individual compression laskxa ad. ,de•los agip ties prinVentSs qp•los I Trusses haste 20 pies I haste 30 pies members Refer to the BCSI-B3 Summary miembros ft*ldualeeren wmp eslin.Vea W*j*r Sheet-Web Member Permanent Bracing/ for more information.All other HOISTING—LEVANTAMIENTO S permanent bracing design is the responsibility resto de aui A%Wipawitee son is respensabilkladtlel Hold each truss in position with the erection equipment until temporary bracing is installed and of the Building Designer. Disefiador del Edifldo. truss is fastened to the bearing points. ®The consequences of improper handling,Installing Sostenga cada truss en posid6n con la gr6a hasta que el arriostre temporal est6 instalado y el and bracing may be a collapse of the structure,or truss asegurado en los soportes. worse,serious personal injury or death. El resultado de un manejo,instalad6n y arriostre Do not lift trusses over 30'by the Peak. inadecuados,puede ser la wida de la estrudura o No levante del pico los trusses de mks de 30 pies. a6n peor,muerbos o heridos. Greater than 30' M6s de 30 pies IN HOISTING RECOMMENDATIONS BY TRUSS SPAN kh;;O:� Banding and truss plates have sharp edges.Wear RECOMMENDACIONES DE LEVANTAMIENTO ®gloves when handling and safety glasses when o� _ POR LONGMD DEL TRUSS cutting banding. Empaques y places de metal tenen bordes JL afllados Use guantes y lentes probectores cuando torte los empaques. HANDLING — MANEJO ssle Tagline truss length QAllow no more No permita mas I ® Use special pre In Utilice cuidado TRUSSES UP TO 30' —� than 3"of deflec- de 3 pulgadas de windy weather or especial en dfas TRUSSES HASTA 30 PIES tion for every 10' pandeo por sada 10 near power lines ventosos o cerca de of span. pies de tramo. and airports. cables el6cbicos o de aeropuertce. reader bar 70 Toed Toe-in 10 Spreader bar for Spreader bar 112 truss bundles Tagline 213 truss length —� TRUSSES UP TO 60' � m s TRUSSES HASTA 60 PIES ry I ra Locate Spreader bar o .0 o t f if Check banding Revise los empaques above or aflflback Moot IJ prior to moving antes de mover los mid-height bundles, paquetes de trusses. QPick up vertical Levante de la cuerda • bundles at the superior los grupos ®Avoid lateral bending.—Enke la fiexi6n lateral. top chord verticales de trusses. Spreader ter 2/3 to 314 truss length Tagline TRUSSES UP TO AND OVER 60' TRUSSES HASTA Y SOBRE 60 PIES BRACING — ARRIOSTRE R Do not store No aimacene ®Referto BCSI-82 Summary Sheet-Truss Irstalla- unbraced bundles verlicalmente los ton and Temporary Bracing for more information. is upright trusses sueltos. Yea el resumen BCSI-82-Irstaladdn de Trusses y Arriostre Temporal para mayor informad6n. ONE WEEK OR LESS MORE THAN ONE WEEK Do not walk on unbreced trusses. No amine en trusses sueltos. Top Chord Temporary Lateral Locate ground braces for first truss directly Bracing(TC`l7LB) • ' in line with all rows of top chord temporary QBundles stored on the ground for one lateral bracing. week or more should be raised by blocking Coloque los arriostres de tierra para el at 8'to 10'on center. primer truss directamente en linea con Los paquetes almacenados en la tierra por Do not store on No almacene en cada una de las fllas de arriostres laterales 2x4 min. una semana o mas deben ser elevados uneven ground. tierra desigual. temporales de la cuerda superior. con bloques a cada 8 o 10 pies. Brace first truss well �—before erection of QFor long term storage,cover bundles to pre- " additional trusses. vent moisture gain but allow for ventilation. :r w Para almacen-amiento por mayor tempo, _ - = cubra los paquetes para prevenir aumento de humedad pero permita ventilaci6n. • • • • Mum= BRACING FOR THREE PLANES OF ROOF ®RACINGV6;2f�• 4x241PA1tA.LEL CHORD TRUSSES EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y 4x2 EL ARRIOSTRE EN TRES PLANOS DE TECHO �aa • • • Maximum lateral brace spacing • • • • • • • 10'o.c.for 3x2 chords plt! N w O TABLE 6-THD SERIES N STOCK STEEL DIMENSIONS(in) FASTENER SCHEDULE ALLOWABLE LOADS lbs NO. GAUGE Header' Joist F,;,=460 psi F,=625 psi Uplift Q W H D Type Qt -TYpe 100% 115°/a 125% 100% 115% 125% 133% 160% THD 28 16 1% 5'/te 3 18 16d 12-10d x 1Y 2430 2795 3040 2430 2795 3040 1520 1825 THD 28 16 1% 7 3 28 16d 16- 10d x 1Y2 3590 3820 3965 3780 3965 3965 2025 2330 THD 210 16 16/e 9 3 38 16d 20- 10d x 1 Y: 3970 4255 4445 4715 5000 5115 2535 3040 THD 26-2 14 3'/18 5 2�/s 18 16d 12- 10d 2450 2815 3055 2450 2815 3055 1825 2190 THD 28-2 14 37/16 7 27/8 28 16d 16-10d 3750 4315 4690 3750 4315 4690 2390 2485 THD 210-2 14 37/ 9 27/6 38 16d 20-10d 5090 5855 6365 5090 5855 6365 2985 3585 THD 175 14 17/6 5 3 18 16d 12-10d x 1 Yz 2450 2815 3055 2450 2815 3055 1535 1845 THD 177 14 17/6 6% 3 28 16d 16- 10d x 1Y2 3810 4180 . 4335 3810 4380 4485 2050 2330 THD 179 14 17/e 87/6 3 38 16d 20- 10d x 1'/z 4335 4625 4815 5170 5490 5680 560 3070 • • TMD 46 14 3% 5Ya 2% 18 16d 12-10d 2451 2815 3055 2450 2815 3055 �5�6' 2190 . • THD 48 14 3% 7 2% 28 16d 16-10d 3750 4315 4690 3750 4315 4690 239Q• 2485• �0� .0•0:0 THD 410 14 38/e 9 2'/, 38 16d 20-10d 5090 5855 8365 5090 5855 6365 2 3585 • ' • THD 412 14 3% 11 2% 48 16d 20-10d 6430 6650 6650 6430 6650 6650 2885. 358' •••••• • • • THD 610 12 5% 9 3 38 16d 20- 10d 5360 &��6770 6160 6700 32Dt1• 341Q• ••� 00:00' THD 612 12 5% 11 3 48 16d 20- 10d 67707785 8415 3840• • 000000 1 Minimum header thickness shall be 1'$//e Inches. � • • �.. • • •.•• Z• •• • 0 fy O S 7 X 1D 0 3 Z r. O 0 - z ao00 Techwcal4esources -USP Structural Connectors 1-800-328-5934-joist�anger;.JumbeConnectors,fram... Page 1 of all 'Iwo U. >� A co MrOAR 00 Mw orBuilding Stronger Safe1r (u�$ur�s, ; fa�t•20at � FLORIDA STATEWIDE APAj P- ,V�k.00; •;' .. . . . FL815 Product Approval Click Here ... .. Based on evaluation of NER 478 Approved product model numbers: [[HD P Sto ck FL Approval USP Stock FL Approval USP Stock FL Approval USP Stock FL Approval No. No. No. No. No. No. No. No. 17112 FL815.1 HD0614 FL815.92 THD46 FL815.145 7620118-2 FL815.248 1714 FL815.2 HD0616 FL815.93 TH048 FL815.146 TH020140 FL815.249 177Q FL815.3 HD066 FL815.94 THD610 FL815.147 TH020140-2 FL816.250 HD17925 FL815.4 HD068 FL815.95 THD612 FL815.148 TH020160 FL815.251 HD210 FL815.5 SKH1520L FL815.96 THF15112 FL815.149 H020160-2 FL815.252 HD210-2 FL815.6 SKH1520R F1_815.96 THF15112-2 FL815.150 TH020950 FL815.253 HD210-3 FL815.7 SKH1520L-2 FL815.97 THF15140 FL815.151 TH020950-2 FL815.254 H0212 FL815.8 SKH1520R-2 FL815.97 THF15140-2 FL815.152 TH023100 FL815.255 HD212-2 FL815.9 SKH1524L FL815.98 THF15925 FL815.153 TH023100-2 FL815.256 HD212-3 FL815.10 SKH1524R FL815.98 THF15925-2 FL815.154 TH023112-2 FL815.258 HD214 FL815.11 SKH1524L-2 FL815.99 THF16112 FL815.155 TH023118 FL815.259 HD214-2 FL815.12 SKH1524R-2 FL815.99 THF16112-2 FL815.156 TH023118-2 FL815.260 HD214-3 FL815:13 SKH1620L FL815.100 THF16140 FL815.157 TH023120-2 FL815.262 HD216 FL815.14 SKH162OR FL815.100 THF16140-2 FL815.158 TH023140 FL815.263 HD216-2 FL815.15 SKH1624L FL815.101 THF16925 FL815.159 TH023140-2 FL815.264 HD216-3 FL815.16 SKH1624R FL815.101 THF16925-2 FL815.160 TH023160 FL815.265 H024-2 FL815.17 SKH1720L FL815.102 THF17112 FL815.161 TH023160-2 FL815.266 HD26 FL815.18 SKH1720R FL815.102 THF17112-2 FL815.162 TH023180 FL815.267 HD26-2 FL815.19 SKH1724L FL815.103 THF17140 FL815.163 TH023180-2 FL815.268 HD26-3 FL815.20 SKH1724R FL815.103 THF17140-2 FL815.164 TH023200 FL815.269 HD27112 FL815.21 SKH2O20L FL815.104 F17157 FL815.165 TH023200-2 FL815.269 HD27925 70 FL815.22 SKH2O20R FL815.104 THF17157-2 FL815.166 TH023925 FL815.271 HD28 FL815.23 SKH2O2OL-2 FL815.105 THF17925 FL815.167 TH023925-2 FL815.272 HD28-2 FL815.24 SKH2O2OR-2 FL815.105 THF17925-2 FL815.168 TH023950 FL815.273 . HD28-3 FL815.25 SKH2O24L FL815.106 F20112 FL815.169 TH023950-2 FL815.274 HD310 FL815.26 SKH2O24R FL815.106 THF20112-2 FL815.170 TH025100 FL815.275 HD310-2 FL815.27 SKH2O24L-2 FL815.107 THF20140 FL815.171 TH025100-2 FL815.276 HD312 FL815.28 SKH2O24R-2 FL815.107 THF20140-2 FL815.172 TH025112 FL815.278 HD312-2 FL815.29 SKH210L FL815.108 THF20925 FL815.173 TH025112-2 FL815.279 HD314 FL815.30 SKH21OR FL815.108 THF20925-2 FL815.174 TH025115 FL815.280 HD316 FL815.31 SKH21OL-2 FL815.109 THF23118-2 FL815.179 TH025115-2 FL815.281 HD32105 FL815.32 SKH210R-2 FL815.109 THF23140 FL815.180 TH025118 FL815.282 HD3212 FL815.33 SKH212L-2 FL815.110 THF23140-2 FL815.181 TH025118-2 FL815.283 HD34 FL815.34 SKH212R-2 FL815.110 THF23160 FL815.182 TH025120 FL815.284 HD36 FL815.35 SKH2320L