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348 7th St (vault) (2) ,� t+ %/01's'. fi `� �MI�'�`01 f P m s r. Address-* ATO O I O 0 I O - . _,,,_ Address• X48 SEVEI Tit STREET :ve ` ~ Awl `I32233 60 � if _ ..I�TLANTIC BEACH -FLORIDA rOAE"a`G*RTP�1' Oi fir, T Ple: 'W OD FRAME, ''Lot , � �2 , BI0c. � S� t i On '��� r sed Use, 1, E 0AA L " Tavn i s RNA,* el i ti Do J Subdivision: ATL ANT'TC BEACH,, �� " ated value- $1D17$1,6',00 rov ' c�tal 3. 40 0 $3340:. 0 M � ...r......_ PP I CAT ON FEE$ CONRAD', IMPAC 00 FEE PL 0 �wr y$t li 5 2, " ,IPJ 'RADON GAS-' � w '"R.R.S. .0e' 0� -�- RATOtE 0 .. _ CAP 71 V'ITE ' 0, TAP vtyR EAD 0 RO 1CONNE TIO S. ?£ , 00 { CONST., UROH;A OE 4 1 NOTICE-AL,p0!40,ERETE OOfRMSAN©E=OOTINOS MUSTI3E INS01ECTE#3OIEFORiz-,po%RIING PERMIT VOID,SIX MONTHS APTEA DATE OF I'SSIIE' wt SL t.E MATEREAI,.Rif$131SHAND DEBRIS ItROM THIS WORK MUST NOT.�3E PI.ACE� IN,PUBI.IC SPACE,11Np M,U IJPANp H IILEC AWAY'�'EITHER CONTRACTOR OR OWNER i 'RE 1`0,.�C'�MPL.Y"�1 ITH THE:MIE' A�IICS' LEEN L.A' ' -A ,# E$UL.T LN ERN(/�\ y� Y ESSsUEE) f ,OARING TO APPROVEO PIANS WHICH ARE PA OF THIS PERMIT_AIV1 3£JS.IEC7 T©"F E1�OCA It AI 01=APPLICASLE PROW$I.ONS OF`Ip,yy. PARTNI .�tt`�fl Aii CITY OF ATLANTIC BEACH PERMIT CALCULATION SHEET Ad,: _ ~JG_,2 q F L Lit- � • CQ o ��� Heaters Sa_uare Footage @ $ S•$'O 7per sq f t /� � /� = $ '7 �j C) Ga 1 ar1i /S h e a �@ S �OrOV per sq ft = $ _4-4 per sq ft $ $ Q per sq ft = $ $.___� per sq f t = $ TOTAL VALUATION ::/ s 22-1 J2 1 6 i,tal Valuation 1st $ .0,9d -67 Remaining Value . per thousand — or portion thereof TOTAL BUILDING FEE $ a + 1/2 Filing Fee (/ ) Fireplaces @ $15 . 00 BUILDING PERMIT FEE WATER IMPACT FEE $i OO SEWER IMPACT FEE $ p p WATER METER/TAP $ 5c ��DU CAPITAL IMPRO E EN $- SEWER TAP ufjq) RADON HRS) . 00'50 SECTION H PAVING HYDRAULIC SHARES $ — CROSS CONNECTION $� qV?q) SURCHARGE . 0050 $ ? `— OTHER S GRAND TOTAL DUE ADDITIONAL PERMITS OR FEES : Mechanical plumbing Fectric/New Electric/Temp ; SwimmingPool Tank-----, Well '�F. SignFinish Floor Elevation " Other _ AL;='l_LAT IONS and/or NOTES : + CITY OF ATLANTIC BEACH Fixture Unit Worksheet for Water Impact Fee FIXTURE UNITS ARE ESTABLISHED AS THE MEASUREMENT OF WATER DEMAND FOR EACH WATER FIXTURE UNIT INSTALLED AND CONNECTED TO THE CITY WATER SYSTEM. THE WATER SUPPLY CHARGE IS HEREBY FIXED AT TWENTY DOLLARS PER FIXTURE UNIT CONNECTED TO THE CITY WATER SYSTEM. BATHROOM GROUP CONSISTING OF 1 WATER CLOSET, LAVATORY & BATH SERVICE SINK TRAP STAND TUB OR SHOWER STALL (6) Z— (8) WATER CLOSET, TANK OPERATED 4 WATER CLOSET ( ) VALVE OPERATED (8) BATHTUB/SHOWER (2) URINAL WALL LIP (4) SHOWER GROUP PER HEAD (3) FLOOR DRAIN (1) SHOWER STALL DOMESTIC (2) LAUNDRY TRAY (2) 2-- LAVATORY (1) a COMBINATION SINK AND TRAY (3) _____WASHING MACHINE (3) POT, SCULLERY SINK (4) DISHWASHER (2) WASH SINK EACH SET OF _KITCHEN SINK (2) FAUCETS (2). DENTAL LAVATORY (1) KITCHEN SINK WITH WASTE 3 DENTAL UNIT OR CUSPIDOR GRINDER (3) (1) BIDET (3) URINAL STALL, WASHOUT (4) FLUSHING RIM SINK (8) COMBINATION SINK AND TRAY WITH FOOD DISPOS. (4) URINAL, PEDESTAL, SYPHON JET DRINKING FOUNTAIN (1/2) BLOWOUT (2) LAVATORY, BARBER/BEAUTYS SHOP (2) ICE MAKER (1/2) SURGEONS SINK (3) LAVATORY, SURGEONS (2) JACUZZI (2) � URINAL STALL, WASHOUT (4) TOTAL FIXTURE UNITS @ $20,00 EACH $ 17/S'E) , Q 6 JOB INFORMATION 7 ` S7T �0� Of '�Ot1Ui1t�lC�gle�' To.whm Is cam► masa 7U undarWraed benby intorw You Wet improvement wW be made to owls'n real yro wWo and in a000rdaaoa W" "CUM 7&&a eg Wa y'&W" S,8U"a, Wa =oilowmS intarmat m is stated in ibm NOTWX or commtJ cnaam Lot 21, Block 8, Atlantic Beach FL as recorded in Plat Book 5 at page 69 of the records of Duval Count Florida ------------- Ge+tar�l doreripifoa dvetetanv -- =° �L4t1�f..�.�il�f _• N G~ Conra .MNM-MN. N.N Addrw 2057 South Sussex Dr:vve Orange Park, Fee Simple pwaara Yttroat in cite d Ow iotprovswmu ZM Smplo Tial hokWr (it MW Wa Gww) N_(A—•---•-MN». Name ...«....M NN.M NSA .».---•-•-----•----•_N.-N.NN--NN.-N..---..».N.-. Addr'w •--____'N...-"..N.N-N---NN» CoastalForbis, Inc. M._,__•_._,N........... COAt,*CW N................. .......NNM 615 Hi hwa AlA Ponte Veeddra Beach_,__FL__122.0—.NM »N--------------- Addr'w ...... Done iittrdd (It aW►) N.......-.--- ....N.M...�----------- ------»-N»....N.-. N/A Asoottnt of bond �- NSA -- -.... •Tf-•- Nama cad addm a of coy ptmoa Mikan�ban for the aonstreetioo of the wrovetnents. First Union National k of F1?rid.?..........--•-------------.»--.»------------ Nam .....MNN--.-YM 4348 Southpoint Boulevard, Suite 100, Jacksonville, FL 32216 N.... .....M...........................................M.N...... -------- N- N..... Name of P�'a' wuhw tilt Um otbw dw �' 409"W by Owna upoA wbom mom or otter dommmu i Now .......tiY�tY.. • ...............N.'---....-.... la addition to bia"U. owner d"Wnaua We tollowiaL Pwmn to receive a copy M We Llemaes Notice as provided in sevum 73S.oi ISI I`I. normo. itawtea. (riu in at o mem option). None -- .. NNN .........'...'.-" Name NNN..-N-.. AddreM .-..N�A---N-»------ ...- ••-_-. j _- /% -�.Nwr�N.-..»... CCiTY OF W Office of Building Official V REQUEST FOR INSPECTION ,1 Date Permit No. v L � Time A.M. Received P.M. Job Address fLocality Owner's f!C� Name tractor BUILDING CONCRETE ELE�CALJ PLUMBING MECHANICAL Framing i7 Footing i:', h 144raag— Rough _ Air Cond. & Re Roofing C Slab C Tem Pole Top Out Heating Insulation Lintel CI Sewer - Fire Place Pre Fab READY FOR INSPECTION A.M. Mon. Tues. Wed. Thurs. Friday �_ A.M. Inspection Mads _ _ —__ P.M. inspector - —„o--- -- Final Inspection ._ Certificate of Occupancy Date FLOODPLAIN DEVELOPMENT INFORMATION Type of Development s Residential Single Famil Flood Zone:--..X.. ----'-----------------y------------------- Required Lowest Floor Elevations__Minimum of_12_'_above crown of road in front of home. If building is located within a flood 'hazard zone, a survey must be wade AFTER THE SLAB HAS BEEN POURED, certifying that the LOWEST FLOOR ELEVATION is equal to or above the base flood elevation established for that zone. No final inspection will be made and no certificate of will be issued until the survey is on file occupancy with the occupaccupancy Department. COMMENTS: Applicant Acknowledgements I understand that the issuance of this permit 10 eontin'pent upon the above information beilig correct and that the plane and supporting data have been or shall be provided as required. I agree to comply with all provisions of Ordinance No. 25-7-11 and all applicable other laws �r ordinances affecting the proposed developm t Date--,YAAY- -----Applicant's Signatur4 ----------- Department Use Required Lowest Floor Elevation An Built Lowest Floor Elevation ----------------- __________------------ __----- -- Survey Filed with Building Department __- - Building-Department Representative- Paue 3 t This structure has been designed for wind loads of 110 I-TH in accordance with the 1991 Chapter 1.205 Standard Building Code provided the contractor complies with the requirernents for Monolithic Slab-on-grade Foundations, wall framing connections and fastner schedules as shown on the attached sheets (#69, #78, #128, and #129) . (s gne (Florida Architect's License No. JMAVI ..r1 (date) ?-4-+ 4 THII 1 0 ; 1 7 904 22 1 75 :,,, F _ A WOOD-CHAPTER 3 303.3 MONOLITHIC FOUNDATIONS. 30331 Concrete slabs and footings shall be poured as a monolithic unit. The minimum size and reinforcing requirements for exterior footings for uplift resistance shall be as shown in Table 303D. The outer bar of foundation reinforcing shall be continuous around corners using corner bars or by bending the bar. Minimum bar lap shall be 25 Inches. TABLE 303D MWIMUM MONOLITHIC FOOTING SIZE- 1 &2 STORY T1 W Reinforcing 1 St 12' 2- #5 2 Story 20' 16' �2 - 1. Tlllckran of f 303,3,2 Wan Anchorage: The exterior walls shall be anchored to the foundation using 1/2 inch standard anchor bolts with 2x2x1/8-inch washers. The bolts shall have minimum 6-inch embedment into the foundations and b e n e corners and at the following spacings: 1. 90 mph: 24' 2. 100 mph: 21• 3. 110 mph: 18' EXCEPTION: If uplift connectors are continuous from the exterior wall into the footing, 1/2 inch bolts with standard washers are required only at the corners and at 6 ft on center. 303.3.3 Hokidown Connectors for shearwalls are required in addition to the anchorage required in 303.3.2. The size of the holddown connectors shall be in accordance with 305.7 and shall be installed in accordance with the recommendations of the manufacturer. See Figures 305R1-4 and 305T1-5. 303.34 Interior Footings under slabs shall be the width, W, of the exterior footings and the thickness,T, shad be a minimum of one half the width, W. See Figure 303F. 8x81031 :W� 8x8 +10/10 W.W.F.DOUBM 3 1/2" WN. 3 1/2" 7 7-1 -1 i --------------- T - —T - 1/2W W • 311 MIN. COVERR W FIGURE 303F FIGURE 303E EXTERIOR FOOTING MONOLITHIC INTERIOR FOOTING MONOLffHIC1993 SBCCI Standard for Hurricane Resistant Residential Construction® 69 WOOD-CHAPTER 3 305.3 CONNECTIONS FOR EXTERIOR WALL FRAMING. 305.3.1 Framing members in exterior wall systems shall be fastened together in accordance with Section 1705 of the Standard Building Code and Appendix E of this Standard. In addition, uplift connectors shall be provided to resist the uplift loads listed in Tables 305F1-2. The uplift load requirements may be Interpolated for Intermediate building widths. 305.3.2 Uplift load resistance shall be continuous from roof to foundation. Studs shall be connected tp plates an pates to floor framing with connectors designed, rated, and approved for each individual location and co When roof framing is connected directly to studs,studs connected directly to floor f aming,or upper studs connected directly to lower studs with single connectors designed for the purpose and rated for the loads in the tables,separate plate-to-stud or plate-to-floor-framing uplift connectors may be omitted. See Figures 305G-H. 305.3.3 Uplift connections for plates to foundations are specified in 303.2.3,303.2.4,303.3.2,and 303.4.5. 305.3.4 Plywood sheathing may be used to resist uplift. See Section 305.6 for uplift values. 305.3.5 Where'Holddown• connectors occur (see 305.7), connectors required for uplift resistance may be omitted. TABLE 305F1 UPLIFT LOADS AT SIDEWALLS (pounds per stud) Roof 3 90 mph 100 mph 110 mph Coiling Building Width Dead Loadi 24' 38' 44' 1 52' 60' 24' 1 36' 1 44' 1 52' 1 60' 24' 36' 1 44' 52' 60' Uplift Loads for 12'stud spacing 10 psi 290 415 495 575 655 380 540 645 755 860 480 685 820 950 1085 15 psi 245 345 415 480 550 335 475 570 660 755 435 615 735 860 980 20 pat 195 280 335 390 445 285 410 490 570 650 385 550 660 770 875 25 psi 150 215 255 295 335 240 340 405 475 540 340 485 580 670 765 Uplift Loads for 16'stud spacing 10 psi 385 550 660 765 870 505 720 860 1005 1 1145 640 910 1090 1260 1445 15 pef 325 460 550 640 732 445 630 760 880 1005 580 815 975 1145 1305 20 pat 260 370 445 520 590 380 545 650 760 865 510 730 880 1025 1165 25 psf 200 285 340 390 445 320 450 540 630 720 450 645 770 890 1015 Uplift Loads for 24'stud spacing 10 pef 580 830 990 1150 1310 760 1080 1290 1510 1 1720 960 1 1370 1640 1900 2170 15 psf 490 690 830 960 1100 670 950 1140 1320 1510 870 1230 1470 1720 1960 20 psf 390 560 670 780 890 570 820 980 1140 1300 •770 1100 1320 1540 1750 25 psf 300 430 510 590 675 480 680 810 950 1080 680 970 1160 1340 1530 1. See 305.3.6 to determine construction for each dead load condition. N the rafter and ceiling are not attached,the roof dead load only should be used. 2. The required uplift capacity may be reduced by 30% (multiply by.70)for connections at least W/5 from corners. Reductions 2 and 3 may be additive. 