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Permits 2389 Maypport Rd (vault) ! 9 ®s • JOB ADDRFM 2389 MAYPORT ROAD TYPE WORK New Best Western Motel Kirit Patidar Days Inn - (912) 384-5190 PROPERTY OWNER Mayport Properties TELE NONE (912) 560-2901 COATMCTOR NCNB (Fred Carlo) T.RI.EPSONE 912-244-8737 Fax: 912-244-5225 PE LWTATUIfiM 19973 DATE Local 249-7223 MSPECHON& FOOTMG fo''1-Ov ✓Q _ ,YeX 'VAB lZ G-Z4-J�c�v ,. S0�90 U UIR 13VER UP EVSUTATION FINAL BUILDING LATE OF OCCUPANCY !- 3-C)/ ELECMCAL PE ARM AO a 9-64L) and j/oo.� INSPECTIONS ROUGE - -cry -o 4 FINAL 41-2- 9-go /2-Z-Z-s-o MECFI MC.4L PERAM ;40 -1 9 INSPECTIONS ROUQF )o-6-00 ti FINAL - -D PLDAINGPF.RIb M QQaQ I INSPECTIONS ROUGB/UNDERSLAB wa TOPOUT 9-1 Y-0 v s-20 of -C2-ZZ-vd WATI �'ER FINAL NOTE�. Construction Trailer - 4/4/00 419836 G Tree Removal - 4/4/00 19835 �i-1 Z civ 4(�AWUA . - 10-S-00 ao4a3 BUILDING ENVELOPE SYSTEMS COMPLIANCE CHECK 401 . ------GLAZING--ZONE 1------------------------------------------------v- Elevation Type U SC VLT Shading Area (Sgft) --------- --------------- ---- ---- ---- -------------- ---------- North Commercial 0 . 92 . 88 . 89 None 24 Total Glass Area in Zone 1 = 24 Total Glass Area = 24 402 . ------WALLS--ZONE 1------------------------------------------------ --- Elevation Type U Insul R Gross (Sgft) --------- -------------------------------- ----- ------- ------- ---- North 1/2"STUCCO, PW, 2X4,R-11, 5/8"GYPBO . 080 11 96 East 5/8"DW/2X4/5/8"DW . 081 11 240 South 5/8"DW/2X4/5/8"DW . 081 11 96 West 5/8"DW/2X4/5/8"DW . 081 11 240 Total Wall Area in Zone 1 = 672 Total Gross Wall Area = 672 403 . ------DOORS--ZONE 1------------------------------------------------ Elevation Type U Area (Sgft) --------- ------------------------------------------ ----- ---------- South 1-3/4 Steel Door-Solid core flush 0 . 40 20 Total Door Area in Zone 1 = 20 Total Door Area = 20 404 . ------ROOFS--ZONE 1------------------------------------------------ --- Type Color U Insul R Area (Sgft) ------------------------------------ ------ ----- ------- ---------- Shngl/1/2"WD Deck/WD Truss/9" B Light 0 . 027 30 360 Total Roof Area in Zone 1 = 360 Total Roof Area = 360 405 . ------FLOORS-ZONE 1------------------------------------------------ --- Type Insul R Area (Sgft) ------------------------------------------------ ------- ---------- Floor over Conditioned Space/Insulated 19 360 Total Floor Area in Zone 1 = 360 Total Floor Area = 360 406 . ------INFILTRATION--------------------------------------------- ----- --- ( CHECK Infiltration Criteria in 406 . 1 .ABCD have been met . MECHANICAL SYSTEMS CHECK ------------------------------------------------------ --- --- HVAC load sizing has been performed. (407 . 1 .ABCD) 407 . ------COOLING SYSTEMS----------------------------------------------- --- Type No Efficiency IPLV Tons ---------------------------- --- ---------- ----- -------------- 1 . Packaged Terminal Unit 1 9 . 0 0 0 . 80 408 . ------HEATING SYSTEMS----------------------------------------------- --- Type No Efficiency BTU/hr -------------------------------- --- ---------- -------------- 1. Packaged Terminal Unit 1 2 . 84 3600 409. ------VENTILATION--------------------------------------------------- --- ( CHECK Ventilation Criteria in 409 . 1 .ABCD have been met . 410 - -----AIR DISTRIBUTION SYSTEM---------------------------------------- - -- CHECK -------------------------------------------------------- Duct sizing and design have been performed. (410 . 1 .ABCD) AHU Type Duct Location R-value ----------------------------------- ---------------------- ------- 1 . Air Source Heat Pump No Ducts 0 CHECK ---------------------------------------------------------- ---- --- Testing and balancing will be performed. (410 . 1 .ABCD) 411 . -----PUMPS AND PIPING-ZONE ----------------------------------------- --- Basic prescriptive requirements in 411 . 1 .ABCD have been met . PLUMBING SYSTEMS 411 . -----PUMPS AND PIPING-ZONE 1--------------------------------------- --- Type R-value/in Diameter Thickness ------------------------ ---------- -------- --------- 412 . -----WATER HEATING SYSTEMS-ZONE 1---------------------------------- --- Type Efficiency StandbyLoss InputRate Gallons ELECTRICAL SYSTEMS CHECK 413 . -----ELECTRICAL POWER DISTRIBUTION---------------------------- ----- --- Metering criteria in 413 . 1 .ABCD have been met . 414 . -----MOTORS--------------------------------------------------- ----- --- Motor efficiencies in 414 . 1 .ABCD have been met . 415 . -----LIGHTING SYSTEMS-ZONE 1--------------------------------------- --- Space Type No Control Type 1 No Control Type 2 No Watts Area (Sgft) ---------- --- -------------- --- -------------- --- ------ ---------- Guest Room 1 On/Off 7 420 360 Total Watts for Zone 1 = 420 Total Area for Zone 1 = 360 Total Watts = 420 Total Area = 360 CHECK Lighting criteria in 415 . 1 .ABCD have been met . 