FL815.111 THF23160-2 FL815.183 TH025120-2 FL815.285 HD38 FL815.36 SKH2320R FL815.111 THF23180 FL815.184 TH025130 FL815.288 HD38-2 FL815.37 SKH2320L-2 FL815.112 THF23925 FL815.185 TH025130 FL815.289 HD410 FL815.38 SKH2320R-2 FL815.112 THF23925-2 FL815.186 TH025140-2 FL815.289 HD412 FL815.39 SKH2324L FL815.113 THF25112 FL815.187 TH025142 FL815.291 HD414 FL815.40 SKH2324R FL815.113 THF25112-2 FL815.188 TH025160 FL815.293 HD416 FL815.41 SKH2324L-2 FL815.114 THF25130 FL815.190 TH025160-2 FL815.294 HD418 FL815.42 SKH2324R-2 FL815.114 THF25140 FL815.191 TH025180 FL815.295 HD44 FL815.43 SKH24L FL815.115 THF25140-2 FL815.192 HTH025180-2 FL815.296 H046 FL815.44 SKH24R FL815.115 THF25160 FL815.193 TH025200 FL815.297 HD51 FL815.45 SKH2520L FL815.116 THF25160-2 FL815.194 TH025200-2 FL815.298 12 FL815.46 SKH252OR FL815.116 THF25925 FL815.195 TH025925 FL815.299 HD5113v FL815.47 SKH252OL-2 FL815.117 THF25925-2 FL815.196 TH025925-2 FL815.300 EttP://lvv%"-uspconnectors.com/fl8l5.htrn - - 10/28/200 0000_ 0000_._ 0000 PRO0IJCT STCEL DIMENSIONS (In.) rASIC R SCFiCpUIE AL•OWAIIL.E LUAUS (Itm,) CODE I 6M1GE M M D A HEADER .KITS? duN UrLir7 5KH86 !6 1 9/16 8 IIA 1 >/tt 1 x/16 (61 l6d (6) Igo( K I 1/K Bn5 j tl/A n 1 Hltpr Cut requhrd an end dr J•olsi to a0hirvip 4 atlb• ble (hada. 2 Mtn+nun header load ne to Wall M Ir4Chrs inr l6d 'Wahl. . \ w` 7 AltowsWe gOMk load listed is at IOffY. 13—lilon of Load. t 1; \_ \ • 4 upul• � N/ d0 000d as A had uWlPt cbpbclty trss tharl the rrqulred 700 pounds. •••••i9 SKHI1 Jo skere•e Rltt or LePt s • 0000 • • • e •�" 0 • • o • s 1> 0000*0 00 to ' • . . d LJ V-1 L I FT 09*:** *&ete 000.0 • F' i •00000 00 • A. • • • • • • 000000 • 000 • 0 y e • •••••• TYI11W•III(H86L INSTALLAT(pN •• •••••0 •0000• . • � t • se • •iaa•• se•• ••• tkH26L_ 0000 T J1jW- y1ANGER_ U-T YPL 18 GAUGE PRODUCT .1OISt DIMENSIONS ----- FASTENERS -� u1:s1GN 1_Ilnv 0000 CLIME SIZE: A I3 1-1 W V I IE111JE12 ,JfIIS l' i6rl -16d--- 20d - od -2-X - - 100_X_ PL If'1 1000% _rL I F I 1J11210T– 10 3 1 9 1/4 1 5/0 3 3/4 16 - 5'- 2320 900 2800 1440 n#tltln+cd atcnnq+yinRwiththe UI.124 2X4 ` - _.._..... .__ - ---- -7-0-0, - --- 4 3 1 3 1/4 1 S/0 3 3/4 _ _. _ .__� _ .. 1' r1k1 flu*3 C:od 2 _ -....... . 1--- --.--• - ••— _UI 12_6 2X6 3. 1 .-_-- ---- — 1160_ 720 14UU 785 ntlne"�3 UII28T PXQ 3 1 7 1/4 1 5/0 3 3/4 ^ l2 4. 1740 1 35 21110 -IIID ntlAloih,t ctt'onttof _. ....�_ .._ �_._. Itirltlon -�,, UI136 - 3X6- 1 4 3/4 2 5/8 4 3/4 E) _. -.. 3 1160 0000_ 0000_ �...._.._ .0000.__ 0000 0000 . _.. _ 4X6 .3(11146 10 _ 14`.iU -- !Till 7Uu hJiIIF $+ I. NAIL'S LIN J111S1 SHALL. 0E LIJl'" r1`111UG I 111 IIF DRIVEN TI IRLIOGI I DU11I f'I_A I E.S & CL.IIJCI IE.U• 2. PENETRATION or, f AS 1 LNC'RS IN I IEoD R & .JUI S1 SI IALL HE 2• CIIR 16d IIAILS & 2 :3/9' 1"t'JR 20cl NAIL. S. GENERAL NUI ES 1) STEEL SIIAIA_ CONFORM TII ASTM A653STRUCUNI7'f'U, 1'RUUU('7'.5' GALVANIZED RAL GRADE-13, ANU . MINIMUM 703 RI�-IERS 4RIVE, KNIGI1HJ-RY, NRI• S6069 r11IIIlE r n/I :I64 »t3_ GALVAtiI2E'D COATING OF G60' HM�E+ �.i__ i ?) -FASTENERS ARE COMMON WIRE NAILS UNLESS UTIIERWISE NOTED;' 1 l.Jl I SE-12 I F S I) ALLOWABLE LUAUS ARE BASED LIN THE NATIONAL DESIGN ST'ECIFICATIONS FUR 1•/UUn CUNSIRIJCTIUN -�---- -- - ------••••__•-••�_. __.,_____..._._.... . 1997 EDITIOIJ FOR SOUTHERN YELLOW PINE nnlE+ --- • (C,= 0.55 OR BETTER AND MOISTURE CONTENT IIF Vl rs � ��3 atln�(zT w. L(Itz J PRUFESSIUNN. MAKER (SIRL)CH RAI ) -1,..- 0VLCas� ntrt, tEStS f'ERPCIRMEQ IN F`I.LIRIUI'1 RF(;I. fill, AL'C ADANC9 V114 ASIA D1761. i 0 " ALLOWABLE 01"LIFT.LOADS NAVE BEEN INCREASEV ��-"" I)RAW ... _.__... .. i OY A PUPATION FAVOR- VV 33% MR NINDLUAD �tt2 OF 2 {� pIDObQ3A MI)A[IE CONDITION. NU FURTHER•INCREASE IS ALLOWED. t;! --- �.__. .. __.... ..,..__..» 0000-_•...... .....'! 0000 .. _._................... ... i• •: ••• • • •0 00 ••• S-vA�ADt�G STANDARD ROOF UoA oL•'LC)fJoTAIL ' . • • • .• • • '.' . .� 4 • • 4x '• MSSES Strap 0 48" G.C. see rote (c} below • ' ' • • •• • • • • ••• • 5x6 spk. (t p 3x8 spt. (typ) VA Supporting trusses at 2'-0" O.C. max 17 - - - -- NOTES: vnu.Cr TRUSSES (a) Provide continuous bracing on verticals VAUZY 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'-0" the vertical should be spaced at 5'-0' o.c. max. (c) Conn. for wind uplift w/ min. 1 1/4", 16 ga. twist strap at 4'-0" intervals w/4, 10d nails each side of strap. 12 Max 120 mph wind speed, 20'-0" max pitch watt height. Supporting Truss 4 to 7 Valley trusses ct V-0' o.cMax. r - Note:Plywood sheathing may be extended below walk-Y 6" wedge nailed to truss w/2-8d toe nails ° 0gfor soaps to comtea to awes or bevel cut bottom chord of valley truss. below. IAIJIMUM GRADE OF LUMBER TPI-92 Crit. a a T.C. 2x4 No. 2N0 19 SP SSBC-9 i L.! B.C. 2X4 No. 2N0 19 SP Revised: 'Hebs 2X4 No. 3 19 SP 7/7/94 Lc7401NGL0(PSt STR. INCR.: 339 ��17 F � qP .a {, DRAWN BY: P.G. 10 `I\L//� L� CHECKED BY:J.A.1. SOT7t�hA 0 �PRtriNG:24 in O.C. REP. STRESS:YES MiTek Industries inc. • • 000 . 0 ;Job ` --- Truss Truss Type Qty #PI AUEP TKIN,INC," 14179 • • •1• • 14179 V8 ROOF TRUSS 3 i 1 ' .00 : * • 0 : 0024 — ---- —- Job Reference o'tlonal • ••• 6.200 s Jul 13 2005 MTek Industries,Inc. Wed Aug 13 09:30:20 2008 Page 1 M — _ 4-0-0 • • • • •• •9&-0-0 • • 4-0-0 i i i •4-0-•0 i i ••• ' • ••• .' •�• ••• Scale 1:13.0 2.87 F12 3x4 = �� �•� i i i•• i� •'• 2 c T1 T1 1 3 i B1 \ k 3x4 3x4 8-0-0 8-0-0 Plate Offsets(X,Y): (2:0-2-0Edge] LOADING Osf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.21 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.78 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code FBC2004/TPI2002 (Matrix) Weight:20 Ib LUMBER BRACING TOP CH ORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CH ORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 9-3-6 oc bracing. F REAC11016 (Ib/size) 1=304/8-0-0,3=304/8-0-0 Max Upliftl=-173(load case 3),3=-173(load case 3) Max Grav 1=338(load case 7),3=338(load case 8) FORCES Qb)-Maximum Compression/Maximum Tension TOP CH ORD 1-2=-558/433,2-3=-5581433 BOTCH ORD 1-4=-391/520.3-4=-391/520 NOTES 1) Unbal anted roof live loads have been considered for this design. 2)Wind: ASCE 7-02; 146mph(3-second gust);h=12ft;TCDL=5.Opsf,BCDL=5.Opsf,Category II;Exp C;enclosed;C-C Interior(1); LumberDOL=1.33 plate grip DOL=1.00. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This t runs requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)Gable requires continuous bottom chord bearing. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 173 Ib uplift at joint 1 and 173 Ib uplift at joint 3. 7)This t ruse has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. LOADCASE(S)-Standard -- - • ... Job �Truss •• •• • �' • • •.• Truss Type : Qty �y "PI NA�'>sP�R�Si T N,INC." 14179 14179 V4 ROOF TRUSS 2 • 1 •:0 : : • 0023 - Job Reference o U nal 6.200 s Jul 13 2005 MITek Industries,Inc. Wed Aug 13 09:30:20 2008 Page 1 • r— 4-0-0 i i ��� •• • • •�• ••• 4 4-0-0 •'• •'� •i• ��� • • ••i • • Scale=1:6.5 g goo N CI '0 6 B1 of a f X . — 4-M — 4-M LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 0.90 TC 0.00 Vert(LL) n/a - n/a 999 TCOL 15.0 Lumber Increase 0.90 BC 0.02 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2004/TPI2002 (Matrix) Weight:9 Ib LUMBER BRACING BOT CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (ib/size) 2=21/4-0-0, 1=21/4-0-0 Max Grav2=42(load case 2),1=42(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension BOTCHORD 1-2=0/0 NOTES 1)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 2)Gable requires continuous bottom chord bearing. 3)This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. LOAD CASE(S) Standard Truss Truss Type Qty MJ1b-R-7.f.-r.en!4,ptlnt L • •liON,INC." 14179 ;14179 V16 COMMON : ; ; 0022 000 6.200 s Jul 13 2005 MTek Industries,Inc. Wed Aug 13 09:30:20 2008 Page 1 M • I - _ 8-0-0 • • ••• •i •••16 0- • • 8-0-0 • i i i •8-0-Oo i ••• ` • • ••• •• ••• ••• Scale 1:26.0 as 0*0 •• i•i i • • • % •• 2.87[12 4x8 = ••• • • • i :•• : • • • • • • ••• as 2 I T1 T T1 ci I 1 3 1 3x4 3x4 2x4 11 16-0-0 16-0-0 Plate Offsets(X,Y): [2:0-4-0,0-2-8) LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.60 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.49 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress[nor YES WB 0.15 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2004ITP12002 (Matrix) Weight:46 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SYP No.3 • REACTIONS (Ib/size) 1=285116-0-0,3=285/16-0-0,4=918/16-0-0 Max Upliftl=-154(load case 3),3=-154(load case 3),4=-473(load case 3) Max Grav 1=329(load case 8),3=329(load case 10),4=918(load case 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-85/58,2-3=-85158 BOTCH ORD 1-5=0/24,4-5=0/24,4-6=0/24,3-6=0124 WEBS 2-4=-688/487 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-02; 146mph(3-second gust);h=12ft;TCDL=5.Opsf,BCDL=5.Opsf;Category II;Exp C;enclosed;C-C Interior(1); Lumber DOL=1.33 plate grip DOL=1.00. 