3. The values in the table above assume a maximum save height of 30 feet. When the save height is 12 feet or less,the values may be reduced by 20% (multiply by.80). Reductions 2 and 3 may be additive. 4. Uplift load resistance shall be continuous from roof to foundation. 78 1993 SBCCI Standard for Hurricane Resistant Residential Construction® APPENDIX APPENDIX E TABLE 1705.1 FASTENING SCHEDULE Connection Fastener Number or Spacing Joist to Band Joist, face nail 16d common 3 Joist to sill or girder,toe nail 8d common 3 Bridging to joist,toe nail each end 8d common 2 Ledger strip 16d common 3 at each joist 1x6 subfloor or less to each joist,face nail 8d common 2 Over 1 x6 subfloor to each joist,face nail 8d common 3 2-inch subfloor to joist or girder, blind and face nail 16d common 2 Sole plate to joist or blocking, face nail 16d common 16"o.c. Top or sole plate to stud, end nailed 16d common 2 Stud to sole plate, toe nail 8d common 4 Doubled studs,face nail 10d common 24"o.c. Doubled top plates,face nail 1 Od common 16"o.c. Top plates, lap and intersections face nail - 2-16d or 3-10d common Continuous header, two pieces 16d common 16"o.c. along each edge Ceiling joists to plate, toe nail 8d common 3 Continuous header to stud,toe nail 8d common 3 Ceiling joists, laps over partitions, face nail - 3-16d or 4-10d common Ceiling joists to parallel rafters, face nail - 3-16d or 4-10d common Rafter to plate, toe nail 8d common 3 1-inch brace to each stud and plate, face nail 8d common 2 1x8 sheathing or less to each bearing, face nail 8d common 2 Over 1 x8 sheathing to each bearing, face nail 8d common 3 Built-up comer studs 16d common 24"o.c. Built-up girders and beams, of three members 20d common 32" o.c. at top and bottom and staggered 2 ends and at each splice. 2-inch Planks 16d common 2 each bearing Studs to sole plate, end nail 16d common 2 each end Wood Structural Panel and Particleboard Subflooring 5 15/32', 1/2' 6d common, annular or 6"o.c. edges and spiral thread 12"o.c. intermediate 19/32"-3/4" 8d common or 6d annular 6" o.c. edges and or spiral thread 12"o.c. intermediate 1", 1 1/8" 1 O common or 6"o.c. edges and 8d annular or spiral thread 6"o.c. intermediate 15/32", 1/2" 16 ga galvanized'wire staples, 3/8" 4"o.c. edges and minimum crown 7"o.c. intermediate 19/32", 5/8" 1 5/8" length 2 1/2" o.c. edges and 4" o.c. intermediate Wood Structural Panel and Particleboard Roof 8 Wall Sheathing 1/2"or less 6d Common 6"o.c. edges and 12"o.c. intermediate �, 19/32"or greater 8d Common 6" o.c. edges and �► 12"o.c. intermediate 5/16"- 1/2" 16 ga galvanized wire staples, 3/8" 4"o.c. edges and min. crown. Length of 1" plus 8" o.c. intermediate wood structural panel or particleboard thickness 19/32" - 3/4" 2"o.c. edges and 5"o.c. intermediate 1/2"fiberboard sheathing' 1 1/2" galvanized roofing nail 3"o.c. at edges 6d common wall 6"at other bearings (continued) 128 1993 SBCCI Standard for Hurricane Resistant Residential Construction® r� APPENDIX APPENDIX E (corn.) TABLE 1705.1 FASTENING SCHEDULE Continued Connection Fastener Number or Spacing 25/32" Fiberboard Sheathing* 1 3/4"galvanized roofing nail 3"o.c. at edges 1/2" Gypsum Sheathing 8d common nail 6"o.c. at other bearings 9 11 ga 1 1/2" Galvanized 4"o.c. at edges 7/16" head 8"o.c. at other bearings 5/8" Gypsum Sheathing 11 ga 13/4" Galvanized 4"o.c. at edges Gypsum Wallboard 7/16" head 8" o.c. at other bearings 1/2" 13/8"drywall nail** 7"o.c. on ceilings 5/8" 8" o.c. on walls 1 1/2"drywall nail** 7"o.c. on ceilings Particleboard Siding 8" o.c. on walls 5/16" - 1/2" 6d 2 5/8"3 8d 2 3/4"4 8d 2 Hardboard Lap Siding, Direct to 8d 6 corrosion resistant 16 inch o.c. at top Studs3 with minimum shank and bottom edges diameter of 0.099 inch and minimum head diameter of 0.240 inch Hardboard Lap Siding, Over 10d 6 corrosion, 16 inch o.c. at top Sheathing resistant with and bottom edges minimum shank diameter of 0.099 inch and minimum head diameter of 0.240 inch Hardboard Panel Siding, Direct 6d 6 corrosion resistant 6 inch o.c. at edges to Studs with minimum shank and 12 inch o.c. at diameter of 0.092 inch intermediate supports and minimum head diameter of 0.225 inch Hardboard Panel Siding, Over 8d 6 corrosion resistant 6 inch o.c. at edges Sheathing with minimum shank and 12 inch o.c. at diameter of 0.092 inch intermediate supports and minimum head �* diameter of 0.225 inch *Fiberboard sheathing may be stapled using 16 ga galvanized staples 1 1/8" long for 1/2" sheathing and 1 1/2" long for 25/32"sheathing. Staples to have minimum crown of 7/16"and spaced 3"o.c. at edges and 6"o.c. at other bearings. **Drywall nails shall conform to ASTM C 514. • j, 1. Siding applied to 5/8" net wood sheathing, 15/32"wood structural panel or 1/2" particleboard sheathing. 2. Corrosion resistant nails spaced 6" on center at edge and 8" on center at intermediate supports. Nails shall have a minimum edge distance 2. of 3/8". 3. Siding applied to studs spaced 16"on center maximum. 4. Siding applied directly to studs spaced 24" on center maximum. 5. Use annular or spiral thread nails for combination subfloor/underlayment. 6. Nail must be of sufficient length to accommodate thickness of siding and sheathing, if used, and allow minimum stud penetration of 1 1/2 inches. 1993 SBCCI Standard for Hurricane Resistant Residential Construction° 129 2-0 11-0 1 1-0 3-0 8-0 I T- C7 C� n m m m m m C� C7 C7 C- C- C C- C- C- C— c C Co m m CJ CJ CJ °' CJ CJ o i o - H02- J T 1-8 T03GE o C05 TO C TO CJ � CJ -� TO � � N EJ GO 0 EJ TO N w EJ TO o EJ co 0X0 CO CC) 000 TO EJT TO I ° o m c 0 J D � o EJ-.7T013 . m (o z m EJ TO � o m 0 ° GE T07 N zi TC T07GE o r TcT � N 0 ° TO co TO D r TO co Nv' n cn TO I � N TO 00 U o 0 � � °oo0 TO CC 4x r 3 o TO (D ° -9DC TO a r . `° 3 TO CD � N ° (D 2GE _ r, ICA I ° IV- co O z �I I /3A 3 I o 00 N C- C-C- � CJ1A �I D D 11> D D O Oo D D O W w U, a 21-4 2-7-8 9-0 2-4-8 w Job Truss Truss Type City ply 1 33322R Cil ROOF TRUSS 6 1 TERRELL CONST.L21/B8 ATL.BCH, P415267 P s s` ay 8rJ4TJfiTek'Tn us nes, nb. ue ay 43537-Tgg4-Page 1-0.0 1-6-0 1-ao &0077 I 2x4 1-0-0 1-0.0 LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.01 Vert(LL) 0.00 1/3 999 M20(20ga) 258/216 TCDL 7.0 Lumber Increase 1.33 BC 0.00 Vert(TL) 0.00 1/3 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code SSBC (Matrix) Min Length/LL deft=360 Weight:5(Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied,or 10-00-00 on center bracing. REACTIONS (lbs/size) 1=144/0-3-8,2=26/0-3-8,3=7/0-3-8 Max Horz 1=109(load case 3) Max Uplift 1=-75(load case 3),2=-34(load case 3) Max Vert 1=156(load case 5),2=26(load case 1),3=7(load case 1) FORCES TOP CHORD 1-2=-17 BOT CHORD 1-3=0 NOTES 1)This truss has been checked for unbalanced loading condition_ssaab9�f I�t3 —�"- 2)This truss has been designed for the wind loads genera te_ 1�m p)1 winds at 17 0 feet abov.�g level,using 7.0 p.s.f.top chord dead load and 10.0 p.s.f bottom chord dead load,50.0 miles from hurricane oceanline,on a categ g,of dimensions 45.0 by 24.0 with exposure C(SBCCI 1205.1-1988). Lumber Increase= 1.33,Plate Increase= 1.33.Both end verticals are exposed. LOAD CASE(S) Standard MAY 17 1994 ®WARNING-Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. r•rs.. Design valid for use only with Mliek connectors.this design is based only upon parameters shown,and Is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component k responsibility of building designer-not truss designer. Bracing shown Is for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction Is the responslblllty of the erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult OST-88 Oualtly Standard,DSB-89 Bracing Specification,and HIB-91 MITek Industries,Inc. Handling Installlna and Bracing Recommendation available from Truss Plate Institute,583 D'Onofrlo Drive,Madison,WI 53719. Job Truss Truss Type i City Ply _ 103322R CJ1A ROOF TRUSS 4 1 TERRELL CONST.L21/B8 ATL.BCH. P415268 -GRAIQGE ss 3-000 s ay--TT199�1n-dustnes,fnc--7ije-Way iT14`35"40 Tgg4—age t.e o 1-o-0 n 3.993(92 2 o rn M O /\x\ t-60 1-40 LOADING(psf) SPACING 2-0-0 GSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.00 Vert(LL) 0.00 1/3 999 M20(20ga) 258/216 TCDL 7.0 Lumber Increase 1.33 BC 0.00 Vert(TL) 0.00 1/3 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 Na BCDL 10.0 Code SSBC (Matrix) Min Length/LL defl=360 Weight:4(Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied,or 10-00-00 on center bracing. REACTIONS (lbs/size) 1=144/0-3-8.2=26/0-3-8,3=7/0-3-8 Max Horz 1=59(load case 2) Max Uplift 1=-97(load case 2),2=-25(load case 2) Max Vert 1=151(load case 5),2=26(load case 1),3=7(load case 1) FORCES TOP CHORD 1-2=-11 BOT CHORD 1-3=0 NOTES 1)This truss has been checked for unbalanced loading conditions about joint 2. 2)This truss has been designed for the wind loads generated by 110.0 m.p.h.winds at 17.0 feet above ground level,using 7.0 p.s.f.top chord dead load and 10.0 p.s.f bottom chord dead load,50.0 miles from hurricane oceanline,on a category I enclosed building,of dimensions 45.0 by 24.0 with exposure C(SBCCI 1205.1-1988). Lumber Increase 1.33,Plate Increase= 1.33.Both end verticals are exposed. LOAD CASE(S) Standard MAY 17 199 ®WARNING-Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and Is for an individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer.not truss designer.Bracing shown Is for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction Is the responsibility of the erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult OST-88 Ouallly Standard,DSB-89 Bracing SpecHlcation,and HIB-91 MiTek Industries,Inc. Handling Installinq and Bracing Recommendation available from Truss Plate Institute,583 D'Onofrio Drive,Madison,W153719. Job Truss Truss Type Qty Ply 103322R CJ3 ROOF TRUSS 5 1TERRELL CONST,L21/B8 ATL.BCH. P415269 RANGER-TRU p.s. - 0 s ay r2-1994MI'TeVTndustnes,Inc. I ue May 1435.42-994--Page 10-0 1.8.0 10.0 2 v 8.007 / N d / 1 2X4 2-10-15 3fk0 2-10.15 0.1.1 LOADING(psi SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.12 Vert(LL) 0.00 1/3 999 M20(20ga) 258/216 TCDL 7.0 Lumber Increase 1.33 BC 0.03 Vert(TL) 0.00 1/3 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a BCDL 10.0 Code SSBC (Matrix) Min Length/LL deft=360 Weight: 11(lbs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied,or 10-00-00 on center bracing. REACTIONS (lbs/size) 1=235/0-3-8,3=27/0-3-8,2=97/0-3-8 Max Horz 1=189(load case 3) Max Uplift 1=-75(load case 3),2=-107(load case 3) Max Vert 1=247(load case 5),3=27(load case 1),2=97(load case 1) FORCES TOP CHORD 1-2=-57 BOT CHORD 1-3=0 NOTES 1)This truss has been checked for unbalanced loading conditions about joint 2. 2)This truss has been designed for the wind loads generated by 110.0 m.p.h.winds at 17.0 feet above ground level,using 7.0 p.s.f.top chord dead load and 10.0 p.s.f bottom chord dead load,50.0 miles from hurricane oceanline,on a category I enclosed building,of dimensions 45.0 by 24.0 with exposure C(SBCCI 1205.1-1988). Lumber Increase= 1.33,Plate Increase= 1.33.Both end verticals are exposed. LOAD CASE(S) Standard MAY 17 1994 ,WARNING-Verify design parnrrseters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid toy use only with MITek connectors.This design Is based only upon parameters shown,and Is for an Individual bullding component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss k designer. Bracing shown for lateral support of individual web members only.Additional temporary bracing to insure stability during construction Is the responsibility of the erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult CST-ea Quality Standard,DSB-99 Bracing Specification,and HIB-91 MiTek Industries:,Inc. Handling Installing and Bracing Rocommrndatlon available from Truss Plate Institute,583 D'Onofrlo Drive,Madison,WI 53719. Job Truss Truss Type Qty ply s 103322R CJ3A ROOF TRUSS 4 1 TERRELL CONST.L21/B8 ATL.BCH. P415270 GRANGEFFTRCJ p:s. 00 TAay W4"M7ekTn-us nes, n-T c Tue May TT1a-3545 i99d age 1-e 0 3.0-0 1.6-0 o-o-0 3.993 rig rf dI 2x4 2.10-15 Sao 2-10.15 o-1-1 LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.07 Vert(LL) 0.00 1/3 999 M20(20ga) 258/216 TCDL 7.0 Lumber Increase 1.33 BC 0.03 Vert(TL) 0.00 1/3 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a BCDL 10.0 Code SSBC (Matrix) Min Length/LL deFl=360 Weight:10(Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied,or 10-00-00 on center bracing. REACTIONS (lbs/size) 1=235/0-3-8,3=2710-3-8,2=97/0-3-8 Max Horz 1=103(load case 2) Max Uplift 1=-123(load case 2),2=-85(load case 2) Max Vert 1=242(load case 5),3=27(load easel),2=97(load case 1) FORCES TOP CHORD 1-2=-33 BOT CHORD 1-3=0 NOTES 1)This truss has been checked for unbalanced loading conditions about joint 2. 