16 . Operation/maintenance manual will be provided to owner. (102 . 1) ---------------------------------------------------------------------------- _ — DDAMA -- ESC • '. �p ,Og D OC R NMA # 631 r Lo J16 r- `�I9 J15 r 17 P`^t C J16 B- ach CJ'�5 A7 N' ,,!; `,swz Anel rnivl AQ to A3 CnY 0r P R0 V ANG NTjc 80 4 2©u NUS2 N 26 CJ15 CJj6 r CJ17 OJIG Lod a- Q Cj17 r— ,SUPPORT REPORT JOB DESCRIPTION: 563113 WIND CODE : CURRENT SBCCI WIND MPH: 100 BLDG TYPE : CLOSED TRUSS TRUSS SUPPORT SUPPORT BEARING BEARING REACT. REACT. MAX WIND DESC SPAN-ft SIZE-in. TYPE XLOC-ft . YLOC-ft . MAX. +# MAX. -# UPLFT. -# A1 (2PLY 30 . 000 3 . 500 WALL 0 . 000 27 . 188 1818 - -1100 Al (2PLY) 30 . 000 3 . 500 WALL 29 .708 27 . 188 1818 -1100 -- - - -- -- - - - -- -- -------- - - - - - - - - -- - -- - - --- - ----------- -- - --- - - - - --- - - - - - - - -- -- - - A2 30 . 000 3 . 500 WALL 0 . 000 27 . 188 1683 -660 A2 30 . 000 3 . 500 WALL 29 . 708 27 . 188 1683 -660 -- - - -- -- - --- --- --------- - -- - - - - ----- -- ----------- - -- - -- - -- - - - - -- -- - - -- - - -- - - -- - A3 30 . 000 3 . 500 WALL 0 . 000 27 . 188 1677 -660 A3 30 . 000 3 . 500 WALL 29 . 708 27 . 188 1677 -660 -- - --- ---- - - - -- - ------- - - -- - - - - ---- - ------ -------- -- -- - -- - - --- - - -- - - - ---- - - ---- A4 30 . 000 3 . 500 WALL 0 . 000 27 . 188 1671 -660 A4 30 . 000 3 . 500 WALL 29 . 708 27 . 188 1671 -660 ------ -- - -- -- -------- --- --- - - - - ----- - - --- -- ---------- --- - - - - -- - --- - - - -- - --- ---- A5 30 . 000 3 . 500 WALL 0 . 000 27 . 188 1664 -660 A5 30 . 000 3 . 500 WALL 29 . 708 27 . 188 1664 -660 -- -- -- -- - --- - -- --------- - -- --- - - - -- - ------- --------- - -- - -- - - - -- - - - - - - --- - -- -- -- A6 2PLY 30 . 000 3 . 500 WALL 0 . 000 27 . 188 1772 -1060 A6 2PLY 30 . 000 3 . 500 WALL 29 .708 27 . 188 1772 -1060 -- - --- ------ - ----------- - - - - - - - -- --- - - ---- -------- - -- - - - -- - - - -- - -- - - - - - - - -- --- - A7 30 . 000 3 . 500 WALL 0 . 000 27 . 188 2262 -1360 A7 30 . 000 3 . 500 WALL 29 . 708 27 . 188 2262 -1360 --- - - - --- - -- -- -- -------- - - - - - - -- - -- - - - --------- -- - ---- - - - - - - - -- - - - - - - - ----- - --- B8 10 . 000 3 . 500 WALL 0 . 000 27 . 188 551 -210 B8 10 . 000 3 . 500 WALL 9 . 708 27 . 188 551 -210 -- - --- -- -- - - ----------- - - - - -- - -- ---- - - ---- ------- -- - - - - -- - - - - - - -- - - - - - ------ --- B9 10 . 000 120 . 000 WALL 0 . 000 27 . 188 1099 -790 ---- - - -- -- - --- - - - - ------ - -- - - -- - - - - - - -- --- ----- --- - - -- - --- - - - - - - -- - - - - - - - - - --- - C10 5 . 604 3 . 000 AHU26 0 . 000 27 . 188 1353 -840 C10 5 . 604 3 . 000 AHU26 5 . 354 27 . 188 1307 -880 -- --- - - --- - - --- - ----- -- - - -- - - - - - - -- - --- -- ----------- - - - --- - - - - - --- - - - - - - --- - --- D11 13 . 167 3 . 500 WALL 0 . 000 27 . 188 749 -200 D11 13 . 167 3 . 000 AHU26 12 . 917 27 . 188 721 -420 -- - - - - ----- - - -------- -- - --- - - - --- --------- --------- - -- - --- - --- - -- - - - -- - - -- ----- D12 13 . 167 3 . 500 WALL 0 . 000 27 . 188 746 -220 D12 13 . 167 3 . 000 AHU26 12 . 917 27 . 188 718 -380 -- - - -- -- - - -- -- --- -- ------ - - - -- ------ - - ----------- -- - -- - -- - -- -- -- -- - - ----- ------ EJ13 7 . 000 3 . 500 WALL 0 . 000 27 . 188 401 -230 EJ13 7 . 000 1 . 500 NAILED 7 . 000 27 . 188 116 -180 EJ13 7 . 000 1 . 500 NAILED 7 . 000 31 . 418 256 -290 --------- -- ----------- - --- - - - - -- - - - ---- --------- -- -- - -- - - - - -- --- - - --- - -- - -- -- HJ14 DBL 9 . 899 7 . 000 WALL 0 . 000 27 . 188 298 -180 HJ14 DBL 9 . 899 3 . 000 NAILED 9 . 899 27 . 188 351 -440 HJ14 DBL 9 . 899 1 . 500 NAILED 9 . 899 31 . 414 219 - - -- ------- ----- --- -- - --- - - - - -- -- - ------- ----- ------ - - -- --- ------------- ----- CJ15 4L 5 . 037 3 . 500 WALL 0 . 000 27 . 188 292 -180 CJ15 4L 5 . 037 1 . 500 NAILED 5 . 037 27 . 188 81 -190 CJ15 41, 5 . 037 1 . 500 NAILED 5 . 037 30 . 146 182 - - -- --- - -- -- -- - - ------ - - - -- - -- - --- ------------ --- -- - - - ----- -- --- - - ------- ---- CJ16 4L 3 . 037 3 . 500 WALL 0 . 000 27 . 188 181 -180 CJ16 4L 3 . 037 1 . 500 NAILED 3 . 037 27 . 188 45 -180 CJ16 4L 3 . 037 1 . 500 NAILED 3 . 037 28 . 980 106 -- --- - -- --- - -- ---- - --- - -- - - - -- -- - -- - -- - -------- - - - - --- - - - -- - -- -- --- -------- CJ17 4L 1 . 037 3 . 500 WALL 0 . 000 27 . 188 74 -180 CJ17 4L 1 . 037 1 . 500 NAILED 1 . 037 27 . 188 12 -180 CJ17 4L 1 . 037 1 . 500 NAILED 1 . 037 27 . 813 27 - -- --- -- - - - -- - - ----- - - - - - - - - -- - - - - - --- - - ------- - -- - - - -- - -- ----- - - --- - - ----- - HANGER SUMMARY FOR: 5631B - - Quantity Hanger ----8---==----=====AHU26 e FACE MOUNT HANGERS f DYnauiao� how— o PailirmbLoft x� S" Hrd�► Sfe M H 8 Fra Joist ( Roolr 815117 Roof float S+�or Roof 1 100 1 I HU3.31/14 MIN 3546 133/4 I 2'/2 1 20-164 I 8-10d 1 1205 1 1445 1 2680 1 3080 1 3350 1 2320 ' 2670 1 2900 3/.x 14 4355 13015 ' 3470 1 3T70 HU3.31/14 MAX 36/,e 133/5 2/Z 26-164 12-104 11810 2015 13485 14005 31/ x 7'q U46 3+/,e 4�/ 2 8-164 4-104 590 710 1065 ' 1225 1 1330 ! 