3)This t cuss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)This t cuss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)Gable requires continuous bottom chord bearing. 6)ProviCie mechanical connection(by others)of truss to bearing plate capable of withstanding 154 Ib uplift at joint 1,154 Ib uplift at joint 3 and 473 Ib uplift at joint 4. 7)This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along-the Bottom Chord;noneoncurrent with any otherlive loads. - LOAD C.4$E(S) Standard • • ••• �o� Truss Truss Type Qty P PIAOI E.R iJ TI N,INC.' 14179 14179 V14 COMMON 1 i 1 • • • i 0021 - - — Job Reference o tional• ••• 6.200 s Jul 13 2005 M7ek Industries,Ina Wed Aug 13 09:30:20 2008 Page 1 • • • • ---— 7 0-0 000 • • • •• • 10-0-0••• • 7-0-0 • • • • • • 0-0 • i ••• • • _- • • ••• • •.• ••• Scale 1:22.8 2.87 12 5x6 — ••• i i i•• i • i • • • ••• •• r 2 T T T1 1 3 i i ,* v 3x4 i 2x4 11 3x4 Zz 14-0-0 14-0-0 Plate Offsets(X,Y): f2:0-3-0,0-2-121 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.44 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.38 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2004/TPI2002 (Matrix) Weight:40 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SYP No.3 REACTI ONS (Ib/size) 1=243/14-0-0,3=243114-0-0,4=782/14-0-0 Max Upliftl=-1 33(load case 3),.3=-133(load case 3),4=410(load case 3) Max Grav 1=31 0(load case 8),3=310(load case 10),4=782(Ioad case 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-73/50,2-3=-73/50 BOT CHORD 1-5=0/21,4-5=0/21,4-6=0/21.3-6=0/21 WEBS 2-4=-587/421 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-02:146mph(3-second gust);h=12ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp C;enclosed;C-C Interior(1); Lumb er DOL=1.33 plate grip DOL=1.00. 3)This t cuss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)This t cuss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)Gable requires continuous bottom chord bearing. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 133 Ib uplift at joint 1,133 Ib uplift at joint 3 and 410 Ib uplift at joint 4. 7)This t cuss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the-Bottom Chord.nonconcurrent with any-other live loads: LOAD C-ASE(S) Standard Job i - Truss Type Qty •• I SjORATiION,INC." 14179 • • • • • • • OQ20 :14179 V12 ROOF TRUSS 3 3 ••• • i --- — • dobR re20tionfi • 6.200 s Jul 13 2005 MTek In ustries,In . ed Aug 13 09:30:19 2008 Page 1 F _ 6-0-0 • • • 12-0-0 .00 00. 6-0-0 • • ••• • • ••• �� ••• Scale=1:19.5 • • •i• ••• ••• • • 2.87 12 4x6 — 0 0 0 •• ••• 0 2 •• • • • • ••• i•• ••• 1 T1 T1 c 1 3 I i 3x4 = 2x4 11 3x4 zz 12-0-0 12-0-0 LOADIN<3Ipsf) SPACING 2-0-0 CSI DEFL in (loo) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.30 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.30 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress incr YES WB 0.11 Horz(TL) 0.00 3 n/e nfa BCDL 10.0 Code FBC20041TPI2002 (Matrix) Weight:34 Ib LUMBER BRACING TOP CH ORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 6-"oc purlins. BOTCH ORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIOI6 (Ib/size) 1=201/12-0-0,3=201/12-0-0,4=647/12-0-0 Max Upliftl=-112(load case 3),3=-112(load case 3),4=-345(load case 3) Max Grav 1=291(load case 8),3=291(load case 10),4=647(load case 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CH ORD 1-2=-60/41,2-3=-60/41 BOTCH ORD 1-5=0/17,4-5=0/17,4-6=0/17,3-6=0/17 WEBS 2-4=-485/353 NOTES 1) Unba I arced roof live loads have been considered for this design. 2)Wind: ASCE 7-02; 146mph(3-second gust);h=12ft;TCDL=5.0psf;BCDL=5.Opst Category II;Exp C;enclosed;C-C Interior(1); Lumb erDOL=1.33 plate grip DOL=1.00. 3)This t rias has been designed for a 10.0 psf bottom chord live toad nonconcurrent with any other live loads. 4)This t runs requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)Gabls3 requires continuous bottom chord bearing. 6)Providemechanical connection(by others)of truss to bearing plate capable of withstanding 112 Ib uplift at joint 1,112 Ib uplift at joint 3 and 345 Ib uplift at joint 4. 7)This t russ has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along tte Bottom Chord,nonconcurrent with any other live loads. LOAD G qg(S) Standard Job -- -- • • OV .•• • • ••• •• •• Tess !111ill1111111 Truss Type Qty PI "PI�tlC1�lC�E RE�TOFtATION,INC." 14179 14179 !T3 ROOF TRUSS 3 i •q • i 0019 Job Reference(optional) 6.200 s Jul 13 2005 MTek Industries,Inc. Wed Aug 13 09:30:19 2008 Page 1 • -1-4-0 5-3-0 ••• •i 1 -� ••• ••• 11-10-0 1-4-0 5-3-0 • • i i i 5 ' • • • • 00 0 • • Scale=1:21.9 •• • • • •• ••• •• • ••• • • • • •• • 4x4= • • • • • • • • ' 2.87 12 '• • • • • • ••• ••• 3 I 1 2 4 q1 5 b � 3x4 = 7 6 8 2x4 11 3x4= 5-3-0 10-6-0 5-3-0 5-3-0 Plate Offsets(X,Y): [3:0-2-0,3-2-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.39 Vert(LL) -0.07 2-6 >999 360 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.45 Vert(TL) -0.13 4-6 >933 180 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.02 4 n/a n/a BCOL 10.0 Code FBC2004/TP12002 (Matrix) Weight:37 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 5-2-0 oc purlins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 9-7-6 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) 2=681/0-8-0,4=681/0-8-0 Max Uplift2=-553(load case 3),4=-553(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/23,2-3=-1192/487,3-4=-1192/487,4-5=0/23 BOT CHORD 2-7=-365/1101,6-7=-365/1101,6-8=-36511101,4-8=-36511101 WEBS 3-0=0/305 NOTES 1)Unba lanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02; 146mph(3-second gust);h=12ft;TCDL=5.Opsf,13CDL=5.Opsf;Category II:Exp C;enclosed;C-C Interior(1); Lumber DOL=1.33 plate grip DOL=1.00. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 553 Ib uplift at joint 2 and 553 Ib uplift at joint 4. 6)This t pass has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. LOAD-CASE(S)-Standard — - roti�� Truss Truss Type City Ply .7J.bReferen 1'E=2E6T© ION,INC." 14179 14179 T2 ROOF TRUSS 2 !t • 0018 • •t• — ce(optional) 6.200 s Jul 13 2005 MITek Industries,Inc. Wed Aug 13 09:30:19 2008 Page 1 • • • .1-4-0 5-7-8 • • • • ' 1-320-• •• • •• •'• 12-7-0 1-4-0 5-7-8 • • ••• 05-7 i ' • 14-0 • *00 •' . '•• Scale=1:23.1 00 0• i'i i i ' • •• '• 44= ••• ; • • • :•� • 2.87 12 • • • • :0* 09 3 i 1 1 q 2 4 Cr 5 rO 7 6 8 3x4 = 2x4 11 3x4 = 5-7-8 11-3-0 5-7-8 5-7-8 Plate Offsets(X,Y): [3:0-2-0,0-2-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 I Plates Increase 1.00 TC 0.39 Vert(LL) -0.09 2-6 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.49 Vert(TL) -0.16 2-6 >812 180 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.03 4 n/a n/a BCDL 10.0 i Code FBC2004ITPI2002 (Matrix) Weight:40 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 4-10-5 oc purlins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 8-10-8 oc bracing. WEBS 2 X 4 SYP No.3 REACTI ONS (Ib/size) 2=723/0-8-0,4=723/0-8-0 Max Uplift2=-573(load case 3),4=-573(load case 3J FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/23,2-3=-1315/558.3-4=-1315/558,4-5=0/23 BOT CHORD 2-7=-431/1218,6-7=-431/1218,6-8=-431/1218,4-8=-431/1218 WEBS 3-6=0/317 NOTES 1)Unba lanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02; 146mph(3-second gust);h=12ft:TCDL=S.Opst BCDL=S.Opsf;Category It;Exp C;enclosed;C-C Interior(1); Lumber DOL=1.33 plate grip DOL=1.00. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)This t cuss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 573 Ib uplift at joint 2 and 573 Ib uplift at joint 4. 