2)This truss has been designed for the wind loads generated by 110.0 m.p.h.winds at 17.0 feet above ground level,using 7.0 p.s.f.top chord dead load and 10.0 p.s.f bottom chord dead load,50.0 miles from hurricane oceanline,on a category I enclosed building,of dimensions 45.0 by 24.0 with exposure C(SBCCI 1205.1-1988). Lumber Increase= 1.33,Plate Increase= 1.33.Both end verticals are exposed. LOAD CASE(S) Standard MAY 17 1994 ®WARNING-Verify design para.rneters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and is for an Individual building component to be installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not trk uss designer.Bracing shown is for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult CST-88 Quality Standard,DSB-89 Bracing Specification,and HIB-91 MiTek Industries,Inc. Handling Installlnq and Bracing Rocommonciatlon available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply 103322R CJ3S ROOF TRUSS 1 1 TERRELL CONST.L21/B8 ATL.BCH. P415271 -GRANIJEH I RUSS p.s. 00s ay`-TT'1 -induslrles, nr c. Tue May IF1435-48-'I9WPage 1 3-o-0 3.0-0 8.007 FT-2 2 v N n v 0 I 2x4 2-10-15 3-90 r 2-10-15 0-1-1 LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.12 Vert(LL) 0.00 1/3 999 M20(20ga) 258/216 TCDL 7.0 Lumber Increase 1.33 BC 0.03 Vert(TL) 0.00 1/3 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(fL) -0.00 2 n/a BCDL 10.0 Code SSBC (Matrix) Min Length/LL deft=360 Weight:9(Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied,or 10-00-00 on center bracing. REACTIONS (lbs/size) 1=124/0-3-8,3=27/0-3-8,2=97/0-3-8 Max Horz 1=119(load case 3) Max Uplift 2=-107(load case 3) Max Vert 1=135(load case 5),3=27(load case 1),2=97(load case 1) FORCES TOP CHORD 1-2=-57 BOT CHORD 1-3=0 NOTES 1)This truss has been checked for unbalanced loading conditions about joint 2. 2)This truss has been designed for the wind loads generated by 110.0 m.p.h.winds at 17.0 feet above ground level,using 7.0 p.s.f.top chord dead load and 10.0 p.s.f bottom chord dead load,50.0 miles from hurricane oceanline,on a category I enclosed building,of dimensions 45.0 by 24.0 with exposure C(SBCCI 1205.1-1988). Lumber Increase= 1.33,Plate Increase= 1.33.Both end verticals are exposed. LOAD CASE(S) Standard MAY 17 1994 ®WARNING-Verify design parnanseters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MITek connectors.This design is based only upon parameters shown,and Is for an Individual building component to be installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult OST-88 Qualify Standard,DSB-89 Bracing Specification,and HIB-91 MITek Industries,Inc. Handling Installlnq and Bracing Recommendation available from Truss Plate Institute,$83 D'Onofrlo Drive,Madison,W153719. Job Truss Truss Type qty ply 103322R CJ5 ROOF TRUSS 5 1 TERRELL CONST.L21/B8 ATL.BCH. P415272 p.s. ____ -- :MOs ay TT-199-4Mi7ek-In—dus7nes,Inc Tu—eVay fTT436-05T994–Page 1.0-0 5-0-0 1-6-0 5-0.0 2 8.0047 d c d I Z2x4 4-10-15 s p o 4-10-15 0-1-1 LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.40 Vert(LL) 0.02 1/3 999 M20(20ga) 258/216 TCOL 7.0 Lumber Increase 1.33 BC 0.11 Vert(TL) 0.03 1/3 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a BCDL 10.0 Code SSBC (Matrix) Min Length/LL deft=360 Weight:17(Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied,or 10-00-00 on center bracing. REACTIONS (lbs/size) 1=329/0-3-8.3=47/0-3-8,2=171/0-3-8 Max Horz 1=273(load case 3) Max Uplift 1=-76(load case 3),2=-184(load case 3) Max Vert 1=341(load case 5),3=47(load case 1),2=171(load case 1) FORCES TOP CHORD 1-2=-98 BOT CHORD 1-3=0 NOTES 1)This truss has been checked for unbalanced loading conditions about joint 2. 2)This truss has been designed for the wind loads generated by 110.0 m.p.h.winds at 17.0 feet above ground level,using 7.0 p.s.f.top chord dead load and 10.0 p.s.f bottom chord dead load,50.0 miles from hurricane oceanline,on a category I enclosed building,of dimensions 45.0 by 24.0 with exposure C(SBCCI 1205.1-1988). Lumber Increase= 1.33,Plate Increase= 1.33.Both end verticals are exposed. LOAD CASE(S) Standard MAY 17 1994 ®WARNING-Verify design parameters and REM NOTES ONTIfIS AND REVERSE SIDE BEFORE USE. ��M Design valid for use only with MlTek connectors.This design Is based only upon parameters shown,and is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component k responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction Is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult CST-88 Quality Standard,DSO-89 Bracing Spectficatlon,and HIB-91 MITek Industries,Inc. Handling Instailinq and Bracing Rscommendatlon available from Truss Plate Institute,583 D'Onofrlo Drive,Madison,At 53719. Job Truss Truss Type Qty Ply 103322R CJ5A ROOF TRUSS 4 1 7ERRELL CONST.L21/B8 ATLBCH P415273 RAN -TRUSS—s. 00 s ay T£1994 1 eec ln�stries no-Tue Afay iT1436'i�19J�Page 1 1-50 50-0 1•e o 50.0 e 3.9967 17 �I 2x4 4-10-15 5,0.0 4-10.15 0.1--1 LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.30 Vert(LL) 0.02 1/3 999 M20(20ga) 258/216 TCDL 7.0 Lumber Increase 1.33 BC 0.11 Vert(TL) 0.03 1/3 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a BCDL 10.0 Code SSBC (Matrix) Min Length/LL deft=360 Weight:15(Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 6-0-0 on center purtin spacing. I BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied,or 10-00-00 on center bracing. REACTIONS (lbs/size) 1=329/0-3-8.3=47/0-3-8.2=171/0-3-8 Max Horz 1=150(load case 2) Max Uplift 1=-151(load case 2),2=-149(load case 2) Max Vert 1=336(load case 5),3=47(load case 1),2=171(load case 1) FORCES TOP CHORD 1-2=-56 BOT CHORD 1-3=0 NOTES 1)This truss has been checked for unbalanced loading conditions about joint 2. 2)This truss has been designed for the wind loads generated by 110.0 m.p.h.winds at 17.0 feet above ground level,using 7.0 p,s.f.top chord dead load and 10.0 p.s.f bottom chord dead load,50.0 miles from hurricane oceanline,on a category I enclosed building,of dimensions 45.0 by 24.0 with exposure C(SBCCI 1205.1-1988). Lumber Increase= 1.33,Plate Increase= 1.33.Both end verticals are exposed. LOAD CASE(S) Standard MAY 17 1994 1 i i WARNING-Verify design panameteri and READ NOTES ON THIS.AND REVERSE SIDE BEFORE USE. Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and Is for an Individual building component to be Installed and boded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss Is designer.Bracing shown for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction Is the responsibility of the erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult OST-88 Quality Standard,DSB-89 Bracing Specification,and HIB-91 MiTek Industries,Inc. Handling Installinq and Bracing Recommendation available from Truss Plate Institute,683 D'Onofilo Drive,Madison,WI 53719. Job Truss Truss Type Oty Ply 103322R CJSS ROOF TRUSS 1 1 TERRELL CONST.L21/B8 ATL.BCH. P415274 AAFIGEA TRD55 p.s. .000 s ay 1Tf994 I eRTn"dustnes,Tnc-Tue-ivlay ITT436 4T icJJ4�ge� 5-0-0 5-0-0 2 8.004[T2 n ai c� r` v 01 2x4 4-10-15 4-10-15 0-1.1 LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.40 Vert(LL) 0.02 1/3 999 M20(20ga) 258/216 TCDL 7.0 Lumber Increase 1.33 BC 0.11 Vert(TL) 0.03 1/3 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a BCDL 10.0 Code SSBC (Matrix) Min Length/LL deft=360 Weight:14(Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied,or 10-00-00 on center bracing. REACTIONS (lbs/size) 1=21810-3-8,3=47/0-3-8,2=171/0-3-8 Max Horz 1=203(Ioad case 3) Max Uplift 2=-184(load case 3) Max Vert 1=229(load case 5),3=47(load case 1),2=171(load case 1) FORCES TOP CHORD 1-2=-98 BOT CHORD 1-3=0 NOTES 1)This truss has been checked for unbalanced loading conditions about joint 2. 2)This truss has been designed for the wind loads generated by 110.0 m.p.h.winds at 17.0 feet above ground level,using 7.0 p.s.f.top chord dead load and 10.0 p.s.f bottom chord dead load,50.0 miles from hurricane oceanline,on a category I enclosed building,of dimensions 45.0 by 24.0 with exposure C(SBCCI 1205.1-1988). Lumber Increase= 1.33,Plate Increase= 1.33.Both end verticals are exposed. LOAD CASE(S) Standard MAY 17 1994 gWARNING-Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MlTek connectors.This design Is based only upon parameters shown,and Is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult OST-88 Quality Standard,0SB-89 Bracing Specification,and HIB-91 MITek Industries,Inc. Handling Installlnq and Bracing RocommMdatdon available from Truss Plate Institute,583 D'onofrlo Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply 103322R EJ7 ROOF TRUSS 9 1 TERRELL CONST.L2 1/B8 ATL.BCH. P-115275 U s. -- -- -- --- — Ods May 12 1994 MTi ekTnustries Inc. Tire May f7 14.36 59-1994--Page 1 P- 1-30 7-o-0 i 8.000 C? u5 �j v 0 I � 2x4 7-0-0 7-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (loc) /deFl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.89 Vert(LL) 0.08 1/3 999 M20(20ga) 258/216 j TCDL 7.0 Lumber Increase 1.33 BC 0.21 Vert(TL) 0.12 1/3 663 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a BCDL 10.0 Code SSBC (Matrix) Min Length/LL def!=360 Weight:23(lbs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 4-6-8 on center purtin spacing. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied,or 10-00-00 on center bracing. REACTIONS (lbs/size) 1=426/0-3-8,3=67/0-3-8,2=248/0-3-8 Max Horz 1=361(load case 3) Max Uplift 1=-78(load case 3),2=-264(load case 3) Max Vert 1=438(load case 5),3=67(load case 1),2=248(load case 1) FORCES TOP CHORD 1-2=-141 BOT CHORD 1-3=0 NOTES 1)This truss has been checked for unbalanced loading conditions about joint 2. 2)This truss has been designed for the wind loads generated by 110.0 m.p.h.winds at 17.0 feet above ground level,using 7.0 p.s.f.top chord dead load and 10.0 p.s.f bottom chord dead load,50.0 miles from hurricane oceanline,on a category I enclosed building,of dimensions 45.0 by 24.0 with exposure C(SBCCI 1205.1-1988). Lumber Increase= 1.33,Plate Increase= 1.33.Both end verticals are exposed. LOAD CASE(S) Standard MAY 17 1994 CdA ®WARMNG-Verify design parameters and READ NOTES ONTHIS AND REVERSE SIDE BEFORE USE. slistilits,,, Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and Is for an Individual building component to be � Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown is tot lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult OST-88 Qualify Standard,DSB-89 Bracing Specification,and HIB-91 MiTek Industries,Inc. Handling Installinq and Bracing Recommendation available from Truss Plate Institute,583 D'Onofrlo Drive,Madison,WI 53719. Job Truss Truss Type Qty11" 103322R EJ7A ROOF TRUSS 5 CONST.L21/B8 ATL.BCH. P415276 p.s. ITYERRELL aT2J994-MTi eklndusI ie"s,fr clue ay g -iT14-37715-7994-Paged •t-s-o 7-o-0 t-moo 7-0-0 4.000 F"T2 N M O I 2x4 7-ao 7-a0 LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.71 Vert(LL) 0.08 1/3 999 M20(20ga) 258/216 TCDL 7.0 Lumber Increase 1.33 BC 0.21 Vert(TL) 0.12 1/3 663 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a BCDL 10.0 Code SSBC (Matrix) Min Length/LL defl=360 Weight:21(lbs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied,or 10-00-00 on center bracing. REACTIONS (lbs/size) 1=426/0-3-8,3=67/0-3-8.2=248/0-3-8 Max Horz 1=199(load case 2) Max Uplift 1=-181(load case 2),2=-215(load case 2) Max Vert 1=433(load case 5),3=67(load case 1),2=248(load case 1) FORCES TOP CHORD 1-2=81 BOT CHORD 1-3=0 NOTES 1)This truss has been checked for unbalanced loading conditions about joint 2. 