920 I 1060 1150 HUS48 39/,e 61s/,s 1 2 6-16d I 6.16d 1165 1 1165 1 1505 1 1730 i 1885 1240 1425 1550 j 31/2 x HU48 MIN 133/,e I 6'3/,s 2'/2 I 10.16d 4-1 Od I 605 ! 725 1340 1540 11675 ' 1160 ' 1335 . 1365 7'/4-9t/2 i HU48 MAX i 39/16 i VAG 2'/2 14-160 6-1 Od 905 1 1085 1875 2155 2345 1625 1870 2030 HHUS48 3s/a T 7 1 3 22-16d I 8-164 12000 2000 1 3885 14465 1 4855 '. 3275 3765 ' 4095 HGUS48 35/e I 6"As I 4 I 36.16d 10-16d 1 2650 r 2650 i 6245 ' 7185 ! 7810 5335 6135 ! 0000 32/,69h 2 18 104x11/2 2-104x1'/2 245 255 730 835 910 625 V 720 780 I n? 020 7110 770 UT410 36/,6 9' 2 8-10d 2-10dx1' . 245 255 890 11 . i 885 LI /4 960 MIU49 39/,6 83/a 21/2 I 14-16d 2-10dx1% 1240 255 1860 12140 2330 i 1610 1850 - 2010 0. i 9'/,-14 U410 39/,e 83/3 2 14-16d 6-104 ( 890 1065 1860 12140 2330 1610 1850 2010 C HUS410 39/,e 815/,s I 2 8-16d 9-16d 1 2160 2590 2010 7310 ' 2510 i 1650 . 1900 ; 2065 ,1 HU410 MIN 139/,s 858 2'/2 14-16d I 6-1Od ! 905 I 1085 1875 2155 2345 1625 1870 . 2030 HU410MAX l 39/,e 8% I 21/2 I 18-16d 10-10d j 1505 , 1810 j 2410 ! Z775 ! 3015 2090 2400 i 2610 3"2 x HHUS410 358 ! 9 1 3 1 30-16d 1 10-16d 1 2855 3430 5190 5900 1 5900 4385 5040 5480 9'/4-20 I HGUS410 I 35/e j 8"/,s j 4 1 46-16d ( 12-16d 13415 ' 4100 ( 7890 8665 i 8665 6745 7755 8430 --j IUT412' � 111/5 I 2 10-10CtW2 2-1Odx1�12 1 245 I 255 I 910 11045 1 1140 I 780 1 895 ! 975 10-10d 12-10dxt'/2 1 245 I 255 i 1110 1275 I 1390 960 1105 ! 23CO 3'2 x MIU411 139/,6 ! 111/8 ' 2''2 ! 16-16d 2-10dx1',2 240 255 ' 2130 2445 2660 1840 2115 C 11'4.16 1 0414 39/,s t 10 i 2 ' 16-16d i 6.1 Od I 890 1065 1 2130 2445 2660 1840 2115 ZUCO HU 412 ( 39/,6 10,} 2 10-16d 10-16d 2700 3240 2510 2885 ; 3140 2060 2375 2580 HU412 MIN 39/,6 ! 105/•s 1 21,,2 16-16d 6-1 Od 905 1085 2145 2465 2680 1850 2135 . 237-IJ HU412 MAX 139/,5 105116 21/2 22-16d 10-10d 1505 1810 2950 - 3390 3685 2500 2935 3190 1 3/a X78 HGUS412 358 1016 4 5o"-16d 14.16d 3985 1 4780 9535 ; 10965 111335 8155 9380 10195 ! i 1 1 IV, 139/16 ! 1278 2 12-10dx1?,2 2-10dx1V2 1 245 1 255 1090 ' 1255 1365 I 935 ! 1075 1170 39/16 12'18 i 2 I 12-IOC 121Odx11/, 245 255 1330 i 1530 I 1665 ! 1150 1325 1440 39;6 1 13% 2 14-10dx1 2 2-104x1':2 245 255 1275 1465 ! 1590 1090 1250 1365 IUT414 39/,6 I 133/. I 2 I 14-10d 12-tOdxt'/2 j 245 I 255 1 1555 ' 1785 1940 i 1345 ' 1545 1680 3,,2 x MIU413 139/,6 1234 I 2'/2 I 18-t6d 12-1Odx11/2 1 240 255 2395 12755 2990 12070 2380 12590 14-20 i MIU414 139/,s 13','5 21,2 18-16d i 2-lodx1'/2 240 ! 255 2395 2755 2990 2070 2380 2590 HU414 MIN 139/is i 123/6 I 21/2 ! 18-16d I 8-10d ! 1205 1445 2410 1 2775 i 3015 1 2090 2400 2610 HU414 MAX 139/16 i 12'8 21/2 24-16d i 12.10d i 1810 2170 3215 3700 ! 4020 : 2785 3200 3780 Z HU416 MIN 139/16 1 13% I 21/2 ! 20-16d 1 8-1 Od i 1205 1445 2680 3080 3350 2320 2670 2900 z I HU416MAX 39/,s-1 1359 1 21'2 ! 26-16d ! 12.10d i 1810 11 2015 3485 14005 i 4355 3015 3470 3770 HGUS414353 127',8 ! 4 66-164 I 16-164 i 45x5 5000 1 11180 11335; 11335 9565 . 11000 11335 Tzx IUT416 j 391,6 ! 15'1 2 161Odx1'2 210dxt'/2 245 255 11455 1675 11820 1250 1435 1520 1920 16-24 j V/ie 153, ! 2 16-10d ; 2-10dx1'/2 245 255 11775 2040 I 2165 1535 1765 . MIU416 V/,6 151, a 2'. 20-16d 12-104x1'72 240 1 255 ! 2660 : 3060 13325 2300 2645 2870 16'/Z 29 MIU418 39/,s 1T/� 2'/2 22-16d 2-10dxt'/2 I 240 255 2925 3365 13420 2530 2910 3160 0 3'z x MIU420 13913 I 19'/, 2'.Z ; 24-i6d 12-1Odx1Y2 ( 240 I 255 3190 13670 3705 1, 2760 3175 3450 m 20-30 4 x HU4.12/9 4'/s 8% 2'/2 18-16d i 10-10d 1505 1810 2410 2775 3015 2090 2400 t 2610 91/2-11'/a HI 12/11 4'/8 1057,6 21/2 22-16d 10-10d 1505 1810 2950 3390 3685 2550 2935 3190 4'-4 4%x LmIU4.759 I 40/4 i 91/,s ! 2'1 14.16d 12-10dx1'/2 I 240 255 1 1860 2140 2330 i 1610 i 1850 1 2010 9',.,-14 U3510-2 I 43/, ! 8% i 2 14-16d 6-1 Od 890 1065 1 1860 2140 . 2330 1610 1850 2010 SL 41/2-4%x MIU4.75i11 43/4 111/ I 2'/ 16-164 2-lOdxl'/ 240 I 255 2130 ' 2445 2660 1840 12115 123CO 11'/4'18 U3512-2 4014 ill/, 1 22 16-16d 6-1 Od 2 890 1065 2130 2445 2660 1840 1 2115 2300 4516 x MIU4.75'14 4011 131.14 1 2',2 I 18-164 2 10dx1L2 240 ! 255 2395 27552990 : 2070 2380 2530 3 14-22 HU3514.2 43/4 ' 1314 ! 2'.z 18-16d I 8-1 Od 11205 1445 2410 2775 13015 2090 ! 2400 2610 Q 86 1351U4.75/16 40/4 i 159/,s 21/2 j 20-16d 2-10dx1'/2 240 255 2660 13060 1 3325 1 2300 2645 2875 31 41/,16 424 x 3516.2 MIN 43/4 ! 151/4 I 2'/2 20-16d 8.1 Od 1205 1445 2680 ' 3080 13350 2320 2670 2900 6-2 MAX 434 I 15',1 i 2'/2 ! 26-16d 12-10d 1810 2015 3485 , 4005 4355 3015 ' 3470 3770 v I 4'18428518 x 1 MIU4.75i18 43/4 ! 179/,e 2'.z 1 22-16d 12.10dxl'/2 1 240 255 2925 3365 3420 1 2530 ! 2910 3100 i4,2 4518 x I MIU4 75120 ( 40, I 199j,s ' 2' I 24 16d 2.1 04x1'2 240 I 255 3190 r 3670 3705 ! 2760 . 3175 3450 20-30 4U-35 -2 MIN I 43 i ' 19'4 i 21.2 ' 20-16d ! 