6)This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. LOAD GA$E(S) Standard - - - 'Job -._ ._.. •• •• •�• • • • ••• Truss Truss Type Qty : • �INf�/3CLG•R� • TION,INC" 14179 14179 (T1 ROOF TRUSS 7 • :1 ;• : : • ; 0017 �L Job Reference o tional •• 6.200*.Jul 13 2005 MiTek Industries,Inc. Wed Aug 13 09:30:18 2008 Page 1 • 6"0'2 10-8-8 i 1�i-4-•1 • •• • • •••2�r� 22-9-0 1-4-0 6-0-2 4-8-6 ••4-846 i i • • 6.0 g 1-4-0 • ••• • ••• ••• Scale 1:40.0 go 0 9 Goo as 4x6 = • : : : ;• • •• 2.87 12 •• • • • • i i•• ••• r 4 2x4 z� 2x4 7z7- 3 5 2 W 01 2 6 ` 7 0 Io 3x8 = 10 9 8 11 3x8 = 3x8 = 3x8 MT2OH= 10-8-8 21-5-0 10-8-8 10-8-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.57 Vert(LL) -0.48 2-9 >521 360 MT20 244/190 TCDL 15.0 i Lumber Increase 1.33 BC 0.95 Vert(TL) -0.94 2-9 >264 180 MT20H 1871143 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(TL) 0.11 6 n1a n/a BCDL 10.0 Code FBC20041TP12002 (Matrix) Weight:87 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 2-10-3 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) 2=1282/0-8-0,6=128210-8-0 Max Uplift2=-848(load case 3),6=-848(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/23,2-3=-3335/1703,3-4=-2505/1210,4-5=-2505/1210,5-6=-333511703,6-7=0/23 BOT CHORD 2-10=-1535/3171,9-10=-1535/3171,8-9=-1535/3171,8-11=-1535/3171,6-11=-1535/3171 WEBS 3-9=-893/580,4-9=-196/681,5-9=-893/580 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02; 146mph(3-second gust);h=12ft;TCDL=S.Opsf;BCDL=S.Opsf;Category II;Exp C;enclosed;C-C Interior(1); Lumber DOL=1.33 plate grip DOL=1.00. 3)This truss has'been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 848 Ib uplift at joint 2 and 848 Ib uplift at joint 6. 7)This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. LOAD CASE(S) Standard 00 0 000 Job Truss Truss Typeqty a PN : VIN A L 0 TION,INC." 14179 14179 SV24 • ••• • ROOF TRUSS 1 : ;q :• s • . : ; 0016 Job References(optienall(optional •• 6.200 s Jul 13 2005 MiTek Industries,Inc. Wed Aug 13 09:30:18 2008 Page 1 L_ 1-5-0 5-2-0 ••• ••• 0410-440 • •• 0 11 11-9-0 1-5-0 5-2-0i l i i i5'2 • 0 • • 0 0 0 1-5-0 • • ••• •• ••• •.• Scale 1:21.9 4x4 = 2.87 12 0•• i•i 0•• ••• 0••• •• 3 • • • . ; • • •• . • . . . • . •• • • • • 0 i•• so- 2x4 11 2x4 11 2 4 T �1 5 N � d 1 ; h I 2x4 11 2x4 11 2x4 11 10-4-0 10-4-0 Plate Offsets(X Y): [3:0-2-0,0-2-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.38 Vert(LL) 0.00 4 n/r 180 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.31 Vert(TL) -0.00 5 n/r 80 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2004/TPI2002 (Matrix) Weight:42 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2 X 4 SYP No.2ND except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SYP No.3 REAC71 ONS (Ib/size) 8=419/10-4-0,6=419/10-4-0,7=528/10-4-0 Max Uplift8=-411(load case 3),6=-411(load case 3),7=-264(load case 3) Max Grav8=423(load case 4),6=423(load case 5),7=528(load case 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 2-8=-379/436, 1-2=0/31,2-3=-134/87,3-4=-134/87,4-5=0/31,4-6=-3791436 BOTCHORD 8-9=0/81,7-9=0/81,7-10=0/81.6-10=o/81 WEBS 3-7=-426/315 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02; 146mph(3-second gust);h=12ft;TCDL=5.Opsf;BCDL=5.Opsf;Category Ii;Exp C;enclosed;C-C Interior(1); Lumber DOL=1.33 plate grip DOL=1.00. 3)This t cuss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)Gableb requires continuous bottom chord bearing. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 411 ib uplift at joint 8,411 Ib uplift at joint 6:and 264 Ib uplift at joint 7. 7)This-truss has been designed for a moving concentrated load of 200:01b live located at all mid panels and-at all panel points along the Bottom Chord,nonconcurrent with any other live loads. LOAD C.ASE(S) Standard Job - FSV2S0 sTruss Type Qty •Ply • 7Rfe.nce trMlipRA► ION,INC." 14179 14179 ROOF TRUSS 1 • 0015(option 6.200 s Jui 13 2005 M7ek Industries,Inc. Wed Aug 13 09:30:18 2008 Page 1 5-2-0 ' • • q d • •'• • • 11-9-0 1-5-0 5-2-0 •e• •e• •.6-2-�• : 1.5-0 • • Scale=1:21.9 2.87 F12 4X4= • •i i i i.' • • •.• • • • • • I 2x4 I I 2x4 I I 2 T 4 r1 i 5 I � `1 I l `- 2x4 11 2x4 11 2x4 11 10-4-0 _ __ 10-4-0 Plate Offsets X,Y): [3:0-2-0,0-2-81 LOADING_(psf) SPACING 2-0-0 CSI DEFL In (loc) I/def! Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.40 Vert(LL) 0.00 4 n/r 180 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.32 Vert(TL) -0.00 5 n/r 80 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2004ITP12002 (Matrix) Weight:401b LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2 X 4 SYP No.2ND except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS (Ib/size) 8=429/10-4-0,6=429110-4-0,7=510/10-4-0 Max Uplift8=407(load case 3),6=-407(load case 3),7=-272(load case 3) Max Grav8=430(load case 4),6=430(load case 5),7=510(load case 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CH ORD 2-8=-387/431, 1-2=0/31,2-3=-177/70,3-4=-177!70,4-5=0/31,4-6=-387/431 BOTCH ORD 8-9=0/122,7-9=0/122,7-10=0/122,6-10=0/122 WEBS 3-7=-405/323 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-02; 146mph(3-second gust);h=12ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp C;enclosed:C-C Interior(1); Lumber DOL=1.33 plate grip DOL=1.00. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)Gable requires continuous bottom chord bearing. 6)Provicle mechanical connection(by others)of truss to bearing plate capable of withstanding 407 Ib uplift at joint 8,407 ib uplift at joint 6 and 272 ib uplift at joint 7. 7)This-tirusshas been designed.for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. LOAD CASES) Standard Job-- Truss Truss Type ••• • • • 000 14179 Q i•• iy • 6i ST RATION,INC=141711SV16 ROOF TRUSS 1 + �•� ; • • •• Joh Reference(optional)• ` 6.200 s Jul 13 2005 MiTek Industries,Inc. Wed Aug 13 09:30:17 2008 Page 1 -1-5-0 5-2-0 • • • 10 •-0 ••• ••• 1-5-011-9-0 5-2-0 i i ••• • i 5-1-•0• • • • • • • • • • • • • • • • 1-5-0 • • ••• • • • Scale=1:21.9 •• • • • •• r•• •• 4x4= • • • • • • . • 2.87 12 •. V: i i i•• V •• i i u7' T I Z r.; 4 5 w I� ;. X, ^ o 3x6 11 2x4 11 3x6 11 10-4-0 10-4-0 _Plate Offsets(X Y): [10-2-0,0-2-81,[8.0-3-4,0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.38 Vert(LL) 0.00 4 Nr 180 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.33 Vert(TL) 0.00 5 n/r 80 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) -0.01 4 n/a n/a BCDL 10.0 Code FBC2004/TPI2002 (Matrix) Weight:38 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2 X 4 SYP N0.2ND except end verticals. WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 8=438110-4-0,6=43/10-",4=395/10-4-0,7=492/10-4-0 Max Uplift8=-401(load case 3),4=-424(load case 3),7=-284(load case 3) Max Grav8=438(load case 1),6=245(load case 10),4=398(load case 5),7=492(load case 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 2-8=-398/424,1-2=0/31,2-3=-250/34,3-4=-250/34,4-5=0/31,4-6=0/O BOT CHORD 8-9=0/194,7-9=0/194,7-10=0/194,6-10=0/194 WEBS 3-7=-377/338 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-02;146mph(3-second gust);h=12ft;TCDL=5.Opsf;BCDL=5.Opsf;Category II;Exp C;enclosed;C-C Interior(1); Lumb er DOL=1.33 plate grip DOL=1.00. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)This t cuss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)Gable requires continuous bottom chord bearing. 6)Beadr-ig at joint(s)4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 401 lb uplift at joint 8,424 Ib uplift at joint 4.and 284 Ib uplift at joint 7. 8)This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. LOAD C.4SE(S) Standard Truss Truss Type Q • •• • P LCE R 6TC'lJ2ATION,INC." 14179 14179 PB1 ROOF TRUSS 1 i • i t 0• • • • 0013 • • • • • • • _ • •• ob-Rebrehce o orfk • 6.200 s Ju113 2005 - "k Industrles,Inc. Wed Aug 13 09:30:17 2008 Page 1 2-6-5 • • • 5- • 2-6-5 • • • • • • • • • . • • 02t-4 o90 • • • • • • • • • • • Scale=1:8.2 3x4 = 2.87 F12 •• • • • •• ••• •• 2 • ••• • • • • •• • 1 T13 T1 d y r, n? ca d B1 X < ., 3x4: 3x4 zz 5-0-10 5-0-10 Plate Offsets_[`X,Y): (2:0-2-O,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 I Plates Increase 1.00 TC 0.07 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.32 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress lncr YES WB 0.00 Horz(TL) 0.00 3 n/a Na BCDL 10.0 Code FBC2004ITP12002 (Matrix) Weight:121b LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 5-0-10 oc purlins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=142/5-0-10,3=14215-0-10 Max Upliftl=-84(load case 3),3=-84(load case 3) Max Grav 1=264(load case 7),3=264(load case 8) FORCES (lb)-Maximum Compression/Maximum Tension TOP CH ORD 1-2=-260/209,2-3=-260/209 BOTCH ORD 1-4=-189/243,3-4=-189/243 NOTES 1)Unba t anced roof live loads have been considered for this design. 2)Wind: ASCE 7-02; 146mph(3-second gust);h=12ft;TCDL=5.Opsf BCDL=5.Opsf,Category ll;Exp C;enclosed;C-C Interior(1); Lumber DOL=1.33 plate grip DOL=1.00. 3)This t cuss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)This t cuss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)Gable requires continuous bottom chord bearing. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 84 Ib uplift at joint 1 and 84 Ib uplift at joint 3. 7)This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. LOAD-CASE(S) Standard Truss Truss Type Qty;• Rip p(r][ • • ••• yp T TION,INC." 14179 14178 J7A ROOF TRUSS 5 : 1� • 0012 --- • • • sob•Re1"re1{ce o'onel • 6.200 s Jul 13 2005 MiTek Industries,Inc. Wed Aug 13 09:30:17 2008 Page 1 6-0-8 • • • • • • • • • • 6-0-8 • • •• • •• • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • 2x4 11 Scale=1:12.1 i 2.87 F12 2 3 •• • e •• i•i o•o ••i i •••i•• •• • • • • • •• • •• • • • • • • • • • • ••• •• T1 W1 1 i HW B1 I 3x8 11 5 4 3x4 = 2x4 11 6-0-8 6-0-8 Plate Offsets(X,Yy 11:0-0-0,0-1-51,[1:0-3-2, dqel LOADING (psf) I SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.64 Vert(LL) -0.16 1-4 >418 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.76 Vert(TL) -0.24 1-4 >276 180 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Weight:22 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 6-"oc purlins. BOT CH ORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 WEDGE Left:2 X 4 SYP No.3 REACTIONS (Ib/size) 1=301/0-7-4,4=309/Mechanical Max Hoa 1=139(load case 3) Max Uplift I=-1 55(load case 3),4=-194(load case 3) Max Grav 1=337(load case 5),4=345(load case 6) FORCES (lb)-Maximum Compression/Maximum Tension TOP CH ORD 1-2=-79/57,2-3=-2/0 BOT CH ORD 1-5=0/0,4-5=0/0 WEBS 2-4=-254/222 NOTES 1)Wind: ASCE 7-02; 146mph(3-second gust);h=12ft;TCDL=5.Opsf BCDL=S.Opsf Category It;Exp C;enclosed;C-C Interior(1); Lumber DOL=1.33 plate grip DOL=1.00. 2)This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4)Refer to girder(s)for truss to truss connections.- 5)Provicye mechanical connection(by others)of truss to bearing plate capable of withstanding 155 Ib uplift at joint 1 and 194 Ib uplift . atjoirlt4. 6)This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. LOAD CggE(S) Standard Truss Truss Type • • ••• 14179 Q • 7-sJul "PIN:4 E S RATION,INC." 14179 �5B ROOF TRUSS • ••• • • • 0011 ___`_�� • db R%felenceo t-nal 6.2013 2005 Mi rek Industries,hic. Wed Aug 13 09:30:17 2008 Page 1 5-0-0 • • • • • • • • • • 5-0-0 i • • • • • • • • • • • • • • • • • • • Scale=1: 2.87 F12 • ••• • • • •• • • • • • • • • • • 0 0 000 00 cC°o T1 I 1 B1 4 3 3x4 - 5-0-0 -- 5-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.09 1-3 >590 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.60 Vert(TL) -0.13 1-3 >412 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2004ITP12002 (Matrix) Weight:15 lb LUMBER BRACING TOP CHORD Z X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=253/0-8-0,2=207/Mechanical,3=46/Mechanical Max Horz 1=104(load case 3) Max Uplift1=-136(load case 3),2=-186(load case 3) Max Grav 1=315(load case 5),2=207(load case 1),3=246(load case 6) FORCES (lb)-Maximum Compression/Maximum Tension ` TOP CHORD 1-2=-58/42 BOTCHORD 1-4=0/0,3-4=0/0 NOTES 1)Wind:ASCE 7-02;146mph(3-second gust);h=12ft;TCDL=5.Opsf;BCDL=5.Opsf;Category ll;Exp C;enclosed;C-C Interior(1); Lumber DOL=1.33 plate grip DOL=1.00. 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)This t russ requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 136 Ib uplift at joint 1 and 186 Ib uplift at joint Z 6)This It cuss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. LOAD C ASE(S) Standard ,-job` Truss Truss Type G1ry. P •• TONINC. A I , " 14179 14179 J5A ROOF TRUSS 2 e••• P: • i i 0010 • • ob•R ce o ' rw • 15.266 Ju 3 20 5 MiTek Industries,Inc. Wed Aug 13 09:30:16 2008 Page 1 4-0-8 . • 2 4-0-8 • • • • •• • • • 2.87 12 i i •�• • i •�• i i • • • = 000 ••• • • • ••• ••• I@ 1:7.8 ••• • • • • • • •• T1 • • • • • • • 1 .. • • • ••• •• I` HW1 IN i7 j q B1 11 3x8 11 4 3 4-0-8 4-0-8 Plate Offsets MY): r1:0-0-0,0-1-5] r1:0-3-2 Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loo) I/deft L/d PLATES GRIP TCLL 30.0 I Plates Increase 1.00 TC 0.31 Vert(LL) -0.05 1-3 >925 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.46 Vert(TL) -0.06 1-3 >688 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2004/TPI2002 (Matrix) Weight:14 Ib LUMBER BRACING TOP CH ORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc purlins. BOT CH ORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left:2 X 4 SYP No.3 REACTIQNS (Ib/size) 2=165/Mechanical,3=37/Mechanical,1=202/0-7-4 Max Horz 1=104(load case 3) Max Uplift2=-155(load case 3),1=-102(load case 3) ` Max Grav2=165(load case 1),3=237(load case 6),1=292(lood case 5) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-59142 BOTCHORD 1-4=0/0,3-4=0/0 NOTES 1)Wind: ASCE 7-02; 146mph(3-second gust);h=12ft;TCDL=S.Opsf;BCDL=5.Opsf;Category II;Exp C;enclosed;C-C Interior(1); Lumber DOL=1.33 plate grip DOL=1.00. 2)This t russ has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4)Refer tD girder(s)for truss to truss connections. 5)Provicle mechanical connection(by others)of truss to bearing plate capable of withstanding 155 Ib uplift atjoint 2 and 102 Ib uplift at joint 1. 6)This truss has been designed for a moving concentrated load of 200.0lb live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrentwith any other live loads, LOAD C.gSE(S) Standard j Job — Truss Truss Type Qty• • "PINItA T TION,INC." 14179 • • • 0009 14179 J5 ROOF TRUSS 1 • • { ••' • • • -----____._ • • •• JotlRe% ce o tional 6.200 s Jul 13 2005 MTek Industries,Inc. Wed Aug 13 09:30:16 2008 Page 1 1 4-0 5_fl • • ••• • • • • 1-4-0 �a� • i ••• • • • • • • • • • • • • • • • Scalae=1: • ••• • • • i 2.87 F12 •• • • • •• ••• •• • ••• • • • • ••000 00 • • • • • T1 I 2 � d 9 131 5 4 3x4 = 5-0-0 - 5-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Ildefl Ud PLATES GRIP TC LL 30.0 Plates Increase 1.00 TC 0.39 Vert(LL) -0.09 2-4 >590 360 MT20 244/190 TCOL 15.0 Lumber Increase 1.33 BC 0.60 Vert(TL) -0.13 2-4 >412 180 BCLL 0.0 Rep Stress incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Weight:17 Ib LUMBER BRACING TOP CH ORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CH ORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 3=183/Mechanical,2=418/0-8-0,4=46/Mechanical Max Horz 2=148(load case 3) Max Uplift3=-142(load case 3),2=-436(load case 3) Max Grav3=183(load case 1),2=418(load case 1),4=246(load case 8) FORCES (lb)-Maximum Compression/Maximum Tension TOP CH ORD 1-2=0/23,2-3=-59/36 BOT CH ORD 2-5=-0/0,4-5=-0/O NOTES 1)Wind: ASCE 7-02; 146mph(3-second gust);h=12ft;TCDL=5.Opsf;BCDL=S.Opsf;Category Ii;Exp C;enclosed;C-C Interlor(1); Lumber DOL=1.33 plate grip DOL=1.00. 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)This t russ requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4)Refer to girder(s)for truss to truss connections. 5)Provic f e mechanical connection(by others)of truss to bearing plate capable of withstanding 142 ib uplift at joint 3 and 436 Ib uplift at join t 2. 6)This t runs has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. LOAD C.q$E(S) Standard ••• • • • ••• • • • •• •• • • • •• •• • • • • • • • • • • ••• • • • • ••• • • • r ••• ••• ••• •• ••• ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• ••• •• • • • •. • •• • • • • ••• • •• ••• • • • • • •• . • • ••• Job Truss Truss Type Qty• lily • "P�IN�A F. S RATION,INC." 14179 141)90008 J3A ROOF TRUSS 3 • • 3 'o: --- • • •• Job Rgfertnce Aptionair 6.200 s Jul 13 2005 Mi rek Industries,Inc. Wed Aug 13 09:30:15 2008 Page 1 2-0-8 • • • • 2 • 2-0-8 • • • • • • • • • • 2.87 F12 i l i i i i i • • Scale=1:5.9 • ••• 1 •• • • • •• ••• • 0 .0 0 0 go f HW1 B1 3x8 11 4 3 U4 2-0.8 = 2-0-8 Plate Offsets(X,Y): [1:0-0-0,0-1-5] [1:0-3-2 Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (Ioc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.07 Vert(LL) -0.00 1-3 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.19 Vert(TL) -0.01 1-3 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2004ITP12002 (Matrix) Weight:8 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 2-0-8 oc purlins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left:2 X.4 SYP No.3 REACTIONS (Ib/size) 2=75/Mechanical,3=17/Mechanical,1=92/0-7-4 Max Horz 1=63(load case 3) Max Uplift2=-77(load case 3),1=-41(load case 3) Max Grav2=75(load case 1),3=217(load case 6), 1=242(load case 5) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-37/24 BOT CHORD 1-4=0/0.3-4=0/0 NOTES 1)Wind: ASCE 7-02;146mph(3-second gust);h=12ft;TCDL=S.Opsf;BCDL=5.Opsf;Category Il;Exp C;enclosed;C-C Interior(1); Lumber DOL=1.33 plate grip DOL=1.00. 