2)This truss has been designed for the wind loads generated by 110.0 m.p.h.winds at 17.0 feet above ground level,using 7.0 p.s.f.top chord dead load and 10.0 p.s.f bottom chord dead load,50.0 miles from hurricane oceanline,on a category I enclosed building,of dimensions 45.0 by 24.0 with exposure C(SBCCI 1205.1-1988). Lumber Increase= 1.33,Plate Increase= 1.33.Both end verticals are exposed. LOAD CASE(S) Standard MAY 17 1994 ®WARNING-Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and Is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is tot lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction Is the responsibplty of the erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult CST-88 Quality Standard,DSB-89 Bracing Specification,and HIB-91 MiTek Industries,Inc. Handling Installinq and Bracing Recomm*ndatlon available from Truss Plate Instltute,,583 D'Onoitio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply 103322R EJ7B ROOF TRUSS 3 1 TERRELL CONST.1-21/88 ATL.BCH P415277 RANGER-TRU p s. . O s ay l2 T59TMTk-Industrie—s,-lnc Tue-May-IT14-37.18-Tg94-Pade 1- t-5 0� a 1-t 1 -o 0 1-&0 &1-11 4165 2x4 23 8.000 FT2 / v d I 2x4 2x4 7.40 6-1-11 6-1;12 s-1-11 441 0-10-4 LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (loc) Vdefl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.62 Vert(LL) 0.02 5/4 999 M20(20ga) 258/216 TCDL 7.0 Lumber Increase 1.33 BC 0.10 Vert(TL) 0.04 1/5 999 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) -0.00 3 n/a BCDL 10.0 Code SSBC (Matrix) Min Length/LL defl=360 Weight:28(Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied,or 10-00-00 on center bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lbs/size) 1=332/0-3-8,4=-105/0-3-8,5=888/0-3-8,3=-373/0-3-8 Max Horz 1=361(load case 3) Max Uplift 1=-20(load case 3),4=-105(load case 1),5=-549(load case 3),3=-373(load case 1) Max Vert 1=344(load case 5),5=888(load case 1),3=398(Ioad case 3) FORCES TOP CHORD 1-2=153,2-3=-236 BOT CHORD 4-5=0, 1-5=0 WEBS 2-5=-695 NOTES 1)This truss has been checked for unbalanced loading conditions about joint 3. 2)This truss has been designed for the wind loads generated by 110.0 m.p.h.winds at 17.0 feet above ground level,using 7.0 p.s.f.top chord dead load and 10.0 p.s.f bottom chord dead load,50.0 miles from hurricane oceanline,on a category I enclosed building,of dimensions 45.0 by 24.0 with exposure C(SBCCI 1205.1-1988). Lumber Increase= 1.33,Plate Increase= 1.33.Both end verticals are exposed. LOAD CASE(S) Standard MAY 17 1994 R AWARNING-Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and Is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation at component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction Is the responsibility of the erector.Additional permanent bracing of the overall structure Is the responsibility at the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult GST-88 Quality Standard,DSB-89 Bracing Specification,and HIB-91 MiTek Industries,Inc. Handling Installing and Bracing Rercommondatton available from Truss Plate Institute,583 D'Onofrlo Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply 103322R G01 ROOF TRUSS 1 1 TERRELL CONST.1-21/138 ATL.BCH. P415278 -p.s, --- A00-s ay 12-1994-Mi7ek-Fndu�es-TncTue STT-14,3T-51-T994-Fage -1.8-0 I 3.2-7 6-0-0 ae-a 11-4-8 1-6-0 3-2-7 2-" 2-8-8 2-1 o-0 44 3x4 2x4 3 4 5 8.000(-T2 2x4�� v 2 � IT 0 I 3x8 3x4 5x5 8-0-0 8-0-0 i 11-4-8 8-D-0 2-d0 3.4-8 LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.55 Vert(LL) 0.07 8/6 999 M20(20ga) 258/216 TCDL 7.0 Lumber Increase 1.33 BC 0.78 Vert(TL) 0.10 8/6 999 BCLL 0.0 Rep Stress Incr NO WB 0.41 Horz(TL) 0.01 6 n/a BCDL 10.0 Code SSBC (Matrix) Min Length/LL defl=360 Weight:68(lbs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND*Except` TOP CHORD Sheathed or 4-10-1 on center purlin spacing, 5-6 2 X 4 SYP No.3 except end verticals. BOT CHORD 2 X 6 SYP No.2 BOT CHORD 1-8:6-3-0.7-8:6-3-0,6-7:6-3-0. WEBS 2 X 4 SYP No.3 REACTIONS (lbs/size) 1=855/0-3-8,6=1156/0-3-8 Max Horz 1=572(load case 3) Max Uplift 1=- 0 0 6= 40s, FORCES TOP CHORD 1-2=-1167,2-3=-967,3-4=-792,4-5=0,5-6=-78 BOT CHORD 6-7=483,7-8=483,1-8=975 WEBS 2-8=-225,3-8=372,4-8=576,4-6=-866 NOTES 1)This truss has been designed for the wind loads generated by 110.0 m.p.h.winds at 17.0 feet above ground level,using 7.0 p.s.f.top chord dead load and 10.0 p.s.f bottom chord dead load,50.0 miles from hurricane oceanline,on a category I enclosed building,of dimensions 45.0 by 24.0 with exposure C(SBCCI 1205.1-1988). Lumber Increase= 1.33,Plate Increase= 1.33.Both end verticals are exposed. 2)Provide adequate drainage to prevent water ponding. LOAD CASE(S) 1)Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(Ibs per ft) MAY 17 1994 Vert:1-2=-74.0,2-3=-74.0,3-4=-74.0,4-5=-74.0,6-7=-77.0,7-8=-20.0, 1-8=-20.0 Concentrated Loads(Ibs) Vert:1=-111.0,7=-671.0 ®WARNING-Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Deskjn valid for use only with MITek connectors.This design Is based only upon parameters shown,and Is for an Individual building component to be Installed and boded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult OST-88 OualBy Standard,DSB-89 Bracing Specification,and HIB-91 MITek Industries,Inc. Handling Installinq and Bracing Recommendation available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI53719. Job Truss Truss Type Oty Ply 103322R G02 1 1 TERRELL CONST,L21/B8 ATL.BCH. P415279 GRA-NGER-TRU 5—pa. -- ------- OO s ay-TZ 1994 MITek Industnes,l c Tue Fitay f7 1438 0EFf994-Pcfge i 3.2-3 r 6-0-0 _..� 3-2-3 2.9-13 2x4 3 8.000 v 3x6 c 2 / v O I 2x4 2x4 5x5 3-23 I 8.0.0 3-2-3 2-9-13 LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.82 Vert(LL) 0.01 1/5 999 M20(20ga) 256/216 TCOL 7.0 Lumber Increase 1.33 BC 0.20 Vert(TL) 0.01 1/5 999 BCLL 0.0 Rep Stress Incr NO WB 0.15 Horz(TL) -0.00 4 n/a BCDL 10.0 Code SSBC Min Length/LL defl=360 Weight:33(Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.3*Except* TOP CHORD Sheathed or 6-0-0 on center purlin spacing, 1-3 2 X 4 SYP No.2ND except end verticals. BOT CHORD 2 X 6 SYP No.2 BOT CHORD 1-5:6-3-0,4-5:6-3-0. WEBS 2 X 4 SYP No.3 REACTIONS (lbs/size) 1=671/0-3-8,4=671/0-3-8 Max Horz 1=975(load case 3) Max Uplift 1=.7.36 4=- 23 S7 FORCES TOP CHORD 1-2=-554,2-3=0,3-4=-99 BOT CHORD 4-5=456, 1-5=456 WEBS 2-5=460,2-4=-579 NOTES 1)This truss has been designed for the wind loads generated by 110.0 m.p.h.winds at 17.0 feet above ground level,using 7.0 p.s.f top chord dead load and 10.0 p.s.f bottom chord dead load,50.0 miles from hurricane oceanline,on a category I enclosed building,of dimensions 45.0 by 24.0 with exposure C(SBCCI 1205.1-1988). Lumber Increase= 1.33,Plate Increase= 1.33.Both end verticals are exposed. LOAD CASE(S) 1)Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(lbs per ft) Vert:1-2=-74.0,2-3=-74.0,4-5=-161.0, 1-5=-161.0 MAY 17 1994 gWARMNG-Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MITek connectors.This design is based only upon parameters shown,and Is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction Is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult CST-88 Quality Standard,DSB-89 Bracing Speclflcation,and HIB-91 Pill Industries,Inc. Handling Installinq and Bracing Rocommondation available from Truss Plate Institute,583 D'Onofrlo Drive,Madison,WI 53719. Job Truss Truss Type ply ply 103322R G03 ROOF TRUSS 1 2 TERRELL CONST 1-21/138 ATL.BCH P415280 GA kNrjERTRU S-.s. -- - p 000 s ay i -199TMiT- lndu-ts hes,inb�ue May 1T143S27T994-Page 1 3-2.7 8-ao i 10.8-0. 1sa0 7-9.9 21-0.0 - i 32-7 2-9-9 4-8-u 4-8-0 2-0.e 3.2.7 4x4 4 8.000� �\ 3x6 3x6 n 3 \,5 3x6 \ \ 3x6 2 6 v d 4X4 \., \ 4x4 I I 14 13 12 11 10 9 8 3x4 2x4 6x8 6x8 5x8 6x8 2x6 3x4 320. 8-0.0 10.8-0 15-0.0 17.0.0 21.0.0 32.7 2-9-9 48-0 48-0 2-9-9 32-7 Plate Offsets(Left,Top): [8:0-1-0.0-2-0] LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.32 Vert(LL) 0.13 11/9 999 M20(209a) 258/216 TCDL 7.0 Lumber Increase 1.33 BC 0.74 Vert(TL) 0.20 11/9 999 BCLL 0.0 Rep Stress Incr NO WB 0.77 Horz(TL) 0.05 7 Ma BCDL 10.0 Code SSBC (Matrix) Min Length/LL defl=360 Weight:122(Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 4-9-15 on center purlin spacing. BOT CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied,or 10-00-00 on center bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ibs/size) 1=3776/0-3-8,7=5688/0-3-8 Max Horz 1=-337(load case 2) Max Uplift 1=- 13 Z Z 7== /19Z FORCES TOP CHORD 1-2=-6221,2-3=-6232,3-4=-4875,4-5=-4876,5-6=-7189,6-7=-8379 BOT CHORD 7-8=6899,8-9=6899,9-10=6007, 10-11=6007,11-12=5204,12-13=5204, 13-14=5126,1-14=5126 WEBS 2-14=-177,2-13=98.3-13=1459,3-11=-1543,4-11=5107,5-11=-2614,5-9=2688,6-9=-1116,6-8=1259 NOTES 1)2-ply truss to be connected together with 10d nails as follows: Top chords connected with 1 row(s)at 12 inches on center. Bottom chords connected with 1 row(s)at 6 inches o center. Webs connected with 1 row at 6 inches on center. 2)This truss has been designed for the wind loads generated by 110.0 m.p.h.winds at 17.0 feet above ground level,using 7.0 p.s.f.top chord dead load and 10.0 p.s.f bottom chord dead load,50.0 miles from hurricane oceanline,on a category I enclosed building,of dimensions 45.0 by 24.0 with exposure C(SBCCI 1205.1-1988). Lumber Increase= 1.33,Plate Increase= 1.33.Both end verticals are exposed. LOAD CASE(S) 1)Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(Ibs per ft) Vert:1-2=-74.0,2-3=-74.0,3-4=-74.0,4-5=-74.0,5-6=-74.0,6-7=-74.0,7-8=-515.0,8-9=-515.0,9-10=-515.0,10-11=-515.0, 11-12=-515.0, 12-13=-20.0, 13-14=-20.0, 1-14=-2oa MAY 17 1994 Concentrated Loads(Ibs) Vert:13=-1154.0 WARNING-Verify design parameters and READ NOTES ON THIS AND RE VERSE SIDE BEFORE USE. Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and Is for an Individual building component to-be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction Is the responsibility of the erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult OST-88 Quality Standard,DSS-89 Bracing Specification,and HIB-91 MITek Industrses,Inc. Handling Installlnq and Bracing Recommondatlon available from Truss Plate Institute,583 D'Onofrlo Drive,Madison,W153719. Job Truss Truss Type city ply 103322R G04 1 1 TERRELL CONST.1-21/138 ATL.13CH. P415281 i GERTRQ S p.s. -- - --- --- OOds I,Aay 12 1994 MiIFeklndusfnesTc'Tue FA ay ITf4 36-,4 4 199-4F la-ge I 18.15 7-0-0 11-7-7 16-1-1 2.10-0 --i 18.15 12-1 4-7-7 4-5-11 4-10.15 48 3x4 2x4 3x5 3 4 5 6 " I 8.000 3x6 C? 2 / jV 3 m o \_ 70 I 11 10 8I 2x4 6x8 7x8 3x10 48 ?X g it 18.15 7-1-12 11-7-7 16-1-1 21-o-0 19-15 1113 4.5-11 4-5.11 4-10.15 Plate Offsets(Left,Top): [9:0-5-0.0-2-0],[6:0-3-0.0-1-81 LOADING(pst7 SPACING 2-0-0 CSI DEFL (in) (roc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.92 Vert(LL) 0.09 10/9 999 M20(20ga) 258/216 TCDL 7.0 Lumber Increase 1.33 BC 0.43 Vert(TL) 0.14 10/9 999 BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(TL) 0.04 7 n/a BCDL 10.0 Code SSBC Min Length/LL dell=360 Weight: 126(lbs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 1-9-0 on center purlin spacing, i BOT CHORD 2 X 6 SYP No.2 except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD 1-11:6-3-0, 10-11:6-3-0,9-10:6-3-0,8-9:6-3-0,7-8:6-3-0. REACTIONS (lbs/size) 1=1999/0-3-8,7=2282/0-3-8 Max Horz 1=293(load case 3) Max Uplift 1=- 7bo 7=- 79 y ! FORCES TOP CHORD 1-2=-3234,2-3=-2978,3-4=-2562,4-5=-1735,5-6=-1735,6-7=-2181 BOT CHORD 7-8=-0,8-9=2559,9-10=2472, 10-11=2669,1-11=2669 WEBS 2-11=69,2-10=-251,3-10=1056,3-9=130,4-9=111,4-8=-1190,5-8=-745,6-8=2506 i I NOTES 1 This truss has been designed for the wind loads generated b 110.0 m. h.winds at 17.0 feet above round level,using 7.0 s.f.to chord dead load and 10.0 -s.f bottom 9 9 Y P 9 9 P P P chord dead load,50.0 miles from hurricane oceanline,on a category I enclosed building,of dimensions 45.0 by 24.0 with exposure C(SBCCI 1205.1-1988). Lurrzer Increase=! 