8-1 Od 1205 1445 2680 3080 1 3350 2320 2570 2900 L HU3520 2 MAX I 43, 19% I 1 ' 4355 ! 3015 3470 ; 3770 2 2 26 i6d 12 104 11810 2170 j 3485 4005 1.See Conversion Chart,page 7 for altemate nails. 4. Roof loads are 125'0 of floor unless limited by other criteria. 6 MIN ming quantity and load values- 2. 1 C common nails or 16d sinkers (9 a x 31. Floor loads ma to adjusted for other!oad durations according o fill of round holes:MAX pairing quantity and may be used instead of specified 16d nails at the code.proviCed they do not exceed those in the roof column' load values—fill all round and tnargle holes. 0.84 of the table!oad value. 5. Uplift leads nave been Increased 33%and 60°8.'or wind or earth- 7.Couble shear hangers--joist nails must to 3. 164 sinkers(9 ga x 31/, )may`•e used Instead cf quake!cac rmth no'unher'.ncrease allowed.Reduce b 33% driven at an angle through Pig,=me the sceclfied 1 Cd commons with^o,oad recccron. arc^'C','or-crural'wing sucn as n cantilever constn c ion. header to obtain table loads. 37 f THIS DRAWING SPECIFIES REPAIRS FOR A TRUSS WITH CRACKED Oil BROKEN WEBS. THIS DESIGN IS VALID ONLY FOR SINGLE PLY TRUSSES WITH 2X4 13, STUD, OR STANDARD CRACKED OR BROKEN WEBS. NO MORE THAN 1 CRACK OR BREAK PER WEB•AND 2 CRACKED OR BROKEN WEBS PER TRUSS ARE ALLOWED. CRACKED OR BROKEN WEB CONTACT THE TRUSS MANUFACTURER FOR ANY REPAIRS THAT DO NOT COMPLY WITH THIS DETAIL. REPAIR DETAIL (B) - DAMAGED AREA, 0" MIN TO 12" MAX LENGTH OF CRACK OR BREAK IN WEB, (S) LENGTH OFABS, SAME SCAR MUST RBE TH SPECIES R OF: MEMBER. MINIMUM 1. 88" + LENGTH OF DAMAGED AREA (B), MINIMUM OF 34" ON BOTH SIDES OF THE DAMAGED AREA. OR 2. 80% OF THE ORIGINAL WEB LENGTH. ATTACH ONE SCAB TO EACH FACE OF THE WEB WITH A DOUBLE ROW OF 10d COMMON NAILS SPACED 4" OC STACGEIIID. REFER TO NAIL SPACING DETAIL FOR ADDITIONAL NAIL SPACING 34" MIN INFORMATION. NOTE: FIELD REPAIRS MUST COMPLY WITH ALPINE DESIGNS AND B SPECIFICATIONS. 10d COMMON (0.148" x 3") NAILS. 34" MIN DOUBLE FLOW, STAOGERED f 3 h" OC + - BACK FACE fir\ ATYPICAL}" 0 - FRONT FACE 1" 54A006 i,.. +T 0 + a + 0 + 0 + 3-1 j2" 2x4 #3, STUD, Olt STANDARD 1" WEB ONLY, ANY SPECIES NAIL SPACING DETAIL THIS DRAWING REPLACES DRAWINGS lIC25094073 & 958,049 TRUSS REPAIR PLO REF WEB REPAIR DANAG[D TRU;;C; ItKi ;[ CAPCftA.IY[VALUATED t0 R£iCRNiM Tti[ CXTCkI f7f MIb1[C A' "No AATE�____0�25 99 AHD TtC FCASIttItIY nr REPAIR,IN SINt CASES TIC PRUMNI SOLUTION IS tO SCRAP TtK p tpUS3CS AND REPU LO.INTERNAL VWD VIER DANAGC .19 CXCCSS `y �IId) Tei , DR4G REPWEBSC0699 [TART CID,StRCSS fROIt}ENDING OR SIIOCX CANNAim AND JOT 6E READILY DETECTED. INEREFORC, Ml qq I t CAUSE tf VITAL IC DAMAGIMAT E IN THEIR DECISION VIKIKR O REPAIR DR pRR ILILCONSlft st . -ENG MLII KAR G':•, QQ t REPAIR VMK SIX"ON 1(115 DRAMMG,APPLIES ONLY 10 TIME SECTIONS OF lift TRUSS ItFOF pCPORTED tT 111E TRUSS MANUTAMOUR tO IIAVL 1101 DAMAGED, A OIULUIED 111100 PARTY • INSPECTOR SMALL CNCCK TRUSSES TQ DEIERNRE tilt t;t(kt Or ANY W11111R DAMAGE, Ir ANY, i �t1t3 AND VCRIfY THAT REPAIRS IfAVC IGEN I' MORNED AS INDICATED t)N Tilts DRAVIN6 SPACING 24.0;",— CONVENTIONALLY FRAMED VALLEY DETAIL (A) 2X6 OR LARGER SP #2 OR SPF #1/#2 VALLEY RAFTER PARTIAL FRAMING PLAN (B) 2X4 SP OR SPF #3 CRIPPLE (MAX HEiGHT S'-3") C 2X4 SP OR SPF #3 CRIPPLE (MAX HEIGHT d'--3") COMMON D 2X6 OR LARGER SP #2 OR SPF #1/#2 RIDGE RAFTER TRUSSES AT 24" OC NOTE: RIDGE RAFTER (D) MUST NOT BE OF LESS SIZE THAN THAT OF VALLEY RAFTER (A). NOTE. REFER TO VALLEY DETAIL VALTRUSS0009 Foil VALLEY SUPPORTING TRUSS BRACING DETAILS, RAF'T'ERS (B). (C) MAX HEIGHT WITH 1X4 "T" BRACT; IS W-10% RIDGE (B), (C) MAX HEIGHT WITH 2X4 "T" BRACE IS 11'-2", RAFTER--- -- FOR 1X4 AND 2X4 "T" BRACiNa, BRACE TO BE SAMr GRADE AS CRIPPLE. FASTEN IX4 "T" BRACE TO CRIPPLE WITH 8d BOX (0.113" x 2.6") NAILS AT 4" OC. FASTEN 2X4 "T" BRACE TO CRIPPLE WITH 16d BOX (0.136" x 3.6") NAILS AT 4" OC. TOP CHORD OF TRUSS BENEATH VALLEY SETT MUST BE BRACED WITH PROPERLY ATTACHED RATED SHEATHING OR PURLINS AT 24" O,C, OR VALLEY SPACING( AS SPECIFIED ON THE ENGINEER'S SEALED DESIGN FOR THE SUPPORTING TRUSS. COMMON TRUSSES AT 24" OC (3) 10d BOX NAILS, (3) Slid 130X (2) 16d BOX NAi A. `TUE--NAILED TIIRU 'PPOE-NAILED {2) %Od DOX NAILS(, NAILS, TOE-NAILED CRIPPLE INTO RtDtiIE BOARD 'OE-NAILED (3) 10d BOX NAILS (D) �• (A) (3) lad BOX NAiLS RATED {D) {A} ,(C) (B SHEATHING 4'0" TYP. {B} (3) i ad I3C3X (C) GIRDER Nally, TOE-NAILED >~} 18d BOX NAILS, TOE-NAILED ('TYPICAL) SUPPORTING TRUSSES RATED SHEATHING CONNECTED TO AT 24' OC MAX SPACING TRUSS TOP CHORDS PER SPECIFICATIONS (3) 18d BOX NAILS, TOE-NAILED THRU CRIPPLE INTO RATED SHEATHING THIS DRAWING REPLACES DRAWING V105--CONV r• ARNI "' USS S EttU XiREJC CARE IN 1AIRICAIINfi,tW1Tx wl;STOPPING, INSIAtL11I'i + AMI BRACING, RC(CR TO TfII-41 g1ANDlTNG INSIALL1tN,ANR IRAtflt6t,PUIILISMCD !Y (Pj !?BUSS (� iC. LL a�I{J 3�t 40 PSf` REF CONY, VALLEY ATI[J {]NpSP 1{(�,N1@�I{.a p ip maj,UIi� E St{��i4RMiT1j(1. 