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 77 Ib uplift at joint 2 and 41 Ib uplift at joint 1, 6)This t russ has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord;nonconcurrent with any other live loads. - - LOAD C11SE(S) Standard ;Job Truss Truss Type City • "P A(,iL 6R ATO I INC." 14179 14179 J3 ROOF TRUSS 1 •1 •i i • i i 0007 i ob Reference •ttonai• •i• 6.200 s Jul 13 2005 MITek Industries,Inc. Wed Aug 13 09:30:15 2008 Page 1 -1-4-0 • "_0 • • • • 1-4-0 • • S �• • • • • • • • • • • • • • • • • • S&le=1 7. • • ••• • • • 2.87 F12 •• • • • •• ••• •• • • • • • • • • • •60 • • • • C1 • • • • • e•• •• 2 C" T1 qI a B1 i 5 4 3x4 = 3-0-0 3-M LOADINC3(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefi Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.39 Vert(LL) -0.02 2-4 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.31 Vert(TL) -0.02 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Weight:11 Ib LUMBER BRACING TOP CH<)tD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOTCH CRD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 3=75/Mechanical,2=326/0-8-0,4=26/Mechanical Max Horz 2=1 07(load case 3) Max Uplift3=-28(load case 3),2=-410(load case 3) Max Grav3=75(ioad case 1),2=326(load case 5),4=226(load case 6) FORCES (lb)-Maximum Compression/Maximum Tension TOP CH C RD 1-2=0/23,2-3=-44/14 BOTCH ORD 2-6=0/0,4-5=0/0 NOTES 1)Wind: ASCE 7-02; 146mph(3-second gust);h=12ft;TCDL=S.Opsf;BCDL=5.Opsf,Category 11;Exp C;enclosed;C-C Interior(1); LumberDOL=1.33 plate grip DOL=1.00. 2)This t ruu has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)This t rurs requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer togirder(s)for truss to truss connections. 5)Proviciemechanical connection(by others)of truss to bearing plate capable of withstanding 28 Ib uplift at joint 3 and 410 ib uplift at join t L 6)This t rues has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. LOAD C. VS) Standard JOb ~-- • • ••• • • Truss Truss Type Qty PI••• INI�ACN Q • ••• t�E'd I' TION,INC." 14179 14179 J1AROOF TRUSS 1 : 1 : : �•� : � 0006 — • Ab Rften% t}bn I • ••• 6.2(0 s Jul 13 2005 Mi Industriee Inc. Wed 9:30:15 2008 Page 1 -0-8-0 1 • • • • • 0-8-0 i1-1.12••• • i ••• • i i • • 2.87 ••• •i• ••• • •• Scale 1:4.2 •• • • • •• ••• •• • ••• • • • • •• • 131 M O 3x6 4 3 -0-4-0 1-1-12 0-4-0 1-1-12 Plate Offsets MY): [1:0-0-13,0-0-4] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loo) Well L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.49 Vert(LL) 0.00 1 n/r 180 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.80 Vert(TL) -0.01 2 n/r 80 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2004/TPI2002 (Matrix) Weight:4 l LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 1-1-12 oc purlins. BOT CH ORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 8-9-15 oc bracing. ~ REACTIONS (Ib/size) 1=192/0-8-0,1=192/0-8-0 Max Horz 1=54(load case 3) Max Upliftl=-268(load case 3) Max Grav 1=287(load case 4), 1=192(load case 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CH ORD' 1-2=-28/0 BOT CH ORD 1-4=0/0,3-4=-0/0 NOTES 1)Wind: ASCE 7-02; 146mph(3-second gust);h=12ft:TCDL=5.Opsf;BCDL=5.Opsf;Category II;Exp C;enclosed;C-C Interior(1); Lumber DOL=1.33 plate grip DOL=1.00. 2)This t cuss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)This t cuss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 268 Ib uplift at joint 1. 5)Non Standard bearing condition. Review required. 6)This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. LOAD CASES) Standard Job Truss Truss Type Qty Ply• TINNACEE RE WORATION,INC." 14179 14179 J 1 ROOF TRUSS 2 1 0005 • dbbIRre o nal • ••• 6.200 s Jul 13 2005 Mi rek Industries,Inc. Wed Aug 13 09: :15 2008 -1-4-0 • • • 1-14V • • 1-4-0 • • • • • • • • • j • • • 1srLz • • • • • • • • • • • • • =1 2.$Z 12 • • ••• • • • I •• • • •• ••• •• 1 d31 T1 M l 0 I 34 5 4 1-1-12 1-1-12 Plate Offsets_(X,Y): r2:0-0-12.0-1-81 LOADING(psf) SPACING 2-0-0 CSI IDEFL in poc) I/defl L/d PLATES GRIP TCLL 30.0" Plates Increase 1.00 TC 0.27 Vert(LL) 0.00 2 n/r 180 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.48 Vert(TL) -0.00 3 n/r 80 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2004/TPI2002 (Matrix) Weight:6 Ib LUMBER BRACING TOP CH ORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 1-1-12 oc purlins. BOTCH ORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=235/0-8-0,2=235/0-8-0 Max Horz 2=98(load case 3) Max Uplift2=-377(load case 3) } Max Grav2=293(load case 4),2=235(load case 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CH ORD 1-2=0123,2-3=-27/0 BOTCH ORD 2-5=0/0,4-5=-0/O NOTES 1)Wind: ASCE 7-02;146mph(3-second gust);h=12ft;TCDL=S.Opsf;BCDL=5.Opsf Category II;Exp C;enclosed;C-C Interior(1); LumberDOL=1.33 plate grip DOL=1.00. 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4)Provict a mechanical connection(by others)of truss to bearing plate capable of withstanding 377 Ib uplift at joint 2. 5)Non Standard bearing condition. Review required. 6)This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. LOAD C.gSE(S) Standard ... . . . ... . . .. .. .. .. . . . . . . . . . . ... ... . . . . ... . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . • • • • • • • • • • • k • • • •�• • • Job v— Truss Truss Type Qty Ply VIWWLEo-RESTORATI"1q INC=:� 14179 HJ7A ROOF TRUSS 1 • JE -- • b RAferente tlbnal • • 6.200 s Jul 13 0FrelFinclbstRes,Ind'WeV Ikug 13 09:30:14 2008 Page 1 _ 5-10-2 8-10-0 5-10-2 • • • • •• • • 2}I1}�4• • • • • • • • • • • • • Scale=1:14.9 • • • • • • • • • • • 2x4 11 2.03 12 •• • • • •• ••• •• 3 4 41 i 2 •• • • • ••• •• N 1 W1 G ry W r 7 8 6 2x4 9 5 3x4= 3x4 = 4-4-2 8-10-0 4-4-2 4-5-14 _PlateOffsds(X,Y): [2:0-0-4,0-2-01 LOADING Osf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 ` Plates Increase 1.00 TC 0.58 Vert(LL) -0.07 5-6 >999 360 MT20 244/190 TCDL 15.0 I Lumber Increase 1.33 BC 0.70 Vert(TL) -0.15 5-6 >678 180 BCLL 0.0 Rep Stress Incr NO WB 0.28 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC20041TPI2002 (Matrix) Weight:36 Ib LUMBER BRACING TOP CH aRD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, BOT CH 0RD 2 X 4 SYP No.2ND except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6-4-2 oc bracing. REACTIONS (Ib/size) 1=465/Mechanical,5=838/Mechanical Max Horz 1=183(load case 3) Max Upliftl=-235(load case 3),5=-496(load case 3) FORCES Pb)-Maximum Compression/Maximum Tension TOP CH ORD 1-2=-1463/601,2-3=-56125,3-4=-8/0,3-5=-2571198 BOT CH<DRD 1-7=-736/1405,7-8=-736/1405,6-8=-736/1405,6-9=-846/1254,5-9=-846/1254 WEBS 2-6=0/500,2-5=-1346/908 NOTES 1)Wind: ASCE 7-02;146mph(3-second gust);h=12ft;TCDL=5.Opsf,BCDL=5.Opsf;Category II;Exp C;enclosed;C-C Interior(1); LumbcsrDOL=1.33 plate grip DOL=1.00. 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4)Refer togirder(s)for truss to truss connections. 5)Provicl emechanical connection(by others)of truss to bearing plate capable of withstanding 235 Ib uplift at joint 1 and 496 Ib uplift at joint S, 6)This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 7)In the- LOAD CASE(S)section,-loads applied to the face of the truss are noted-as-front(F)or back(B). LOAD C^VS) Standard 1)Regul ar.Lumber Increase=1.33.Plate Increase=1.00 Trape,Zddal Loads(plf) Vert:1=-27(F=31,B=31)-to-3=-216(F=-63,B=-63).3=-156(F=-63,B=-63)-to-4=-163(F=-66,B=-66),1=-6(F=7, r-7)-to-5=-49(F=-15,B=-15) • • ••• • • iJob Truss Truss Type city Ply NNtCLC FliEg 101,INC." 14179 14179 HJ7 ROOF TRUSS 0 40* • • • 0003 L� 1 a 1 Job f�e}'eteA(Spinal) i •i• 6.200 s Jul 13 2005 MiTek Industries,Inc. Wed Aug 13 09:30:14 2008 Page 1 r 1-9-14 6-10-15 0 0 • • • -1 1 1-9-14 6-10-15 i i •�• i •a• i -11�if •i• �•� •0• •0• Scale=1:19.9 •• • • • •• ••• •• • • • • • • • • . • ••• • • • • •• • 2x4 II r 2.03 Ff2 i i i i i V, i i 4 5 •• • • • • • ••• •• l2x4 3 --- ` 1 t 7 2 i ' yj 1 4x4= $ 6 4x6 = 9-10-13 9-10-13 Plate Offsets(X,Y): [6:0-2-12 0-2-0) LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.94 Vert(LL) -0.30 2-6 >374 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.89 Vert(TL) -0.61 2-6 >183 180 BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(TL) 0.02 6 n/a n/a BCOL 10.0 Code FBC2004ITP12002 (Matrix) Weight:39 Ib LUMBER BRACING TOP CH ORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 4-7-5 oc purlins, BOT CH ORD 2 X 4 SYP No.2ND except and verticals. WEBS 2 X 4 SYP No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-5-10 oc bracing. W2 2 X 4 SYP No.3 REACTIONS (Ib/size) 6=864/Mechanical,2=611/0-11-5 Max Horz 2=211(load case 3) Max Uplift6=-478(load case 3),2=-561(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CH ORD 1-7=0/18,2-7=0/18,2-3=-1344/649.3-4=-335/0,4-5=-8/0,4-6=-259/252 BOTCH ORD 2-8=-770/1294,6-8=-770/1294 WEBS 3-6=-1189/879 NOTES 1)Wind: ASCE 7-02;146mph(3-second gust);h=12ft;TCDL=5.Opsf;BCDL=5.0psf,Category II;Exp C;enclosed;C-C Interior(1); Lumb er DOL=1.33 plate grip DOL=1.00. 