1.33,Plate Increase= 1.33.The left end vertical is exposed and the right end vertical is not exposed. 2)Provide adequate drainage to prevent water ponding. LOAD CASE(S) 1)Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(lbs per ft) MAY 17 1994 Vert:1-2=-74.0,2-3=-74.0,3-4=-166.5,4-5=-166.5,5-6=-166.5,7-8=-45.0,8-9=-45.0,9-10=-45.0,10-11=-20.0,1-11=-20.0 Concentrated Loads(lbs) Vert:10=-767.7 I I i i I 4 ,&WARNING-Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and Is for on Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility at building designer-not truss k designer.Bracing shown for lateral support of Individual web members only.Additional temporary bracing to insure stability during construction Is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult CST-88 Quality Standard,DSB-89 Bracing Specification,and HIB-91 MiTek Industries,Inc. Handling Installinq and Bracing Rocommondatlon available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Oty Ply 103322R G05 ROOF TRUSS 1 2 TERRELL CONST.L21/B8 ATL.BCH. P415282 -GRANGER7RII P.s J.UOO s May 12 T994 Tie c{�n udTees, of c l ue May 17'fT,39.WT994 age . 3-9-15 i 7-0-0 F—_ 11-0-0 i 15-0-0 I 18-2.122-0-0_� 3-9-15 3-2-1 4-0-0 4-0-0 3-2.1 3-9-15 5x5 4 8.0007 3x6 / 3x6 n 3j 5 9-D 3x6 ,� ,., 3x6 2 \ VAS d I I � 14 13 12 11 10 9 8 1 5x5 2x4 6x8 6x8 5x8 6x8 2x6 3x4 3-9-15 7.0-0 1140-0 15-0-0 18.2-1 22-0-0 3.9-15 3.2-1 4-0-0 4-0-0 3.2.1 3-9-15 Plate Offsets(Left,Top): (4:0-2-8,0-2-01,[8:0-1-0,0-2-01 I LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.46 Vert(LL) 0.14 11/9 999 M20(20ga) 258/216 TCDL 7.0 Lumber Increase 1.33 BC 0.85 Vert(TL) 0.23 11/9 999 BCLL 0.0 Rep Stress Incr NO WB 0.86 Horz(TL) 0.06 7 n/a BCDL 10.0 Code SSBC (Matrix) Min Length/LL deft=360 Weight:131(Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 4-6-5 on center purlin spacing. BOT CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied,or 10-00-00 on center bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lbs/size) 1=4294/0-3-8,7=6141/0-3-10(input: 0-3-8) I Max Horz 1=-706(load case 2) i Max Uplift 1=-/Sp 3 7=• ?-1 SO FORCES TOP CHORD 1-2=-7173,2-3=-7049,3-4=-5384,4-5=-5386,5-6=-7440,6-7=-9041 BOT CHORD 7-8=7463,8-9=7463,9-10=6201, 10-11=6201, 11-12=5871,12-13=5871,13-14=5924,1-14=5924 j WEBS 2-14=-69,2-13=-68,3-13=2257,3-11=-2139,4-11=5702,5-11=-2645,5-9=2847,6-9=-1612,6-8=1741 NOTES 1)2-ply truss to be connected together with 10d nails as follows: Top chords connected with 1 row(s)at 12 inches on center. Bottom chords connec ed wth 1 row(s)at 6 inches on center. Webs connected with 1 row at 6 inches on center. 2)This truss has been designed for the wind loads generated by 110.0 m.p.h.winds at 17.0 feet above ground level,using 7.0 p.s.f.top chord dead load and 10.0 p.s.f bottom chord dead load,50.0 miles from hurricane oceanline,on a category I enclosed building,of dimensions 45.0 by 24.0 with exposure C(SBCCI 1205.1-1988). Lumber Increase= 1.33,Plate Increase= 1.33.Both end verticals are exposed. LOAD CASE(S) 1)Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(Ibs per ft) Vert:1-2=-74.0,2-3=-74.0,3-4=-74.0,4-5=-74.0,5-6=-74.0,6-7=-74.0.7-8=-515.0,8-9=-515.0,9-10=-515.0, 10-11=-515.0, 11-12=-515.0,12-13=-20.0, 13-14=-20.0, 1-14=-20.0 i Concentrated Loads(Ibs) I Vert:13=-2031.0 MAY 17 1994 i WARNING-Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and is for an Indlvldual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer, Bracing shown is for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction Is the iesponsiblllty of the erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult CST-88 Quality Standard,DSB-89 Bracing Specification,and HIB-91 MiTek industries Inc. Handling Installlnq and Bracing Recommendation available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. r Job Truss Truss Type Oty Ply 103322R H01-4 ROOF TRUSS 1 1 TERRELL CONST.L21/B8 ATL.BCH. P415283 ANGE p.s. - 00 s May 17-T994 MTkTn-d6sTnes;-1—nc -Tue May TT i4-3S'35-TW4 age -1-6-0 i 11414 F -ao + 10-6-0I 14-0-0I 17-1-2 z1-o-o —+ zz-e-o� 1-6-0 110-14 11-4 1a0 3.8.0 11-2 3-la14 1-8-0 48 3x4 4x8 4.000(T2 3 4 5 2x4 2x4 2 \ -�\ A d d 6x8 7x8 8x8 500 1461-K 500 7-0-0 { 14-0-0 l 21-0-0 7-0-0 7-0-0 7-0-0 Plate Offsets(Left,Top): [1:0-5-0,0-2-0],[7:0-5-0,0-2-0] LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.95 Vert(LL) 0.35 10/8 721 M20(20ga) 258/216 TCDL 7.0 Lumber Increase 1.33 BC 1.00 Vert(TL) 0.54 10/8 460 BCLL 0.0 Rep Stress Incr NO WB 0.44 Horz(TL) 0.11 7 n/a BCDL 10.0 Code SSBC Min Length/LL deft=360 Weight: 100(Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 1-4-8 on center purlin spacing. BOT CHORD 2 X 6 SYP No.2 BOT CHORD 1-10:6-3-0,9-10:1-9-5,8-9:1-9-5,7-8:6-3-0. WEBS 2 X 4 SYP No.3 REACTIONS (lbs/size) 1=2269/0-3-8,7=2269/0-3-8 Max Horz 1=-19(load case 3) Max Uplift 1=-.79 4 .7=- 7114 FORCES TOP CHORD 1-2=-6285,2-3=-5857,3-4=-5554,4-5=-5554,5-6=-5857,6-7=-6285 BOT CHORD 7-8=5975,8-9=5991,9-10=5991,1-10=5975 WEBS 2-10=-452,3-10=1445,4-10=-521,4-8=-521,5-8=1445,6-8=-452 NOTES 1)This truss has been designed for the wind loads generated by 110.0 m.p.h.winds at 17.0 feet above ground level,using 7.0 p.s.f.top chord dead load and 10.0 p.s.f bottom chord dead load,50.0 miles from hurricane oceanline,on a category I enclosed building,of dimensions 45.0 by 24.0 with exposure C(SBCCI 1205.1-1988). Lumber Increase= 1.33,Plate Increase= 1.33.Both end verticals are exposed. 2)Provide adequate drainage to prevent water ponding. LOAD CASE(S) 1)Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(Ibs per ft) 3=-74.0,3-4=-166.5,4-5=-166.5,5-6=-74.0,6-7=-74.0,7-8=-20.0,8-9=-45.0,9-10=-45.0,1-10=-20.0 Concentrated Loads(Ibs) MAY 17 1994 Vert:1=-111.0,7=-111.0,8=-767.7,10=-767.7 AWARNING-Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of individual web members only.Additional temporary bracing to Insure stability during construction Is the responsibility of the erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult OST-88 Quality Standard,DSB-89 Bracing Specification,and HIB-91 MiTek Industries,Inc. Handling Installina and Bracing Rocommondatlon available from Truss Plate Institute,583 D'Onofrlo Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply 103322R HJ7 ROOF TRUSS 2 1 TERRELL CONST.1-21/08 ATL.BCH. P415284 -GRANGER- TRUSS-p5 s- wo s May f2-199-4-MiTeklndustnes,lnc.7ue Maw 14-39 51-f894-Page ll l-2-1-7 2.1-7 5-1-3 4-614 2X4 3 i 5.656[T2 0 3x4 j/ 91 3\ v o IRI 1 5 2x4 2x4 3x4 57.3 9-9.5 9.1,¢1 5.1-3 4-62 6612 LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/def] PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.60 Vert(LL) 0.02 5/4 999 M20(20ga) 258/216 TCDL 7.0 Lumber Increase 1.33 BC 0.31 Vert(TL) 0.03 5/4 999 BCLL 0.0 Rep Stress Incr NO WB 0.33 Horz(TL) 0.01 4 n/a BCDL 10.0 Code SSBC Min Length/LL def]=360 Weight:45(Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.3*Except* TOP CHORD Sheathed or 6-0-0 on center purlin spacing, 1-3 2 X 4 SYP No.2ND except end verticals. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD 1-5:6-3-0,4-5:6-3-0. WEBS 2 X 4 SYP No.3 REACTIONS (lbs/size) 1=568/0-4-15,4=685/0-3-8 Max Horz 1=648(load case 3) Max Uplift 1=-164(load case 2),4=-281(load case 3) FORCES TOP CHORD 1-2=-647,2-3=-135,3-4=-317 BOT CHORD 4-5=534,1-5=534 WEBS 2-5=117,2-4=-604 NOTES 1)This truss has been designed for the wind loads generated by 110.0 m.p.h.winds at 17.0 feet above ground level,using 7.0 p.s.f.top chord dead load and 10.0 p.s.f bottom chord dead load,50.0 miles from hurricane oceanline,on a category I enclosed building,of dimensions 45.0 by 24.0 with exposure C(SBCCI 1205.1-1988). Lumber Increase= 1.33,Plate Increase= 1.33.Both end verticals are exposed. LOAD CASE(S) 1)Lumber Increase=1.33,Plate Increase=1.33 Concentrated Loads(lbs) Vert:1=-156.9 Trapezoidal Loads(Ibs per ft) Vert:1=0.0-to-2=-93.8,2=-93.8-to-3=-182.0,4=49.2-to-5=-25.4,1=0.0-to-5=-25.4 MAY 17 1994 o&WARNING-Ver(N design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designee. Bracing shown is for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction Is the responsibility of the erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult OST-88 Quality Standard,DSB-89 Bracing Specification,and HIB-91 MiTek Industries:,Inc. Handling Installlnq and Bracing Recommendation available from Truss Plate Institute,583 D'Onofrlo Drive,Madison,WI 53719. J06 Truss Truss Type Qty Ply 103322R HJ7A ROOF TRUSS 2 1 TERRELL CONST L21/88 ATL BCH P415285 - -_ -3DOOs-Mai 12199-4Mi'T--eilndustries-Inc-Tuella-TT14-40.09-T934-P.i e1 �ATIGERTRU 5-p s _- 1 Y 9 -2-1-7 2-1-7 54-12 4-55 2X4 3 2.828 T2 3x4 ? 2 9-10-1 I 2x4 2x4 3x4 54-12 i 39-5 9-10-1 54-12 4-4-9 4o-12 LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.55 Vert(LL) 0.04 5 999 M20(20ga) 258/216 TCDL 7.0 Lumber Increase 1.33 BC 0.40 Vert(TL) 0.06 5 999 BCLL 0.0 Rep Stress Incr NO WB 0.43 Horz(TL) 0.02 4 n/a BCDL 10.0 Code SSBC Min Length/LL deft=360 Weight:38(lbs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.3'Except' TOP CHORD Sheathed or 4-8-10 on center purlin spacing, 1-3 2 X 4 SYP No.2ND except end verticals. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD 1-5 P-3-0,4-5:6-3-0. WEBS 2 X 4 SYP No.3 REACTIONS (lbs/size) 1=569/0-4-15,4=684/0-3-8 Max Horz 1=323(load case 3) Max Uplift 1=-342(load case 2),4=-207(load case 2) FORCES TOP CHORD 1-2=-1062,2-3=69,3-4=-302 BOT CHORD 4-5=1000, 1-5=1000 WEBS 2-5=117,2-4=-1044 NOTES 1)This truss has been designed for the wind loads generated by 110.0 m.p.h.winds at 17.0 feet above ground level,using 7.0 p.s.f.top chord dead load and 10.0 p.s.f bottom chord dead load,50.0 miles from hurricane oceanline,on a category I enclosed building,of dimensions 45 0 by 24.0 with exposure C(SBCCI 1205.1-1988). Lumber Increase= 1.33,Plate Increase= 1.33.Both end verticals are exposed. LOAD CASE(S) 1)Lumber Increase=1.33,Plate Increase=1.33 Concentrated Loads(Ibs) Vert:1=-156.9 Trapezoidal Loads(Ibs per ft) Vert:1=0.0-to-2=-99.6,2=-99.6-to-3=-182.0,4=-49.2-to-5=-26.9, 1=0.0-to-5=-26.9 MAY 17 1994 W4RNING-Vsrdfy deatgn pammetem and READ NOTES ON THIS AND REVTRSE SIDE BEFORE USE. MOW- beskjn valid for use only with MITek connectors.This design is based only upon parameters shown,and Is for on Individual building component to be � Installed and boded vertically. Applicability of design parameters and proper Incorporation at component is responsibility at building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction Is the responsibility of the erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult CST-88 Quality Standard,DSB-89 Bracing Specification,and HIB-91 MITek Industries,Inc. Handling Installlnq and Bracing Recommendation available from Truss Plate Institute,583 D'Onofrlo Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply 103322R HJ7B ROOF TRUSS 1 1 TERRELL CONST.1-21/138 ATL.BCH. P415286 -- - -- 000-s-Ma 121994-MTekTdustnes,-Tnc Tue Ma-17-T4-40`ZT-1994-P e -GRANGER-TRO p.s. Y Y 9-- 2.1-7 5-1-3 4-8-14 3x4 3 i 5.656[T2 0 3x4 -t� o \\ I 6 2x4 2X4 3x4 2x4 9.10-1 5-1-3 i 8-8.5 X9-9-5 5 5-1-3 3.7.2 1-1-0 0.0.12 LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/def! PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.64 Vert(LL) 0.01 6/5 999 M20(20ga) 258/216 TCDL 7.0 Lumber Increase 1.33 BC 0.25 Vert(TL) 0.02 1/6 999 BCLL 0.0 Rep Stress Incr NO WB 0.21 Horz(TL) 0.01 5 n/a BCDL 10.0 Code SSBC Min Length/LL defl=360 Weight:50(lbs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.3*Except* TOP CHORD Sheathed or 6-0-0 on center purtin spacing, i 1-3 2 X 4 SYP No.21ND except end verticals. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD 1-6:6-3-0,5-6:6-3-0,4-5:6-3-0. WEBS 2 X 4 SYP No.3 REACTIONS (lbs/size) 1=490/0-4-15,4=85/0-3-8,5=679/0-4-15 Max Horz 1=648(load case 3) Max Uplift 1=-158(load case 2),4=-118(load case 3),5=-183(load case 3) Max Vert 1=555(load case 5),4=85(load case 1),5=679(load case 1) FORCES TOP CHORD 1-2=-471,2-3=209,3-4=-60 BOT CHORD 4-5=0,5-6=376,1-6=376 WEBS 2-6=92,2-5=-538,3-5=-296 i NOTES 1)This truss has been checked for unbalanced loading conditions about joint 3. I 2)This truss has been designed for the wind loads generated by 110.0 m.p.h.winds at 17.0 feet above ground level,using 7.0 p.s.f.top chord dead load and 10.0 p.s.f bottom chord dead load,50.0 miles from hurricane oceanline,on a category I enclosed building,of dimensions 45.0 by 24.0 with exposure C(SBCCI 1205.1-1988). Lumber Increase=1 1.33,Plate Increase= 1.33.Both end verticals are exposed. i LOAD CASE(S) 1)Lumber Increase=1.33,Plate Increase=1.33 Concentrated Loads(Ibs) Vert:1=-156.9 Trapezoidal Loads(lbs per ft) MAY 17 1994 Vert:1=0.0-to-2=-93.8,2=-93.8-to-3=-182.0,4=49.2-to-5=43.7,5=-43.7-to-6=-25.4,1=0.0-to-6=-25.4 i wv& I i I I I i g�WARMNG-Verify design parameters and READ NCYFF,S ON rfffS kND REVrRSZ SIDE BEFORK 0SE. Design valid for use only with MITek connectors.This design is based only upon parameters shown,and Is for an Individual building component to be � installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown Is tot lateral support of Individual web members only.Additional temporary bracing to insure stability during construction Is the responsibility of the erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,election and bracing,consult CST-88 Quality Standard,DSB-89 Bracing Specification,and HIB-91 MITek Industries,Inc. Handling lnstallinq and Bracing Recommendation available from Truss Piate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply 103322R HOI-8 ROOF TRUSS 1 1 TERRELL CONST.1-21188 ATL.BCH. P415287 -� p s -- 00 s May 12 1994 MTekl3ustries,nc Te May iTT 40'33 f9�4 Page -1-6-0 3-8-7 7-o-0 T_ 11-ao 15-0-0 _+__18-3-9 1 22-ao 23-9.0� 1-6-0 3.8-7 3-3-6 4-0-0 4-0-0 3.3-6 3-8-7 1-&0 44 3x4 44 3 4 5 8.000Ff2 2x4 2x4 , c 4x \ \ 9x4 © \ o l I 10 9 8 I 3x8 44 3x8 3 3x4 x4 7-0-0 15.0-0 22-0-0 7.0-0 8-0-0 7-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.81 Vert(LL) 0.25 10/8 999 M20(20ga) 258/216 TCOL 7.0 Lumber Increase 1.33 BC 0.89 Vert(TL) 0.38 10/8 677 BCLL 0.0 Rep Stress Incr NO WB 0.43 Horz(TL) 0.09 7 n/a SCOL 10.0 Code SSBC Min Length/LL deft=360 Weight: 105(lbs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 1-10-13 on center purlin spacing. BOT CHORD 2 X 4 SYP No.1 BOT CHORD 1-10:6-3-0.9-10:6-3-0.8-9:6-3-0,7-8:6-3-0. WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 WEDGE Left:2 X 4,Right:2 X 4 REACTIONS (lbs/size) 1=2369/0-3-8,7=2369/0-3-8 Max Horz 1=282(load case 3) Max Uplift 1=- gZq 7=- $2q FORCES TOP CHORD 1-2=-3564,2-3=-3378,3-4=-2805,4-5=-2805,5-6=-3378,6-7=-3564 BOT CHORD 7-8=2908,8-9=3077,9-10=3077, 1-10=2908 WEBS 2-10=-127,3-10=1414,4-10=-422,4-8=-422,5-8=1414,6-8=-127 NOTES 1)This truss has been designed for the wind loads generated by 110.0 m.p.h.winds at 17.0 feet above ground level,using 7.0 p.s.f.top chord dead load and 10.0 p.s.f bottom chord dead load,50.0 miles from hurricane oceanline,on a category I enclosed building,of dimensions 45.0 by 24.0 with exposure C(SBCCI 1205.1-1988). Lumber Increase 1.33,Plate Increase= 1.33.Both end verticals are exposed. 2)Special hanger required to support concentrated loads. 3)Provide adequate drainage to prevent water ponding. LOAD CASE(S) 1)Lumber Increase=1.33,Plate Increase=1.33 s per ft) Uniform VeRLoads 2lb74.0,23=-74.0,3-4=-166.5,4-5=-166.5,5-6=-74.0,6-7=-74.0,7-8=-20.0,8-9=-45.0,9-10=-45.0, 1-10=-20.0 MAY 17 1994 Concentrated Loads(Ibs) Vert:1=-111.0,7=-111.0,8=-767.7,10=-767.7 WARMNG-Ver-ify design p-arameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and is for an Individual building component to be � Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction Is the responsibility of the erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult CST-88 Quality Standard,DSB-89 Bracing Specification,and HIB-91 MiTek Industries,Inc. Handling Installlnq and Bracing Recommendation available from Truss Plate Institute,583 D'Onofrlo Drive,Madison,WI 53719. Job Truss Truss Type Oty Ply 103322R H02-8 ROOF TRUSS 1 1 TERRELL CONST L21/B8 ATL.BCH. P415288 -GRANGER-TRO S p s. 00 s May-12 1994 MTek Fn-ustres, nT c Tue Ma-y-17 T4-40-413-1994-Pagel- -1-6-0 4:40-461994-Page1-1-60 4-8.7 _+__910-0 _x-_13-a0 17-3-9_ 1 22-0-0 1 2160 1-60 4-67 1.19 4-0-0 4.19 4-67 1-60 4x4 48 3 4 8.000[-T2 i 2x4 2x4 d 2IT J\ 5 n / \ I \ 1 9 8 7 3x4 3x8 3x4 3x4 3x4 r 9-0-0 { 110-0 1 22.0.0 9-0-0 4.0-0 0.0.0 LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.37 Vert(LL) 0.14 9/7 999 M20(20ga) 258/216 TCDL 7.0 Lumber Increase 1.33 BC 0.48 Vert(TL) 0.22 7/6 999 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.04 6 n/a BCDL 10.0 Code SSBC Min Length/LL defl=360 Weight:105(Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 4-1-5 on center purlin spacing. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD 1-9i6-3-0,8-9:6-3-0,7-8:6-3-0,6-7:6-3-0. WEBS 2 X 4 SYP No.3 i REACTIONS (lbs/size) 1=1131/0-3-8,6=1131/0-3-8 Max Horz 1=347(load case 3) Max Uplift 1=-396(load case 4),6=-396(load case 4) FORCES TOP CHORD 1-2=-1337,2-3=-1062,3-4=-882,4-5=-1062,5-6=-1337 BOT CHORD 6-7=1096,7-8=882,8-9=882, 1-9=1096 WEBS 2-9=-262,3-9=281,4-9=0,4-7=281,5-7=-262 NOTES 1)This truss has been designed for the wind loads generated by 110.0 m.p.h.winds at 17.0 feet above ground level,using 7.0 p.s.f.top chord dead load and 10.0 p.s.f bottom chord dead load,50.0 miles from hurricane oceanline,on a category I enclosed building,of dimensions 45.0 by 24.0 with exposure C(SBCCI 1205.1-1988). Lumber Increase= 1.33,Plate Increase= 1.33.Both end verticals are exposed. 2)Provide adequate drainage to prevent water ponding. LOAD CASE(S) Standard MAY 17 1994 AWARNING Veriry design panarneters and REAL)NOTES ON THIS AND REVERSE SIDE BEFORE VSE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and Is for an Individual building component to be Installed and boded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility at building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction Is the responsibility of the erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding tabrbation,quality control,storage,delivery,erection and bracing,consult CST-88 Quality Standard,DSB-89 Bracing Specl/1catlon,and HIB-91 MITek Industries,Inc. Handling Installlnp and Bracing Recommendatlon available from Truss Plate Institute,583 D'Onofrb Drive,Madison,VVI 53719. Job Truss Truss Type Oty Ply 103322R T01-8 ROOF TRUSS 1 1 TERRELL CONST,L21/B8 ATL BCH P415289 — -- p.s. 000s J t[ay 1Z f994 MiTek fhdusfries7nc Tue May 1Tf4 41 13 ig54-Pa<jc l- 1-8-0 5.8.7 11-a0 1834 224x0 23-&0 1-8-0 5.8.7 5.3-8 5-3-8 5.8-7 1-60 441 3 8.000 2x4 2x4 CO 2 4 I \ I 8 7 6 3x4 3x4 3x4 3x4 3x4 7-5-10 148-8 22-0-0 7.5.10 7-0-12 7-5-10 LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.50 Vert(LL) 0.10 8/6 999 M20(20ga) 258/216 TCDL 7.0 Lumber Increase 1.33 BC 0.43 Vert(TL) 0.15 8/6 999 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.03 5 n/a BCDL 10.0 Code SSBC Min Length/LL def!=360 Weight:100(Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 3-10-6 on center purlin spacing. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD 1-8:6-3-0,7-8:6-3-0,6-7:6-3-0,5-6:6-3-0. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 8-3,3-6 REACTIONS (lbs/size) 1=1131/0-3-8,5=1131/0-3-8 Max Horz 1=411(load case 3) Max Uplift 1=-396(load case 4),5=-396(load case 4) � FORGES � TOP CHORD 1-2=-1306,2-3=-1126,3-4=-1126,4-5=-1306 BOT CHORD 5-6=1074,6-7=733,7-8=733, 1-8=1074 WEBS 2-8=-313,3-8=472,3-6=472,4-6=-313 I NOTES 1)This truss has been designed for the wind loads generated by 110.0 m.p.h.winds at 17.0 feet above ground level,using 7.0 p.s.f.top chord dead load and 10.0 p s.f bottom chord dead load,50.0 miles from hurricane oceanline,on a category I enclosed building,of dimensions 45.0 by 24.0 with exposure C(SBCCI 1205.1-1988). Lurrcer Increase=I 1.33,Plate Increase= 1.33.Both end verticals are exposed. LOAD CASE(S) Standard I i MAY 17 1994 i i i AWARMNG-Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid toy use only with MITek connectors.This design Is based only upon parameters shown,and Is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult OST-88 Quality Standard,DSS-89 Bracing Specification,and NIB-91 MITsk Industries,Inc. Handling Instadllnq and Bracing Rocommondatlon available from Truss Plate Institute,583 D'onofrlo Drive,Madison,WI 53719. Job rTruss Truss Type 11'2 ty Ply 103322R T02 ROOF TRUSS 1 TER RELL CONST L21/B8 ATL.BCH. P415200 –- ----` — -- 000s Ma-12 1994 MTek>ndustres,Inc. TueMay 1441 3F1994 Page GRANGERTRU 5–p.s.---- - Y Y 9 -1-6.0 5-57 1049.0 1s-6-o 21-0-0 22-iso 1-6-0 55.7 5-0.9 5-0-8 55.7 1-9-0 4x4 3 8.000 rf2 v 2X41 ��. 244 n d o I I 8 7 6 3x4 3x4 3x4 3x4 3x4 7.1.10 13-10-6 21.0.0 7-1-10 6-8-12 7.1.10 LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.46 Vert(LL) 0.08 8/6 999 M20(20ga) 258/216 TCDL 7.0 Lumber Increase 1.33 BC 0.40 Vert(TL) 0.13 8/6 999 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.03 5 n/a BCDL 10.0 Code SSBC Min Length/LL deft=360 Weight:95(Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 4-0-6 on center purlin spacing. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD 1-8:6-3-0,7-8:6-3-0,6-7:6-3-0,5-6:6-3-0. WEBS 2 X 4 SYP No.3 REACTIONS (lbs/size) 1=1084/0-3-8,5=1084/0-3-8 Max Harz 1=-394(Ioad case 2) Max Uplift 1=-381(load case 4),5=-381(load case 4) FORCES TOP CHORD 1-2=-1245,2-3=-1072,3-4=-1072,4-5=-1245 BOT CHORD 5-6=1022,6-7=699,7-8=699, 1-8=1022 WEBS 2-8=-298,3-8=449,3-6=449,4-6=-298 NOTES 1)This truss has been designed for the wind loads generated by 110.0 m.p.h.winds at 17.0 feet above ground level,using 7.0 p.s.f.top chord dead load and 10 0 p.s.f bottom chord dead load,50.0 miles from hurricane oceanline,on a category I enclosed building,of dimensions 45.0 by 24.0 with exposure C(SBCCI 1205.1-1988). Lumber Increase= 1.33,Plate Increase= 1.33.Both end verticals are exposed. LOAD CASE(S) Standard I MAY 17 1994 I , � l i ,&WARNING-Verify design parameters and READ NOTES ON TITIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MiTek connectors.This design Is based only upon parameters shown,and Is for an Individual building component to be Installed and boded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not truss Is designer.Bracing shown for laterad support of Individual web members only.Additional temporary bracing to Insure stability during construction Is the responsibility of the erector.Additional permanent bracing at the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult CST-88 Qualify Standard,DSB-89 Bracing Speciflcatlon,and HIB-91 MITek Incustries,Inc. Handling InstalllnA and Bracing Recommondatlon available from Truss Plate Institute,583 D'Onolrb Drive,Madison,VVI 53719. Job Truss Truss Type Qty Ply 103322R T02GE ROOF TRUSS 2 1 TERRELL CONST.L21/B8 ATL.BCH. P415291 p s --- .000 s"May I2 igg4-MTekTndus rtes,-Tnc Tue May 17'r4'4T3r19T4 Frage iae•0 21.0-0 a 10-8-0 10-8-0 5x5 2 8.000M \� v R RI IRI iq d � � I ;.,,,,,;:.:.,, :.'