537A1[DTA GIYf ACIILCIiAVE (j LRLY A SAGI[7)fl� PANELS Mi OtiW C,R7RD 3NALL 1tAVE A PROPERTY A TAC11Ep RIGI[ (j�� q�'� t pt' Q 1"�3 7 PSS- DATE Oa 1011 CE NE 1NPDRiAM1rw tURNjffl A CfU'Y a lift$ VISIM IU YIfE IIISTALLATIRf CLIfTRACITI7, NQ.Ytft 0,' j ALPINE ENGiNCSPED PRpIUCTS,INC,SIM.L 1411 RE PESPTIiSIPLE tOR ANY DEVIATION tRuM 11115 �1 _/'j/� ;A IC DL 10 10 IO PSF DRWG VALCONV10699 DESjiN!AI41 tAILURE TO I11iLD IIIE TRUSSES 1N CadupNANCE '41111 IP1f OR tADRiLATtlIG, f JW�til} 1 • IfANDLING, SNIPPING.JNSiALLING ANO IRACRNG Cr TRUSSES. DESIGN C0NrEvNS VITII APPLICADL,E 3C LL 0 0 0 PSr -ENG MLI( KAR ROVJSitINS Ot NDS NATIONAL DESIGN SPEtIrICAlION PUILTSlfED IV lift AMERICAN(ORES? ANp STATE OF PMER ASfOC1ATfi1Ni AND iPt.ALPINE CbR+CCTORS ARC MADE tf RRf.A ASTM Ads)f,R.O 6ALV, $TER TpT.LD. QO FJra7 PSF E%C Pt AS NOTE . APPLT CO1RfECitRS TO CKN tAtE fT iRItS3 AND,WlESS OTTKRVtSC LfJCAtCp IRf ''' '�QRTC>F:%' ?Nit DESIGN. Pp�IlTON CT)?RICCITTRS PEN DRAV1TfUS 160 A-Z, 11� $CAL iRt 71+IS IITAVINfr iNAICAICS `� ""'' ACC[P1At10E p► FRUFEfSttNtAL CNOITCCRjF1O RC$PUNSit0.1IY SUEfLY ttra tt�e (BUSS CU+f'TNCMi �t DUJt.f'AC. 1.25/1.3 1.15 t.t5 . ItSIfN SfWVN, t11E SUItAI1L1TY AND US£ tTt ifOf CL)1R'tNfENt tT1R ANY PAR?ICU,AR IUILDING SPACING ST;E AItOVE Back to mainscteen r• r , SBCC1: 110 M131.1 WIND SPEED, 15' MEAN I�ILIGItrt', LI"NCLO5Ell, I 1.00 ,. • /Xe 'L' anACt '• ' A t 1)nACI< (1) 1%4 't.' DRACC • (I) 2X! 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Ill OR 111911 • rOq (I) 'l.• 11RAC[r [TACK NA((.t AT t'O C. otftATTNNI D1A1tM►At BIIA//&P"wh MOl MIOTM, .• r IB') 11 PRAir AND 1' O.C. IM AT =P roil D) •L' DRArt/: Drlitc NAIIJ At 3' PC Tsevnn Vlowil l omPOIN mmiil I Ie' IN It [No%ONES AND B' O.C. Ir91-Il N IONcs. /*Ad! M VOW go""" •1: OIA10Mat.111AM r" 0908 Dn CP. ; AT U"oft "m N/B •• OADLC VERTICAL lJ1T8 Sl7.E3 TtfTA►NMf2N M Stri tIq te, MN/ i1N DIAGONAL r C I N C CL I YMTMOL% 0171/IKON 'A l $INDIA 1 e• • OI I AT[A THAN 4 O,/IIT 0 TAM AMT/. 04 nounu our L J. t, 1 JAB allG/N1 AT _ IAN urr/O now, T11A. [•dx • NTSNUOU/ /GRAIN ♦ Ill To CONIION vi DClIaN roll 1 Ife1rNRGT INA Pr.AX, DPIX11, AND Irt[t PIATC7. ONAL AT MIMYMMI'ttr tr1:1TTMA1.%fl REFER TO MART AOOVS ron MAX UAULri VERTICAL. LF;NOTII. r-7 P�1 t b Cf d VANNI1�r,•■ 11(IISttS NLo1NNC 1 l;►t CAN[ IN IIANIII,ING. SIIIrrI11G, IrrSrptl,PrO ANO DRACRIG. ALreR rt1 tg1•T DIAl1rD 1 tNSIMLSNG AND DRACINGI rlrptisrlED Dr Tri rrpusi rLAlt r� rJ c7 t7 INcif1U1C R (w"MR(iU DR. ttNlt 200 NAD)SUIr, V( SJ71v1 TUR SAl rAACrICCS rR10R N^'�u'O1Ior )� LL Psr I2Lr d, t� r�►CR► NTN; fe ee rrreT+6►it. rl► sl nnKgvlsr IHDic"r D. r "�• •::� TC UL A IAc►q�S ITIICrirrp rANELs AND �tltlION CIRAD SI•ALL IIAVC A PRfll[RRLLY AFIACItCO RIfIDICE1tlNG •J)`M k�9 PSr Uh1C t_T t� v b *01141 M1001 ►SP1N�9!A cvrr nr IfRl DCSIriN r0 rllc NSrALtnrnDr CfkrtaACiSIq, AtrIlIC ; ntI • { SG tJ Q !� t� t ►PtDtlUCll (NG snALL Ill D[ RESPONSIDLE r Mir Dtv(4 11s;rD011 rNLs DE:tfdlr �,•••• ��r�: 1111. - _ A r- AlNT i tiD[ le 1TnL}i tlt; tAuttl.f nl rrlMf1RNANct V111f trtl OR ItAI1o1,.If/0 srllPrtNG, �; r1 V S Q� rSr URVG_ 31 101 GL';4n C ► !' PINT (NS1M,1 N1L�1ND 1RAC1N1{1)' IM/SAIf. RfSIG►1 C/INrORIIS VLrll Mrll[AALC PR�LVLS►UNf tlr Nb3 �? e pSr -CNC r� - t� rrM1111NM. ttfifil lr`LCIr)CA►gDr Mrfq,ISIKB 2Y +rS AhErICAN rL1aCSt AND pAr[q ASSgCIA)nxrl �I� QC •-------�� AN r•Att's►It tlnDAtrtlRt Aqt NA tAr rorA Asrn Oast rr►sr r.ALv, srttl,CDCtrI AS +AILED �^r^' /'Sr C7 1KUSS 'c' �T t1oI�D rDArr�rncc Ir°�ilwtj ANo leacs: Dr►ICgvlst tsfcntco w rrns rxsiG►r, �•j ttAtrprlln[C gg1111D q AVINGS Wf 13B AN6 rf0 A•f.Af/CNGItgCq'S SEAL t1N ISnSiDi�`r� 1Q �` CX d Cs CT E= C= Mr1Y11t6 it3 pM.f ►0 !1t OCtipN fk' It[ ta0tc OLrtCtCO IKBt: ANIt 31LALL NOi DC aCtLCD '!�,,'� th a`� DUR.fi/►C. �bff AM► p►IKII VM. rljanr�,�N`'� S[1tI1C1NG I STEPDOWN CRN, SET #2 1-11P OR COMMON TRUSS TOP CHORD 2X4 S0. PINE a2 N OR SPP y 1/x+2 2' TY13. #1 HIP TRUSS SEE TABLE BELOW FOR IIIPJACK GRADE BOT CHORD 2X4 S0. PINE a2 N OR SPF N1/a2 CORNER SE'f 21 �J- SPITBACK WEDS 2X4 SO. PINE #3 OR SPF H3 7' 0'• 0 2, J3 21 J1 NMIQF TOP CHORD LUMBER GRADE �'� --- IIIPJACK SOFFIT WEIGHT — J1 J3 J5 J7 J7 J7 J7 ERIIANO t0 PSF ++« ENCITII••• 2 PS iJ —05-11 2 O SPF 2 SP rL2 1)ENSE OR I'1' 1-09-15 9P 2 N SP _#2 DENSE • (2) lad TOENAILS •• (3) lad TOENAILS t** 11 2' 2� 21 2' TYP. t« J1 IIJ • J3 16 •+ «« J7 1 0 � .�011 12 MOM•• 049 w2,6x4 on xxx4 a2x4 wsxa vi N • t t t —n1 w1.6xo -L 1JAZO D/�' TI►JA20 64* I 3- aT ry• '1 I ++t 9-10-10 OVER 2 SUPPORTS R-946#. W-0.60• R•726#, w-3.60' END AND CORNER JACKS IIIPJACK A ••V • V 111 Ut R CA C IN RIMING IWIDLINfi SHIPPI INSTALLING ANB B AI:TN4 Rtr[R iD NI■-91 TNANDL NG INSIAlL111G AND BRACUXr1.PufLISH[D Rr IPI R1RI1S3 TC LL 30 PSF REF 7' S'rBK CS T NSI Ul DBJ D' R 0 DR VIIC t00.INDISp R, VI. D�7y I FOR SKEIY pR/�CTICCS RI ►�1trlakLllNa (+s lyRci�iSw 1RRLcss O11RER1flst SIIOICAIFD. 