2)This t cuss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)This t runs requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4)Refer to girder(s)for truss to truss connections. 5)ProviCle mechanical connection(by others)of truss to bearing plate capable of withstanding 478 Ib uplift at joint 6 and 561 Ib uplift at join 12. 6)This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any-other live loads: - - - - 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD C.g(S) Standard 1)Regul or:Lumber Increase=1.33,Plate Increase=1.00 Unifor-m Loads(plf) Vert:1-7=-90 Trope:zDidal Loads(plf) Vert:7=-0(F=45,B=45)-to-4=-216(F=-63,B=-63),4=-156(F=-63,B=-63)-to-5=-163(F=-66,B=-66),2=-2(F=9, B=9)-to-6=-49(F=-15,B=-15) • • ••• • • • ••• Job Truss Truss Type Qty Ply, 4"RNN,;CLI1 PZSJ04RAJIOJINC:' 14179 114179 H9 ROOF TRUSS 1 1 i :•i i 0002 Jots Ret*erence o trona) 6.200 s Jul 13 2005 MiTek Industries,Inc. Wed Aug 13 09:30:14 2008 Page 1 -1-4-0 5-5-8 9-0-0 12-5-0 •15.11.8• •• • 21 • 22-9-0 • • • • • • '1 4-0 5-5-8 3 6-8 3-5-0 • 3.6-� • • • • 5�r-8• • • 1-4-0 ••• •• •i• ••• ••• •,• Scale=1:40.8 2.87F-12 4x4 = 4x8 • ••• • • :00 •• • = i i � 4 5 •• • • •i • • ••• •• 2x4 ` 2x4 1 3 6 W IV2m 3 W 01 2 7 $ ow 1 Iy 0 3x8 = 12 11 13 10 9 14 3x8 = 3x8 = 3x4= 4x4 = 9-0-0 12-5-0 21-5-0 9-0-0 3-5-0 M-O Plate Offsets(X,Y): [4:0-2-0,0-2-41,[5:0-5-4.0-2-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.30 7-10 >839 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.90 Vert(TL) -0.71 7-10 >349 180 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) - 0.13 7 n/a n/a BCOL 10.0 Code FBC2004/TP12002 (Matrix) Weight:91 Ib LUMBER BRACING TOP CH ORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 2-10-14 oc purlins. BOT CH ORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 4-7-15 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) 2=1282/0-8-0,7=1282/0-8-0 Max Uplift2=-862(load case 3),7=-862(load case 3) r FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/23,2-3=-3366/1752,3-4=-2748/1413,4-5=-2653/1412,5-6=-2747/1414,6-7=-3366/1752,7-8=0/23 BOT CI-IORD 2-12=-1584/3202,11-12=-1584/3202,11-13=-1199/2652,10-13=-1199/2652,9-10=-1584/3202,9-14=-1584/3202, 7-14=-1584/3202 WEBS 3-11=-621/410,4-11=-63/315,5-11=-211/213,5-10=-63/384,6-10=-621/409 NOTES 1)Unba lanced roof live loads have been considered for this design. 2)Wind: ASCE 7-02;146mph(3-second gust);h=12ft;TCDL=S.Opsf;BCDL=5.0psf:Category II;Exp C;enclosed;C-C Interior(1); Lumber DOL=1.33 plate grip DOL=1.00. 3)Provi de adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)Provi de mechanical connection(by others)of truss to bearing plate capable of withstanding 862 Ib uplift at joint 2 and 862 Ib uplift at joirla 7)This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along-the Bottom Chord,nonconcurrent with any other live loads: LOAD QASE(S) Standard Joob Truss Truss Type Qty PI •• •r1IN.MACjE f EW2R ATION,INC.". 14179 114179 H7 ROOF TRUSS 1 ; 1 ; : 0'0 0 0 0001 — --- • 10b%%%rdM o onal • ••• 6.200 s Jul 13 2005 MiTek Industries,Inc. Wed Aug 13 09:30:14 2008 Page 2 LOAD CASES Standard 0 0 • • • • Concentrated Loads(lb) • • • • • • • • • • Vert:9=-706(F)8=-706(F) i l i i i i i i i i o • • ••• • • • •• • • • •• ••• •• • ••• • • • • •• • •• • • • • • ••• •• w Job Truss Truss Type CrtyFV,,- • • • ••• • • • ••• "PI A R TI N,INC." 14179 14179 H7 ROOF TRUSS 1 1 i i•i i : : 0001 • Joe Aeferencs o tlonai• ••• 6.200 s Jul 13 2005 MTek Industries,Inc. Wed Aug 13 09:30:13 2008 Page 1 14 0 7-0-0 10 8-8 14 5 Os•• ••• • • 21-5 • • 22-9-0 7 -0 14-0 - • 7-0- 1-4-0 • • • • • • • • • • • • • ••• • • . Scale=1:40.8 •• • • • •• ••• •• • ••• • • • • •• • 2.87 F12 8X10 MT20H= ••• i i ••• i i i•• ••• 3x4 = 8x10 MT20H= 3 4PP 5 W 1 2 6 0 01 RO 7 4 N 11IF o Io 3x8 3X8 3x8 = 3x8 = 10 9 11 8 12 3x8 = 5x6 = 8x10 MT20H= 7-0-0 14-5-0 21-5-0 7-0-0 7-5-0 7-0-0 Plate Offsets(X,Y): [2:0-1-0,0-0-41, [2:1-5-1,0-3-61,[6:1-3-13,0-3-21,[6:0-1-0,0-0-4],[8.0-4-120-4-121 [9:0-2-4,0-2-121 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.97 Vert(LL) 0.64 8-9 >388 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.76 Vert(TL) -1.05 8-9 >237 180 MT20H 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(TL) 0.17 6 n/a n/a BCDL 10.0 Code FBC2004ITP12002 (Matrix) Weight:101 Ib LUMBER BRACING TOP CH ORD 2 X 4 SYP No.1 D'Except' TOP CHORD Structural wood sheathing directly applied br 1-7-8 oc purlins, T2 2 X 4 SYP No.2D except end verticals. BOT CH ORD 2 X 6 SYP SS BOT CHORD Rigid ceiling directly applied or 3-7-12 oc bracing. WEBS 2 X 4 SYP No.2ND*Except* W1 2 X 4 SYP No.3,W1 2 X 4 SYP No.3 - REACTICDM (Ib/size) 2=2433/0-8-0,6=2433/0-8-0 Max Uplift2=-1580(load case 3),6=-1580(load case 3) FORCES Pb)-Maximum Compression/Maximum Tension TOP CH ORD 1-2=0/30,2-3=-8030/4558,3-4=-7935/4574,4-5=-793514574,5-6=-8030/4558,6-7=0130,3-9=-563/1318, 5-8=-563/1318 BOT CH ORD 2-1 0=-4294/7727,9-1 0=-429417727,9-11=-501918655,8-11=-5019/8655,8-12=-429417727,6-12=-429417727 WEBS 4-9=-972/693,4-8=-972/693 NOTES 1)Unbal arced roof live loads have been considered for this design. 2)Wind: ASCE 7-02;146mph(3-second gust);h=12ft:TCDL=5.0psfi BCDL=5.Opsf,Category 11;Exp C;enclosed;C-C Interior(1); Lumb BrDOL=1.33 plate grip DOL=1.00. 3)ProviCieadequate drainage to prevent water ponding. 4)This t runs has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)All plates are MT20 plates unless otherwise indicated. 6)This t rues requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7)-Provitlemechanical connection(by others)of truss to bearing plate capable of withstanding 1580 Ib uplift at joint 2 and 1580 lb uplift atpint 6. 8)This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 9)Girder carries hip end with 7-0-0 end setback. 10)Desi goassumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. 11)Han9er(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)706 Ib down and 417 Ib up at 1.4.5.0,and 706 Ib down and 417 Ib up at 7-"on bottom chord. The design/selection of such connection device(s)is the respOfeibility of others. 12)In this LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD C.,49(S) Standard 1)Regul acLumber Increase=1.33,Plate Increase=1.00 Unifor-r-nLoads(plf) Vert:1-3=-90,3-5=-189(F=-99),5-7=-90,2-9=-20,8-9=-42(F=-22),6-5=-20 Continue,don page 2 . • ... . • • ••• SUPERIOR TRUSS SYSTEMS,INC. To: �'.'� �•� bs:LISt 8500 NW 58 STREET PINNACLE RESTORATION . . • . . • • MIAMI ADD'N TO LUBETSKY'S RES. LAO: 14179 y FL 33166 • Pape: 1 of 1 i i '•' • 'i date: • i i '•' 8/13/2008 " Moael t. PINNACLE TO LUBETSKY S RES. Deliver To: •'• •'• ••• �p� ••' '•' 14179 Block No: Account No: Lot No: 9953 N.E.4TH AVE. •• • • • Rssigw• •• GAOS MIAMI SHORES,FLORIDA • • • • • • • • • Contact Site Office Deliver To Address3 •i i•i : : l%lesrpan. • •• • • Aueteum •• Name: Phone: Fax: Tentative Delivery Date: Material Summary Includes the following General Truss Engineering Criteria&Design Loads(Individual Truss Design Drawings Show Special Loading Conditions):Wind:ASCE 7-02 per FBC2004;146 mph;Total Roof Gravity Load=55 PSF.Floor Gravity Load=65 PSF.Exposure C,Enclosed.Computer Program Used:MTek 20/20. Pages or sheets covered by this seal from:0001 thru 0024 Total:24 drawings.With my seal affixed to this sheet,I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003,section 5 of the Florida Board of Professional Engineers Rules. Chapter 23 of the Florida Building Code. This signed and sealed index sheet indicates acceptance of my professional engineering responsibility solely for the truss design drawings listed below. The suitability and use of each truss component for any partit:ular building is the responsibility of the building designer,per TPI 2002. OSCAR CORRAL P.E.STATE OF FLORIDA REG.NO 12467-8500 NW 58 ST,MIAMI,FL 33166 Date Truss Date Truss Date Truss Date Truss 0001 08-13.2008 H7 0002 08-13-2008 H9 0003 08-13-2008 HJ7 0004 08-13-2008 HJ7A 0005 08-13-2008 J1 0006 08-13-2008 AA 0007 08-13-2008 J3 0008 08-13-2008 J3A 0008 08-13.2008 J5 0010 08-13-2008 J5A 0011 08-13-2008 J5B 0012 08-13-2008 VA 0013 08-13-2008 PB1 0014 08-13-2008 SV16 0015 08-13-2008 SV20 0016 08-13-2008 SV24 0017 08-13.2008 T1 0018 08-13-2008 T2 0019 08-13-2008 T3 0020 08-13-2008 V12 0021 08-13-2008 V14 0022 08-13-2008 V16 0023 08-13-2008 V4 0024 08-13-2008 V8 IN f NOT[- -. .ALL SHEETS MUST BE REVIEWED MIAMI-RADE COUNTY BUILDING DEPARTMENT Herbert S. Saffir Permitting and Inspection Center 11805 SW 26th Street(Coral Way), • Miami, Florida 33175-2474 • (786) 315-2100 APPLICATION FOR MUNICIPAL PERMIT APPLICANTS )**-.