.'•':':,<:s':'•.riss:SsE•'.<s�.::` ' ' y:si:? :i<�:.S:E•`••:'•f6'Ss'.; I sss.�'•;•:>.:z�srr':r;s;::�:�:�:,:,::ss:s:::f:::::. •:� ^'f'r .:>'.:� s:Fr'.;f.,y 3x4 5x6 3x4 21.0-0 21-0-o LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.00 Vert(LL) 0.00 / •"' M20(20ga) 258/216 TCDL 7.0 Lumber Increase 1.33 BC 0.00 Vert(TL) 0.00 / "" BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a BCDL 10.0 Code SSBC Min Length/LL deft=360 Weight: 143(Ibs) LUMBER BRACING TOP CHORD 2 X 6 SYP No.2 TOP CHORD Sheathed BOT CHORD 2 X 4 SYP No.2ND BOT CHORD 1-4:4-4-8,3-4:4-0-6. OTHERS 2 X 4 SYP No-3 FORCES I NOTES 1)Gable requires continuous bottom chord bearing. LOAD CASE(S) Standard i I i I I MAY 17 1994 f i l ,&WARMNC"Verifdy design parameters and READ NOTES ON THIS AND REVERSE.SFDE BEFORE USE. Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and Is for an Individual building component to be Installed and boded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult OST-88 Quality Standard,DSB-89 Bracing Specification,and HIB-91 MITek Ind Yeiriee,Inc. Handling Installing and Bracing R*commendatlon available from Truss Plate Institute,583 D'Onofrlo Drive,Madison,WI 53719. Jori Truss Truss Type Oty Ply 103322R T03 ROOF TRUSS 3 1 TERRELL CONST L21/B8 ATL.BCH. P415292 — —` OOO s M, i719ff4 MITeTc In�stries,-Ih�ud Ma TT 14-41,,4-1954'-Pae 1 5—p.s— Y Y 9 ao-o +-ao 1-8-0 4x4 2 8.000 Fi2 C? CO 'T 0IN I 4 � ;;, - I 2x4 .� 2x4 2x4 ao-o } 8-0-0 ao-o ao-o LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.21 Vert(LL) 0.01 4/3 999 M20(20ga) 258/216 TCDL 7.0 Lumber Increase 1.33 BC 0.11 Vert(TL) 0.01 4/3 999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 3 n/a BCDL 10.0 Code SSBC Min Length/LL defl=360 Weight:29(lbs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD 1-4:6-3-0,3-4:6-3-0. WEBS 2 X 4 SYP No.3 REACTIONS (Ibs/size) 1=362/0-3-8,3=473/0-3-8 Max Horz 1=-201(load case 2) Max Uplift 1=-112(load case 4),3=-193(load case 4) FORCES TOP CHORD 1-2=-315,2-3=-315 BOT CHORD 3-4=257, 1-4=257 WEBS 2-4=77 NOTES 1)This truss has been designed for the wind loads generated by 110.0 m.p.h.winds at 17.0 feet above ground level,using 7.0 p.s.f.top chord dead load and 10.0 p.s.f bottom chord dead load,50.0 miles from hurricane oceanline,on a category I enclosed building,of dimensions 45.0 by 24.0 with exposure C(SBCCI 1205.1-1988). Lumber Increase= 1.33,Plate Increase= 1.33.Both end verticals are exposed. LOAD CASE(S) Standard MAY 171994 i I WARWNG-Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and Is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction Is the responsibility of the erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult OST-88 Quality Standard,DSB-89 Bracing Specification,and HIB-91 MITek Industries,Inc. Handling Installing and Bracing Rocommrndatlon available from Truss Plate Institute,683 D'Onofrlo Drive,Madison,WI 53719. CITY OF ATLANTIC BEACH, FLORIDA APPLICATION Pon uacTRICAL PUMIT .. TO TME INiPECTOR: GMEF E�ECTRICAI. DATA WpORTANT NOT" . IN CONSIDERATION OR PERMIT GIVEN FOR DOING Tk4( RK As USCRIB D. N ME POI.IAWING: ' E TO PERFORM SAID WORK IN ACCORDANCE WITH TME.ATTACM84 4;CO Mo CITY OF HEREBY AGREE WMICN ARE A PART. HEREOF, AND IN•ACCOR0/1NCE WITH'THE ELECTRICAL REGI ATLANTIC SEACM ORDINANCES. 1 ?� r r - CrTRICAL St (3 ADORES& NAME _ - .. .PfiTWEEN: -• . . ..... . . . . . .. .. Ri;•1 �r.1 1 o0MM.1 ! rull►Lac 1 1 INWIi•1 i NEW! OLD TION t 1 TR111Li�11 t 1 •i 1 WGNi 1 '1 iii:IlT: Aop� ' = -PEE^'Gov" law "wP y• McREA>iE 1 1 REPAIRgot 8 ER t 1 PER a #2016 GLITr v•6IZ6 m W Y96T RAC . EWAX NO. SIZE NO. - SIZE NO. SIZE _ iEEDERi - LIGNTING OUTLETS CONCEALED OPEN '.TOTAL ' REC�AtLES CONCEALED OPEN T �. SWITCNt6 — PLUOREiCENT•M.V. vL rucso . BELL TRANSP T . wr!•I.IwNGar• AIRM.P.RATING N.P.,RATING CONOITION/NO COUP. MOTOR OTHER MOTORS AMPS CAIL MEAT: KWiIEAT ' L- now ••1 - OVE4 _ .. MOTORS . N.P• VOLTAGE - PHS- NO. 1 MJ. VOLTAGE PNS MtSCELLAN O TRANSFORMERS: UNDER 600 V. - --OVER 600 V. • NO. KVA NO. KV# NO.NEON TRAW- Nib• VA. IMA. WTOR SIZE PITCM FLAa1F1E Job. Truss Truss Type -------- -- — Oty --------- 103322R T04 ROOF TRUSS 2 1 TERRELL CONST,L21/B8 ATL.BCH. P415294 GFTANGE}:TRU S—ps__ s —� 000 s ay i�9934 Tv11 ek neustnes,incTue May—T442:281994 Page -1-e-o } a2 a-o-o ti-s-e 1-8-0 4-2.7 3-9-9 3.4.8 44 3x4 3 4 8.000 FT2 m 2x4 U') v / r` d I 6 z2,3x4 Inj 3x8 2x4 8-0-0 11.4-8 8 0-0 3.4.8 LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (loo) I/dell PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.69 Vert(LL) 0.08 6/5 999 M20(20ga) 258/216 TCDL 7.0 Lumber Increase 1.33 BC 0.30 Vert(TL) 0.12 1/6 999 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) -0.01 5 n/a BCDL 10.0 Code SSBC Min Length/LL deft=360 Weight:61(Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No,2ND'Except• TOP CHORD Sheathed or 6-0-0 on center purlin spacing, 4-5 2 X 4 SYP No.3 except end verticals. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD 1-6:6-1-10,5-6:6-3-0. WEBS 2 X 4 SYP No.3 REACTIONS (lbs/size) 1=632/0-3-8,5=521/0-3-8 I Max Harz 1=750(load case 3) Max Uplift 1=-76(load case 3),5=-326(load case 3) FORCES TOP CHORD 1-2=-513,2-3=-266,3-4=-221,4-5=-489 BOT CHORD 5-6=-0,1-6=420 WEBS 2-6=-245,3-6=-116,4-6=431 NOTES 1)This truss has been designed for the wind loads generated by 110.0 m.p.h.winds at 17.0 feet above ground level,using 7.0 p.s.f.top chord dead load and 10.0 p.s.f bottom chord dead load,50.0 miles from hurricane oceanline,on a category I enclosed building,of dimensions 45.0 by 24.0 with exposure C(SBCCI 1205.1-1988). Lumber Increase= 1.33,Plate Increase= 1.33.Both end verticals are exposed. 2)Provide adequate drainage to prevent water ponding. LOAD CASE(S) Standard I MAY 17 1994 (4x& I A WARNING-Verify design parameters and READ NOTES ON THIS ANI)REVERSE SIDE BEFORE USE. �e•m Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and Is for an Individual building component to be � Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult CST-88 Quality Standard,DSB-89 Bracing Specification,and HIB-91 MiTek Industries,Inc. Handling Installinq and Bracing Recommendation available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Oty Ply 103322R T05 ROOF TRUSS 2 1 TEP.RELL CONST.L21/88 ATL.BCH. P415295 -GRANG p.s. ------- —_—' ACo s fvTay 171994-MTert fndusfries-(nc-Tue�y 1714 4£4T-1994-Pa1le-1- 1-&0 5.2-7 1640 11-4-8 I------+----- -+----- I----1 1-8.0 5-2-7 4-9-9 1-4-8 4x10 2x4 3 4 8.000 FT2 C? 3x6 o \\ I 7 6 2x4 3x4 3x4 3x4 5-2-7 10-0-0 11-a-8 5.2-7 4-9-9 1.4-8 LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/deFl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.71 Vert(LL) 0.02 7/6 999 M20(20ga) 258/216 TCDL 7.0 Lumber Increase 1.33 BC 0.19 Vert(TL) 0.03 7/6 999 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) -0.01 5 n/a BCDL 10.0 Code SSBC Min Length/LL defl=360 Weight:72(lbs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 6-0-0 on center purlin spacing, BOT CHORD 2 X 4 SYP No.2ND except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD 1-7:6-3-0,6-7;6-3-0,566-3-0. REACTIONS (lbs/size) 1=632/0-3-8,5=521/0-3-8 Max Harz 1=918(load case 3) Max Uplift 1=-25(load case 2),5=-418(load case 3) FORCES TOP CHORD 1-2=-496,2-3=-102,3-4=0,4-5=-45 BOT CHORD 5-6=85,6-7=407,1-7=407 WEBS 2-7=99,2-6=-400,3-6=297,3-5=-471 NOTES 1)This truss has been designed for the wind loads generated by 110.0 m.p.h.winds at 17.0 feet above ground level,using 7.0 p.s.f.top chord dead load and 10.0 p.s.f bottom chord dead load,50.0 miles from hurricane ocean line,on a category I enclosed building,of dimensions 45.0 by 24.0 with exposure C(SBCCI 1205.1-1988). Lumber Increase= 1.33,Plate Increase= 1.33.Both end verticals are exposed. 2)Provide adequate drainage to prevent water ponding. LOAD CASE(S) Standard MAY 17 1994 e WARN[NG-Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE ITSE. Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and Is for an Individual building component to be � Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer, Bracing shown Is for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult CST•BB Quality Standard,DSB-89 Bracing Specification,and HIB-91 MITek industries,Inc. Handling Installing and Bracing Recommendation available from Truss Plate Institute,683 D'Onofrlo Drive,Madison,WI 53719. Job -- Truss Truss Type Qt- Ply 103322R TO6 ROOF TRUSS 3 1 TERRELL CONST L21/B8 ATL.BCH P415296 GFFANGEATR>7 p s— —-- `--'—` _– DOOsMay i2 1994 MTek Industries,Ind. May i7 14'A3.03199-4-Page 1" 69-t2 tt-4-8 t e q+----------—--+–---- — 1 1.60 69-12 4-612 44 2 i 8,000[-f2 i - i . 3x4 3 I I 5 3x4 3x4 2x4 69-12 11.4-8 69-12 4.612 LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 064 Vert(LL) 0.04 5/4 999 M20(209a) 258/216 TCDL 7.0 Lumber Increase 1.33 BC 0.21 Vert(TL) 0.06 1/5 999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(fL) 0.00 4 n/a BCDL 10.0 Code SSBC Min Length/LL deft=360 Weight:49(lbs) BRACING LUMBER 1 TOP CHORD 2 X 4 SYP No.2ND`Except* TOP CHORD Sheathed or 5-5-0 on center purlin spacing, 3-4 2 X 4 SYP No.3 except end verticals. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD 1-5:6-3-0,4-5:6-3-0. WEBS 2 X 4 SYP No.3 REACTIONS (lbs/size) 1=632/0-3-8,4=521/0-3-8 Max Horz 1=443(load case 3) Max Uplift 1=-242(load case 4),4=-161(load case 4) FORCES TOP CHORD 1-2=-366,2-3=-362.3-4=-477 i BOT CHORD 4-5=-0, 1-5=301 WEBS 2-5=-2,3-5=322 NOTES 1)This truss has been designed for the wind loads generated by 110.0 m.p.h.winds at 17.0 feet above ground level,using 7.0 p.s.f.top chord dead load and 10.0 p.s.f bottom chord dead load,50.0 miles from hurricane oceanline,on a category I enclosed building,of dimensions 45.0 by 24.0 with exposure C(SBCCI 1205.1-1988). Lumber Increase= 1.33,Plate Increase= 1.33.Both end verticals are exposed. I LOAD CASE(S) Standard MAY 17 1994 i IN I I I' ,AWARNdMG-Verify design parameters and READ IVOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and is for an Individual building component to be � Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown is tot lateral support of Individual web members only.Additional temporary bracing to Insure stability during conshuctlon Is the responsibility of the erector.AddBional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance iegalding labrloation,quality control,storage,delivery,erection and bracing,consult OST-68 Ouainy Standard,DSB-89 Bracing Specification,and HIB-91 MITek Industries,Inc. Handling Installinq and Bracing Recommondatlon available from Truss Plate Institute,583 D'Onofrlo Drive,Madison,W1 53719. Job --- Truss --- Truss TypePlY. -- 103322R T07 ROOF TRUSS 1 1 I TERRELL CONST L21/B8 ATL BCH. P415297 000-s May 12-1994-M- nes-.Tnc.Tue May-1T14 4T19-1994-Page EA TRII p.s. 4-6-0 F ---92a-0 - 4-8-0 4-&0 44 2 8.000(-T2 � \ c%1 o j' \� d M. I Li 4 IXI oI 2x4 2x4 2x4 4.60 9-0.0 4-8-0 4-8-0 LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.27 Vert(LL) 0.01 4/3 999 M20(20ga) 258/216 TCDL 7.0 Lumber Increase 1.33 BC 0.13 Vert(TL) 0.02 4/3 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 3 n/a BCDL 10.0 Code SSBC Min Length/LL deft=360 Weight:30(Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD 1-4:6-3-0,3-4:6-3-0. WEBS 2 X 4 SYP No.3 REACTIONS (lbs/size) 1=409/0-3-8,3=409/0-3-8 Max Horz 1=-147(load case 2) Max Uplift 1=-126(load case 4),3=-126(load case 4) FORCES TOP CHORD 1-2=-357,2-3=-357 BOT CHORD 3-4=292,1-4=292 WEBS 2-4=87 NOTES 1)This truss has been designed for the wind loads generated by 110.0 m.p.h.winds at 17.0 feet above ground level,using 7.0 p.s.f.top chord dead load and 10.0 p.s.f bottom chord dead load,50.0 miles from hurricane oceanline,on a category I enclosed building,of dimensions 45.0 by 24.0 with exposure C(SBCCI 1205.1-1988). Lumber Increase= 1.33,Plate Increase= 1.33.Both end verticals are exposed. LOAD CASE(S) Standard MAY 17 1994 A&WARNING-Verify design parameters and READ NOTES ON THIS AND REVERSE SWE BEFORE;USE. l�.r Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and Is for an Individual building component to be � Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction Is the responsiblity of the erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult GST-88 Quality Standard,DSB-89 Bracing Specification,and HIB-91 MiTek Industries,Inc. Handling Installlnq and Bracing Rocommondatlon available from Truss Plate Institute,583 D'Onofrio Drive,Madison,VVI 53719. Job Truss Truss Type Qty Ply 103322R T07GE 1 1 TERRELL CONST,L21/98 ATL.BCH P415298 -GRANGERTR ps 5— —` -" -000 s ay-T2-1994-MiTeklndustties,lnc-Tue-14fay 1T14 3 351994-Page 1 4-9-0 �—4-9-0 49-0 5x5 &000[T2 rr � o 2x4 2x4 ao-o aao LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.00 Vert(LL) 0.00 / "" M20(20ga) 258/216 TCDL 7.0 Lumber Increase 1.33 BC 0.00 Vert(TL) 0.00 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a BCDL 10.0 Code SSBC Min Length/LL dell=360 Weight:44(lbs) LUMBER BRACING TOP CHORD 2 X 6 SYP No.2 TOP CHORD Sheathed BOT CHORD 2 X 4 SYP No.2ND BOT CHORD 1-3:6-0-0. OTHERS 2 X 4 SYP No.3 FORCES NOTES 1)Gable requires continuous bottom chord bearing. LOAD CASE(S) Standard MAY 17 1994 WARNING-Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE V.