10P OIORP SMA`L l I E ��nF TC DL 10 PSF DATE 00/25/99 C[ 1 RL �•INPO PvANii+CrVMI SN ACCOPYNOr THIISMD[IGEN 10 Hill I"SVI LLAIEPI RCUITRIAICI(R D RIGID ,t1�Ajlt'I�7('4,` Al►K CNGIKEREO PRODUCTS, INC. SHALL NOT BE R[SPINSIBLE rOR ANY DEVIATION tPUN THIS O l�. BC DL 10 P$F DRWG CS7SQK7Q069D UCS GNI ANY FAILURE 10 BUILD INE TRUSSES IN CURfTFMAKE umf iris OR FABRICATING. No.t1BJ 1ANDLING, sNIPPING.INSTALLING AND BRACING EB' ]PUSSES. DESIGN CONTURNS VIM APPLICABLE 1jA� A j�x�• IDC LL 0 PSF —ENG Iv{LII NEAR ROVISION$ Or NDS (RATIONAL DESIGN SPECIfICA11UN PUDLISMED BY 711E AMERICAN FORCSI AND ��11 [IARC 11C LD. 50 PSF PAPER ASSOCIATION)AND IPI.ALPINE CU+NCCIORS ARC NAD[ Ir 206A ASIN AM GR10 GALV. STEEL EXCEPT AS NOTED APPLY CONNCCIUIS 10 CACIITACE 0r TRUSS AND,tMLCSS O111ERVISE LOCATED ON STATE OF ACCCPINIS ICANCE oPOSITION P YESSI(INACr)NNICIORS CNGIKEPINRAVJMGS RESPONSIB0.160 TY. THE SEAL AI miss cowummiNG INDICATES �OF110�'�,\� DUR.FAC. 1.15 TtSIGN S110VN. u1c SI)I►ANLITY AND USE 0r 11113 COMPONENT TDR ANY PARIMMAR SUILDIW, plrl SPACING SEC ABOVE (5631B-DURHAM LBR./PHILLIPS RES - 29574--A1(2PLY)) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 2 Complete Trusses Required BOT CHORD 2x8 SP #2 WEBS 2x4 SP #3 NAILING SCHEDULE: (lOd_box_nails) TOP CHORD: 1 ROW @ 12" o.c. SPECIAL LOADS 80T CHORD: 1 ROW @ 12" o.c. ------(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) WEBS : 1 ROW @ 4" o.c. TC From 54 PLF at 0.00 to 54 PLF at 30.00 USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS BC From 20 PLF at 0.00 to 20 PLF at 30.00 IN EACH ROW TO AVOID SPLITTING. BC 1353 LB Conc. Load at 13.23, 16.77 DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 100 MPH WIND, 32.05 FT MEAN HGT, SBC, ENCLOSED BLDG, LOCATED ANYWHERE IN ROOF, WIND TC DL = 5.0 PSF, WIND BC DL = 5.0 PSF. W4X4(R) III W1.5X3 III W1 .5X3 III W2.5X4 % W 2.5 X 4 ---- 7 F— 7F— —17 W3X5(Al) W3X5(Al) 0-5-13 131 0-5-13 1,-27-2-4 W1.5X3 III W10X10 = W1OX10 = W1.5X3 III ( 15-0-0 ) 15-0-0 3► 30-0-0 Over 2 Supports j R=2463 U=1330 W=3.5" R=2463 U=1330 W=3.5" PLT TYP. Wave TPI-95 Design Criteria: TPI (S1D� i9.017,3 _ FL/-/4/-/E/-/- Scale -WARNING- TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB91 (HANDLING INSTALLING AND BRACING). PUBLISI{ED BY TNI (TRUSS PLATE \„141.11I11gjt TC LL 20.0 PSF REF R235--29574 INSTITUTE. 583 D'ONOfR10 DR., SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO ♦�♦A,`��G�P IC�A��ii TC DL 7.0 PSF DATE 08/22/00 PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED I ``,�s- �'��FIC'9��'y�i4 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. Q• {� IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED :� M� BC DL 10.0 P S F D R W HCUSR235 00235052 PRODUCTS, [NC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO hz � _ BUILD THE TRUSSES IN <:ONFORMANCE kIT H TPI; OR FABRICATING, HANDLING, SNIPPING, INSTALLING AND rU. F1Z ' B C L L 0.0 PSF F HC-ENG MCL/W P F ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PRUY ISIONS OF NDS (NATIONAL DE SIG` ,j _ SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE I _ CONNECTORS ARE MADE OF 20GA AST M A653 GR40 GAL 4. STEEL, E%CEPT AS NOTED. APPLY CONNECTORS TO ,�1 TOT.LD. 37.0 PSF SEAN 12963 EACI{ fAC.E OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESI6N, POSITION CONNECTORS PER •' ,C P'� DRAWINGS I60 A-Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEER INS '%y 4i�' . p�. D U R.FAC. 1 .2 5 FROM A M 8 RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS �,sTr, t ,(��- ♦ - Alpine Engineered Products,I11C. CDMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ��/ �CQ ♦♦♦` Haines City,FL 33844 �~;7p��ft91v�♦ SPACING 24.0" ANSI/TPI 1.1995 SECTION 2. (56318-DURHAM LBR./PHILLIPS RES - A2) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 100 MPH WIND, 32.05 FT MEAN HGT, SBC, BOT CHORD 2x4 SP #2 ENCLOSED BLDG, NOT LOCATED WITHIN 8.50 FT FROM ROOF EDGE. WEBS 2x4 SP #3 WIND TC DL = 5.0 PSF, WIND BC DL = 5.0 PSF. IN LIEU OF RIGID CEILING USE PURLINS: DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. TO BRACE BC @ 48.00" OC W04 W1.5X3 Wl.5X3 7r— --17 0-5-13 MFI 0-5-13 +27-2-4 W3X7 (B2) W2.5X4 = W5 X4= W3X7 (B2) I 15-0-0 I 15-0-0 i 30-0-0 Over 2 Supports _ R=1683 U=660 W=3.5" R=1683 U=660 W=3.5" PLT TYP. Wave TPI-95 Design Criteria: TPI "S-iD` IS.20 FL/-/4/-/E/-/- Scale =.25" Ft. —WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND %%I I I I I I I t}� BRACING. REFER TO HIB 91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE \\ GG �I TC LL 20.D PSF REF 8235--29575 INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, HADISDN, WI 537]9), FDR SAFEI PRACTICES PRIOR Tp. A� 6 "� PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HA4E PROPERLY AT TACMEC �` �'•• ,/ TC DL 7.0 PSF DATE 08122100 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID fEILING. ��`-A 'i`��'�{C'q� y�s '*IMPORTANT'* FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEER,D B C D L 10.0 P S F D R W HCUSR235 00235066 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAfLU4f TO BUILD THE TRUSSES IN CO NFOR M.4 NCE NI7H TPI: OR FABRICATING, NANOL iNG, SHIPPING, INS TALI.ING ,t.NG ALPINEBRACING OF IND 11 THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DEFISN y �_ BC LL D.0 PSF HC ENG MCL/WPF SPE C]F7CATI AR PUBLISHED BY THE AMERICAN FOA EST AND PAPEA ASSOCIATION) AND 7P7. ALPINE •� r TOT.L D. 3 7.O PSF F S E O N 196478 CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, E%CEPT AS NOTED. APPLY CONN ECTuRS TC �•�•I' ` EACH FACE GF TR UGG, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER y_��.Dfi R A• (V DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEER;NG i�(i� •e.