�THAT REQUIRE PLAN REVIEW FROM MIAMI-DADE FIRE RESCUE -AND/OR DEPARTMENT OF ENVIRONMENTAL RESOURCES MANAGEMENT PROVIDE MUNICIPAL PROCESS NUMBER HERE wo rZ, , Contractor No. 0 z Z.Q .. c)/ ( 1 Z� o o Last four(4) digits of Qualifier No. o z Folio Contractor Name > Lot Block o a u ion PBpg o o Qualifier Name U= Address Metes an ounds City State Zip r [ ] Demolish 57— '0 �. onstruction on [ ] Shell Only Current use of property 4d. Vac t Land Addition Attached [ ] Altera on Interior o [ ] Addition Detached Description of Work A40 �� .-u 6K— Iy Iter on Exterior Y ] Re o tion of Structure [ ] Re-Roof Z ��,J� L Cfi; l✓lil%_ ~ [ Closu [ ] Foundation Only Sq. Ft. Z Units Floors ] Re Value of Work Yi' Uf�y ` air Due tc Fire M'L [ ] Chg. Contractor Owner W Category �d--' [ ] Re-Issue � AddressAIV Vt,009 MELS [ ] Re-stamp EL N City ✓11 ? State - Zip — ` els ` 7 3 [ W [ ] Revision z Phone d [ ] MME w 3 Last four(4)digits of FIRE [ ] Not Applicable for Fire Owner's Social Security No. Z N e AX41IC- CAM/ '` - L� x� Name �� � N � G` a Ad ess /vim L 1 W�'� Address &/ W uR 1. V State Zi tz City V"t ,� State Zip a s Phone 72 l�'S r3 `, Phone 5 Sl S o lam equesting a Special Request Plan Review(SRI) to be scheduled as soon as possible at the rate of$190 for the first hour and a Z $65 r each addition hour in addition to the review fees, Minimum charge one-hour. U a LU N3 151 LU LU equest: Date N n° - u st: Date: 3"' Request: Date: z a tam requesting Optional Plan Review (OPR) to be scheduled as soon as possible at the rate of$75 for each discipline. Additional CL review fees may apply. zo W 151 Request: Date: 2ntl Request: Date: z 0 3rd Request: Date: YAFu \080101•M..mpol Fa Applicol A.c 1 NOTICE TO AT,L MUNICIPAL PERMIT APPLICANTS THAT REQUIRE PLAN REVIEW FROM MIAMI-DADE FIRE RESCUE DEPARTMENT AND/OR THE DEPARTMENT OF ENVIRONMENTAL RESOURCES MANAGEMENT Effective Monday, January 14, 2008, municipal permit applicants who come to the Permitting and Inspection Center to obtain review from the Miami-Dade Fire Rescue Department and/or the Department of Environmental Resources Management must submit two (2) sets of plans and a municipal intake application to the Permit Records Section. A process number will be assigned and plans and application will be routed to the appropriate departments for review. Once plan review has been completed, you will be notified via telephone call or e-mail notification. Status of review 'and `plan disapproval comments can be tracked by visiting the :Building Department's website at www.miainidade.gov/building/. Thank you for you cooperation. 1S Y:�rm+1T+oOCOflEnlag-I'11tE 8 DEAM Pl.n Revicw.doc S I i BUILDING PERMIT CATEGORIES . . CATEGORY DBSCRIPT10N PERMIT TYPE--` BUILDING 01 GENERAL BUILDING—COMMERCIAL MBLD 4 02 SUB—GENERAL BUILDING—RESIDENTIAL MBLD _Y 08 CANVAS AWNING MBLD 10 COMMUNICATION TOWER MBLD 15 DEMOLITION MBLD 29 METAL AWNING & STORM SHUTTER MBLD 48 SCREEN ENCLOSURES MBLD 55 SWIMMING POOL MBLD i 56 TENNIS COURTS (SURFACE PAVING) MBLD 86 TRAILER TIE DOWN MBLD 88 WALK—IN COOLER MBLD 91 MARINAS MBLD ? 92 LOW SLOPE APPLICATIONS (GRAVEL, SMOOTH MODIFIED, SINGLE PLY) MBLD s 95 SHINGLES ;ASPHALT, FIBERGLASS) MBLD 96 SHINGLES (METAL ROOFSIWOOD SHINGLES & SHAKE) . MBLD =.97 STAGE 2 VAPOR RECOVERY SYSTEM MELD 99 SOIL IMPROVEMENT MBLD 0100 BULK STORAGE PROPANE TANK MBLD 0101 REMOVABLE STORM PANELS MBLD _I 0107 TILE ROOFMBLD 0110 WATER MAIN MBLD a 0111 SITE PLAN MBLD 0112 INDOOR EVENT/EXHIBIT MBLD ELECTRICAL 04 FIRE ALARM SPECIALTY MELS 16 SPECIALTY WIRING MELE ' 38 GENERATORS MELE LPGX 01 LIQUEFIED PETROLEUM GAS MLPG 02 MISCELLANEOUS MLPG a 04 LIQUEFIED PETROL. GAS/STATE ML?G ' -.-..MECHANICAL 09 ABOVEIBELOW GROUND TANKS/ PUMPS & POLLUTANT STORAGE SYSTEM MNIEC 38 COMMERCIAL HOODS MNIEC 43 FIRE CHEMICAL MMEC i 46 SPRAY BOOTHS MMEC 48 SMOKE CONTROL MMEC 52 RESIDENTIAL ELEVATOR MMEC i FIRE 32 FIRE SPRINKLER FIRE ' YFomvu8u lv7-Muiucipl PmnApplicyiiun[bc..... ' i I y OMAJ s P.E. #038398 Edward A. LANDERS, P (305)823-3938 � CONSULTING ENGINEERS ra EDWARD A. LANDERS, P.E. 7850 NW 146TH ST. #509 MIAMI LAKES, FL 33016 (305) 823-3938 Copyright 2000 by Tondel] i Enginaerir_g, Y .A. Tampa, Florida CUSTOMER : LUBETSKY RESIDENCE JOB NUMBER 9933 NE 4TH AVENUE ROAD, MIAMI SHORES, FLORIDA DATE 12/31/2005 DESCRIPTION WIND PRESSURES UNIT # GARAGE; DOO,i *** DESIGN WIND LOADS - kSCE 7-98 *** *** COMPONENTS AND CLADDING *** WIND VELOCITY = 146 MPH EXPOSURE CATEGORY = C BUILDING CATEGORY = 2 IMPORTANCE FACTOR = 1 . 00 Kzt = 1 . 00 ROOF SLOPE = 3. 00 : 12 (14 . 04 DEG) TRIBUTARY AREA = 64 . 0 FT2 MEAN ROOF HEIGHT = 14 . 0 FT Kh = 0. 849 qh = 46. 3 PSF DISTANCE, Z = 6. 0 FT Kz = 0. 849 qz = 46. 3 PSF WIND LOADS WALL AREA 4 5 GCp (+) 0 . 858 0 . 858 GCp (-) -0 . 958 -1 . 115 PRESSURE 48 . 1 48 . 1 (psf) SUCTION -52 . 7 -60 . 0 (psf) P = qh [ (GCp) - (GCpi) ] GCpi = ± 0 . 18 BUILDING WIDTH = 40 . 0 FT a 4 5 a 4 b CORNER DISTANCE, a = 4 . 0 FT EDWARD A. LANDERS, P.E. 7850 NW 146TH ST. #509 MIAMI LAKES, FL 33016 (305) 823-3938 Copyright 2000 by Tondelli Engineering, P.A. Tampa, Florida CUSTOMER : LUBETSKY RESIDENCE JOB NUMBER 9933 NE 4TH AVENUE ROAD, MIAMI SHORES, FLORIDA DATE 12/31/2005 DESCRIPTION WIND PRESSURES UNIT # GARAGE NTNDOW *** DESIGN WIND LOADS - RSCE 7-98 *** *** COMPONENTS AND CLADDING *** WIND VELOCITY = 146 MPH EXPOSURE CATEGORY = C BUILDING CATEGORY = 2 IMPORTANCE FACTOR = 1. 00 Kzt = 1 . 00 ROOF SLOPE = 3. 00 : 12 (14 . 04 DEG) TRIBUTARY AREA = 24 . 8 FT2 MEAN ROOF HEIGHT = 14 . 0 FT Kh = 0 . 849 qh = 46. 3 PSF DISTANCE, Z = 6. 0 FT Kz = 0. 849 qz = 46. 3 PSF WIND LOADS WALL AREA 4 5 GCp (+) 0 . 930 0 . 930 - GCp (-) -1 . 030 -1 .261 PRESSURE 51 . 4 51 . 4 (psf) SUCTION -56 . 1 -66 . 8 (psf) P = gh [ (GCp) - (GCpi) ] GCpi = ± 0 . 18 BUILDING WIDTH = 40 . 0 FT a 4 5 a 4 b CORNER DISTANCE, a = 4 . 0 FT EDWARD A. LANDERS, P.E. 7850 NW 146TH ST. #509 MIAMI LAKES, FL 33016 (305) 823-3938 Copyright 2000 by Tondelli Engineering, Y .P . Tampa, Florida CUSTOMER : LUBETSKY RESIDENCE JOB NUMBER 9933 NE 4TH AVENUE ROAD, MIAMI SHORES, FLORIDA DATE 12/31/2005 DESCRIPTION WIND PRESSURES UPLIFT *** DESIGN WIND LOADS - ASCE 7-98 *** *** COMPONENTS AND CLADDING *** WIND VELOCITY = 146 MPH EXPOSURE CATEGORY = C BUILDING CATEGORY = 2 IMPORTANCE FACTOR = 1 . 00 Kzt = 1 . 00 ROOF SLOPE = 3. 00 : 12 (14 . 04 DEG) TRIBUTARY AREA = 20 . 0 FT2 MEAN ROOF HEIGHT = 14 . 0 FT Kh = 0 . 849 qh = 46. 3 PSF DISTANCE, Z = 6. 0 FT Kz = 0. 849 qz = 46. 3 PSF GABLE/HIP ROOF WIND LOADS ROOF AREA 1 2 3 GCp (+) 0 . 440 0 . 440 0 . 440 GCp (-) -0 . 870 -1 . 889 -1 . 889 PRESSURE (psf) 28 . 7 28 . 7 28 .7 VERT. COMP. 27 . 9 27 . 9 27 . 9 HORIZ . COMP. 7 . 0 7 . 0 7 . 0 SUCTION (psf) -48 . 6 -95 . 9 -95 . 9 VERT. COMP. -47 . 2 -93 . 0 -93 . 0 HORIZ . COMP. -11 . 8 -23 . 2 -23 . 2 a F7a a a P = qh [ (GCp) - (GCpi) ] GCpi = ± 0 . 18 2 1 2 2 1 2 BUILDING WIDTH = 40. 0 FT CORNER DISTANCE, a = 4 . 0 FT 3 3 3 3 6 C? -E- (O-o ►�� c1f — 37. 2, — EDWARD A. LANDERS, P.E. 7850 NW 146TH ST. #509 MIAMI LAKES, FL 33016 (305) 823-3938 Copyright 2000 by Tondelli Engj naerirg, P ,P. Tampa, Florida CUSTOMER : LUBETSKY RESIDENCE JOB NUMBER 9933 NE 4TH AVENUE ROAD, MIAMI SHORES, FLORIDA DATE 12/31/2005 DESCRIPTION WIND PRESSURES WALL *** DESIGN WIND LOADS - ASCE 7-98 *** *** MAIN WIND FORCE RESISTING SYSTEMS *** WIND VELOCITY = 146 MPH EXPOSURE CATEGORY = C BUILDING CATEGORY = 2 IMPORTANCE FACTOR = 1 . 00 Kzt = 1. 00 GUST FACTOR = 0. 85 BUILDING DIMENSION NORMAL TO WIND DIRECTION = 40. 0 FT BUILDING DIMENSION PARALLEL TO WIND DIRECTION = 60. 0 FT MEAN ROOF HEIGHT = 14 . 0 FT Kh = 0. 849 qh = 46. 3 PSF DISTANCE, Z = 7 . 0 FT Kz = 0. 849 qz = 46. 3 PSF ROOF SLOPE = 3 . 00 : 12 (14 . 04 DEG) WALL WIND LOADS WINDWARD WALL : Cp = 0. 80 P = 23 . 2 PSF, GCpi = 0. 18 P = 39. 8 PSF, GCpi = -0 . 18 LEEWARD WALL : Cp = -0 . 40 P = -24 . 1 PSF, GCpi = 0 . 18 P = -7 . 4 PSF, GCpi = -0. 18 SIDE WALLS : Cp = -0 . 70 P = -35. 9 PSF, GCpi = 0 . 18 P = -19. 2 PSF, GCpi = -0 . 18 Refer to ASCE 7-98 Figure 6-9 for the Wind Pressure Combinations.