&K. eiiiommo.r Design valid for use only with MITek connectors.This design is based only upon parameters shown,and is for an Individual building component to be � Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only.Additional temporary bracing to insure stability during construction Is the responslblllty of the erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult GST-88 Quality Standard,DSB-89 Bracing Specification,and HIB-91 MITek Industries,Inc. Handling Installlnq and Bracing Recommendation available from Truss Plate Institute,583 D'Onotrlo Drlve,Madison,VVI 53719. Job Truss Truss Type aty Ply 103322R T08 ROOF TRUSS 7 1 TERRELL CONST L21/B8 ATL.BCH P415299 s fviay s. " — OOO 12-i934 GRANGER-TRUSS­S p -Mi eTeWIndustnes,Inc-ie -Vlay iT14 43 54-1994-Page 1-� 5.5-7 � sy7 s-ae _ - s-o-e �— 5-5-7 44 3 8.0007 2x4 \ 2x4 V 2 4 0 O I I 7 6 3x4 3x8 3x4 3x4 10-&0 21-0-0 10.8.0 10-" LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.47 Vert(LL) 0.26 7/5 954 M20(20ga) 258/216 TCDL 7.0 Lumber Increase 1.33 BC 0.66 Vert(TL) 0.41 7/5 609 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.03 5 n/a BCDL 10.0 Code SSBC Min Length/LL defl=360 Weight:85(Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 4-1-11 on center purlin spacing. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD 1-7:6-0-8,6-7:6-3-0,5-6:6-3-0. WEBS 2 X 4 SYP No.3 REACTIONS (lbs/size) 1=97310-3-8,5=973/0-3-8 Max Horz 1=-341(load case 2) Max Uplift 1=-300(load case 4),5=-300(load case 4) FORCES TOP CHORD 1-2=-1186,2-3=-859,3-4=-859,4-5=-1186 BOT CHORD 5-6=974,6-7=974,1-7=974 WEBS 2-7=-317,3-7=574,4-7=-317 NOTES 1)This truss has been designed for the wind loads generated by 110.0 m.p.h.winds at 17.0 feet above ground level,using 7.0 p.s.f.top chord dead load and 10.0 p.s.f bottom chord dead load,50.0 miles from hurricane oceanline,on a category I enclosed building,of dimensions 45.0 by 24.0 with exposure C(SBCCI 1205.1-1988). Lumber Increase= 1.33,Plate Increase= 1.33.Both end verticals are exposed. LOAD CASE(S) Standard MAY 17 1994 I WARNING-Verify design parameters and READ NOTES ON THIS AND REVERSE SICE BEFORE USE. ��rr Design valid tot use only with MITek connectors.This design Is based only upon parameters shown,and is for an Individual building component to be � installed and loaded vertically, Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of individual web members only.Additional temporary bracing to Insure stability during construction Is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult QST-88 Quality Standard,DSB-89 Bracing Specification,and HIB-91 MiTek Industries,Inc. Handling Installing and Bracing Recommendation available from Truss Plate Institute,583 D'Onofrlo Dilve,Madison,WI 53719. Job Truss Truss Type Qty Ply 103322R T09 ROOF TRUSS 1 1TERRELL CONST L21/B8 ATL BCH P415300 -GRANGERTRQ 3S­p-§.— ------ -- ---"—" --" - oWs May 1Z-1994-MiTek Industrics—inc:-Tue May'fT14 44-1TTg94-Faye I- 4-8-7 9o-0 14-10-1 __z- 48-7 4-3-9 5-10-4 59-12 48 2x4 3x4 3 4 5 /j 8.000 / 3x6 � \\ / �\ Zrp d I z 10 9 8 7 6 2x4 3x4 3x4 3x8 3x4 3xIG 11 i 48-7 9.0-0 r— 14-10-4 I 20-8-0 21'0-0 48.7 43-9 510-4 5-9-12 0-40 LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.53 Vert(LL) 0.06 10/9 999 M20(20ga) 258/216 TCDL 7.0 Lumber Increase 1.33 BC 0.32 Vert(TL) 0.09 917 999 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.02 6 n/a BCDL 10.0 Code SSBC Min Length/LL defl=360 Weight:111(Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND*Except* TOP CHORD Sheathed or 4-2-4 on center purlin spacing, 5-6 2 X 4 SYP No.3 except end verticals. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied,or 10-00-00 on center bracing. Except: WEBS 2 X 4 SYP No.3 1-10:6-3-0,9-10:6-3-0,846-3-0,7-8:6-3-0. WEBS 1 Row at midpt 3-7,7-5 REACTIONS (lbs/size) 1=960/0-3-8,6=960/0-3-8 Max Horz 1=382(load case 3) Max Uplift 1=-239(load case 3),6=-347(load case 3) FORCES TOP CHORD 1-2=-1301,2-3=-955,3-4=-649,4-5=-649,5-6=-903 BOT CHORD 6-7=0,7-8=794,8-9=794,9-10=1067, 1-10=1067 WEBS 2-10=89,2-9=-340,3-9=304,3-7=-208,4-7=-426,5-7=948 NOTES 1)This truss has been designed for the wind loads generated by 110.0 m.p.h.winds at 17.0 feet above ground level,using 7.0 p.s.f.top chord dead load and 10.0 p.s.f bottom chord dead load,50.0 miles from hurricane oceanline,on a category I enclosed building,of dimensions 45.0 by 24.0 with exposure C(SBCCI 1205.1-1988). Lumber Increase= 1.33,Plate Increase= 1.33.The left end vertical is exposed and the right end vertical is not exposed. 2)Provide adequate drainage to prevent water ponding. LOAD CASE(S) Standard MAY 17 1994 lam' A WARNING- Verify design par+amekers and READ NOTES ON THIS AND REF'E.RSE S.IDE BEFORF USE. M11MMTM Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and Is for an Individual building component to be � Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to Insure stability during construction Is the responsibility of the erector.Additional permanent bracing at the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult CST-88 Quality Standard,DSB-89 Bracing Specification,and HIS-91 MITek Industries,Inc. Handling Installlnq and Bracing Recommondation available liom Truss Plate Institute,$83 D'Onotrlo Drive,Madison,WI 53719. Job Truss Truss Type Oty Pry 103322R T10 ROOF TRUSS 1 1TERRELL CONST.L21/B8 ATL.BCH, P415301 GRAIaG p s. 000 s May 12-1994 MTekTndustries"Tnc Tue May-17T4 44-28 1994 Aga 6-ao B-o-o 8.000 P2 �i c v 0 I 2x4 B-o-o rsao LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (loc) Udell PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.63 Vert(LL) 0.04 1/3 999 M20(20ga) 258/216 TCDL 7.0 Lumber Increase 1.33 BC 0.15 Vert(TL) 0.06 1/3 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a BCDL 10.0 Code SSBC (Matrix) Min Length/LL deft=360 Weight: 17(lbs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied,or 10-00-00 on center bracing. REACTIONS (lbs/size) 1=268/0-3-8,3=57/0-3-8,2=211/0-3-8 Max Horz 1=249(load case 3) Max Uplift 2=-226(load case 3) Max Vert 1=279(load case 5),3=57(load case 1),2=211(load case 1) FORCES TOP CHORD 1-2=-120 BOT CHORD 1-3=0 NOTES 1)This truss has been checked for unbalanced loading conditions about joint 2. 2)This truss has been designed for the wind loads generated by 110.0 m.p.h.winds at 17.0 feet above ground level,using 7.0 p.s.f.top chord dead load and 10.0 p.s.f bottom chord dead load,50.0 miles from hurricane oceanline,on a category I enclosed building,of dimensions 45.0 by 24.0 with exposure C(SBCCI 1205.1-1988). Lumber Increase 1.33,Plate Increase= 1.33.Both end verticals are exposed. LOAD CASE(S) Standard MAY 17 1994 AN+ARNING-Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid lot use only with MITek connectors.This design Is based only upon parameters shown,and Is for an Individual building component to be � Installed and loaded vertically. Appilcobility of design parameters and proper incoiporailon of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only.Additional temporary bracing to Inswe stability during construction is the tesponsiblllty of the elector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult OST-88 Quality Standard,DSB-89 Bracing Specification,and HIB-91 MiTek Industries,Inc. Handling Installlna and Bracing Recommendation available from Truss Plate Institute,583 D'Onofrlo Drive,Madison,WI 53719. ----------------------------------- P44Y-12-94 THU 10 :4E AM TEPP.ELL-CONSTRUCTION-INC 904 221 75:=:8 P. 0 A RCUITECT/MINRaRS CARTIFiCATION COASTAL CONSTRUCTION COAL: FOR ALL 1!AJOR STRUCTURES TO BE LOCATED WITHIN CiTX or ATLANTIC DEACH, FLORIDA APPLICANT'S NAHE_0cast.a1 Forbis, Inc-. PHONE NO.285-5352 DATE 5/11/94. OWNER NAME: I� Conrad urgens R.E. TAX No, TYPE OF PR051•CT.- (_ New Home ( )Residential Addition ( )Garage ( )Pool ( )Now Commercial ( )Commercial Addition ( )Other 911 STREET ADRE881 ( ) Hs claim the structure to be exempt as follows : ( ) oarage with no provision for occupancy - detached one and two family only ( ) Pier, pock, etc. ( ) Other (specity) _ I also certify that no structure listed above may be remodeled z converted to a non-exempt use without being upgraded to fully comply with the ordfinance. Signed: Date. �r ���w��r w r.w r r w w w M w�w,.�M...,w w M y w w M M M M w w w r,.w w r r r r w r•r�w w w w r r���� CCRTIFICATI ON This certifies that the plans and APeeificatiors submitted ai,,- sealed by the undersigned meet all ariteriai" set forth by the Cit , of Atlantic Reach Coastal Construction Code. Roof covering is exempt from the 110 taph requirements of the Coastal Construct:.c„ Code, but meet all the other requirements of the City of Atlanc: c Beach Building Cod6. _ (VThe structure including foundation, frame, roof decking, exterior Walla and floors has been designed for wind loads of 110 mph, with all design Complying with ,,the 199f , Chapter 12 . Standard Building Code. w 4,•rr w wwr wr w Mr•rYrrwMwbA�����wMwM w..r�M w.►r�wM-Mw w r--ww r-ww-M--r w r-.. - Hindows, doors and all other exterior devices comply with ti.: 110 mph wind load. •'••�/ (1�) The structure is' located outside the urea a►ff forces, OR ectad by uav_ ( ) The structure is Capable of Withstanding Have forces results::;: from a wave crest height of feet above MSG include:,.: uplift forces►, wrw-rwwwrw---------------MMlrwrhw•Mti-------- ---------- ( ) The structure is located in FIA Zone Aand the foundatic,.: design has considered poasibiq exposure to water and erosi..::, OR , (V The structure is located in FIA Zone X and the foundation wi : , not be exposed to hydrodynamic, hydrostatic loads or watt; scour, OR t . t ) Foundation design has beaA Cpplpleted with floor elevati:::. above the specified Stillwater elevation, and to resist way.: hydrodynamic, hydrostatic and wind loads xctlna simultant-m„tt .. .... � � �. .. v I li I �..._ ... _� ,.�.I��- T � �� , _ �. : � . . , _� � , . . , . ... �. i I.�. _ _ � .I !I �i � .�. �i� � -_. � .... - _ ,. i � _..,.,,.�,,.., �� .. i. 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