* D U R.FAC. 1.25 FROM A M B �p�HanesCiryeFPr3d8at4s,Inc. CCOMPONENT1F0995NOLELY FOR ECT](1ICULAREBUILDINGOIS THETRDESPONS[BIOWNY OF THE aUTZDIINGIOESIGNER. ER THIS ��)y�j;,�h1Ef�\CNG\ �` SPACING 24.0r' (5631B-DURHAM LBR./PHILLIPS RES - A3) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 100 MPH WIND, 31.46 FT MEAN HGT, SBC, BOT CHORD 2x4 SP #2 ENCLOSED BLDG, NOT LOCATED WITHIN 8.50 FT FROM ROOF EDGE. WEBS 2x4 SP #3 WIND TC DL = 5.0 PSF, WIND BC DL = 5.0 PSF. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. TO BRACE ALL FLAT TC @ 24.00" OC, ALL BC @ 48,00" OC. W4X5; W4X6 W 2.5 X 4 W2.5X4 �- 7 —I 7 0-5-13 IR 0-5-13 27-2-4 W3X7 (B 2) = W1.5X3 III W3X7 = W5X4= W1.5X3 III W3X7(B 2) = 13-0-0 I 4-0-0 I 13-0-0 J 30-0-0 Over 2 Supports R=1677 U=660 W=3.5" R=1677 U=660 W=3.5" PLT TYP. Wave TPI-95 Design Criteria: 'I-PI (STD _ 1;1.2f3 FL/-/4/-/E/-/- Scale —WARNING— TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTAItING,AND BRACING. REFER TO HIB 91 (HANDLING INSTALLING AND BRACINGJ. PUBLISHED BY TPI (TgJSS'PLATE \�`\%Iffit �+F,��i TC LL 20.0 PSF REF R235--29576 INSTITUTE, 583 D'ONOFRIO DR., SUITE 200. MADISON, WI 537 I9J, FOR SAFETY PRACTICES PRiGft TO A T C D L 7.0 P S F DATE 08122100 PERT OAMING THESE FUNrTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ;.TI ACHED ``ww�`• �i F,�q�I��'ice' STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. y+ V "IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. Ar.P2NE ENGSB"ERED �L ((�� BC DL 10.0 PSF DRW HCUSR235 00235067 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS OE SIGN; ANY FAILURE TO .", (1' BUILD THE 7R USSFS IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, ;N CTALL IVB AND ��yV6, — B C L L 0.p P S F H C—ENG M C L/W P F ALPINE URACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NCS (NA?I NAL 9EllaN rK\.i'+`'` SPE CIFICA710N PUBLISHED by THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPi e.LPI"I I CONNECTORS ARE MADE OF 20CA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. AP LY ;;!NNL,,TOUS rC TOT.LD. 37.0 PSF SEAN - 196481 EACH FACE OF TRUSS, AND UNLESS OTN ERW ISE LOCATED ON THIS DESIGN, POSITION CONNECTO!` PE:; 9 •�F n DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIDA�AL 4 :VLRTWC 1�.��/�,•�. �R�.P�•NL�� DUR.FAC. 1.25 FROM AMB RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AN C� USF U '1TH[S Alpine Engineered Products,Inc. COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNL PE;. I� HainesCity,FL 33844 An,17TPI 1-1995 SECTION 2. M� ��++4ry+Lntt0\ SPACING 24.0" (5631B-DURHAM LBR./PHILLIPS RES - A4) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 100 MPH WIND, 30.88 FT MEAN HGT, SBC, BOT CHORD 2x4 SP #2 ENCLOSED BLDG, NOT LOCATED WITHIN 8.50 FT FROM ROOF EDGE. WEBS 2x4 SP #3 WIND TC DL = 5.0 PSF, WIND BC DL = 5.0 PSF. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. TO BRACE ALL FLAT TC @ 24.00" OC, ALL BC @ 48.00" OC. W4X5 W2.5X4 = W 4 X 5 W1.5X3 W1.5X3 7 r —I 7 0-5-13 0-5-13 -A-P7-2-4 W3X7(B2) = W3X7= W5X10 = W3X7(B2) ►, 11-0-0 8-0-0 11-0-0 rE 30-0-0 Over 2 Supports R=1671 U=660 W=3.5" R=1671 U=660 W=3.5" PLT TYP. Wave TPI-95 Design Criteria: TPIST5 _ 18.2f3 FL 4 E Scale =.25" Ft. **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB 91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TEL (TRUSS PLA-.E y --- 4�%%111lfit 11"� TC LL 20.0 PSF REF R235--29577 INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR,TO. �.�`�S E.R P. �,,, PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROP E R L Y ATTACHED ��` PL'},.y ,:,•• �7 � TC DL 7.D PSF DATE 08/22/00 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. �� Y```. qJ,• +/ i **IMPORTANT- FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE EN6IN5ERED _ •�i (tN�• BC DL 10.0 PSF DRW HCUSR235 00235054 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE_' TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, IN STALLI,IG AND ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (N AT ION AI DESIGN _ BC LL 0.0 PSF HC ENG MCL/WPf SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE �_ •` T CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV, STEEL, EXCEPT AS NOTED. APPLY CONNECTORSTC' t �• TOT.L D 37.0 P S F S E 0 N - 196485 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PFg r� • P (`4``.. DRAWINGS IED A-Z. THE SEAL ON THIS DR AW IN INDICATES ACCEPTANCE OF PROFESSfONAL ENGII:fkHLHC �•�� M A M B RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OFTN P1 '/�'A{f•�"• •� � �� D U R.FAC. 1.2 5 FROM Alpin Ines eeredi r3duCts,Inc. COMPONENT FOR ANY PARTICULAR BUILDING 15 THE RESPONSIBILITY OF THE 80 LDING DESIGNER, PER ��4,�tFfi ED EN�<<�`� City, ANS,/TPI 11995 SECTION z. I infill lit SPACING 24.0" (56316-DURHAM LBR./PHILLIPS RES - A5) THIS DWG PRFPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR, TOP CHORD 2x4 SP #2 100 MPH WIND, 30.30 FT MEAN HGT, SBC, BOT CHORD 2x4 SP #2 ENCLOSED BLDG, NOT LOCATED WITHIN 8,50 FT FROM ROOF EDGE. WEBS 2x4 SP #3 WIND TC DL = 5.0 PSF, WIND BC DL = 5.0 PSF. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. TO BRACE ALL FLAT TC @ 24.00" OC, ALL BC @ 48.00" OC. 144X6= W1.5X3 III W06 W 1.5 X 3 W1.5X3 7 r 7 0-5-13 0-5-13 027-2-4 W3X7(B2) W2.5X4 = W5X6- W2.5X4 = W3X7(B2) = I 9-0-0 I 12-0-0 I 9-0-0 QE 30-0-0 Over 2 Supports R=1664 U=660 W=3.5" R=1664 U=660 W=3.5" PLT TYP. Wave TPI-95 Design Criteria: TPI STDG_ 18. f3 FL/-/4/-/E/-/- Scale =.25'' Ft. —WARNING— TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND lli!{l1l;p/ TC LL 20,0 PSF REF R235--29578 BRACING, REFER TO HIB 91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE it INSTITUTE. 583 D'ONOFRIO DR., SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO _ ��A��•� P- � TC DL 7.0 PSF DATE 08/22/00 PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED `_ i STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. *"[MPOR TANT*` FURNISH A COPY OF THIS DESIGN 70 THE INSTALLATION CONTRACTOR. ALPINE EN67NEER.ED �`�• BC DL 10.0 PSF DRW HCUSR235 00235055 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO •� " BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND 'A!i BC L L 0.0 P S F HC-ENG MCL/W P F ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESL;;V L SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE T+ 1 CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS Ti �• TOT.LD. 37.0 P S F S E 0 N - 196488 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEER1Nf, yS;�C!AC "�•. tW`t D U R.FAC. I.2 5 FROM A M B NESPON SIB IIITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF TH.S � Y�T L'G ` f�IpinC ing11City,Fered 33844 Inc. COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER �/ kr ltd Hffines City,FL 33844 ANSI/TPI 1.1995 SECTION 2. thlplliTX�R?l` SPACING 24.0" (56316-DURHAM LBR./PHILLIPS RES - 29579--A6(2PLY)) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 2 Complete Trusses Required BOT CHORD 2x8 SP #2 WEBS 2x4 SP #3 NAILING SCHEDULE: (10d—box—nails) TOP CHORD: 1 ROW @ 12" o.c. SPECIAL LOADS BOT CHORD: 1 ROW @ 12" o.c. ------(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) WEBS : 1 ROW @ 4" o.c. TC From 54 PLF at 0.00 to 54 PLF at 30.00 USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS BC From 20 PLF at 0.00 to 20 PLF at 30.00 IN EACH ROW TO AVOID SPLITTING. BC 1353 LB Conc. Load at 13.23, 16.77 DEFLECTION MEETS 1-/240.00 LIVE AND L/180.00 TOTAL LOAD. 100 MPH WIND, 30.01 FT MEAN HGT, SBC, ENCLOSED BLDG, LOCATED ANYWHERE IN ROOF, WIND TC DL = 5.0 PSF, WIND BC DL = 5.0 PSF. W1.5X3 III W4X7 = W2.5X4 W2.5X4 = W4X7= 7 (— —I 7 W3X5(A1) = W3X5(A1) 0-5-13 0-5-13 -A-27-2-4 W1.5X3 III W3X5= WIOX10 = W1.5X3 III W3X5 8-0-0 I 14-0-0 I 8-0-0 I i-E - 30-0-0 Over 2 Supports R=2463 U=1290 W=3.5" R=2463 U=1290 W=3.5" PLT TYP. Wave TPI-95 Design Criteria: TPI `ST,D) 19.Ob3 FL 4 E - Scale ""WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND � , t11RryPf ,,,' TC LL 20.0 PSF REF R235--29579 BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BR.ACING), PUBLISHED BY TPI (TRUSS Pl.Jq ` `%t% ''' INSTITUTE, 583 D'ONDFR70 DR., SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PFIOR 10 �� G TC DL 7.0 PSF DATE 08/22/00 PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY AiTACIiE9 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. .� �+.9�.�i "'IMPORTANT" FURNISH A fOPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENC I NEERt, •.�, F BC OL 10.0 PSF D R W HCHSR235 00235053 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY iTILURE Tit eU ILO THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTAL CICS ANU " N ?' BC LL 0.0 P S F HC-ENG MCL/W P F ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIOHAi DESIGN SPECIFIOATl ON PUBLISHE D BY THE AMERICAN FOR FST ANC) PAPER ASSOCIATION) AND TPI. ALVINL CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY GUShE 1,,1 ORF 1,' ' TOT,L D, 3 7.0 PSF S E Q N - 1 2 9 6 7 EACH FACE OF TRUSS. AND UNLESS OTHERWISE IOC ATED ON THIS DESIGN, POSITION CONNECTORy HE' n DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENG13EEl.k" 'j ��.. A P OUR.FAC. 1.25 FROM A M B RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN, THE SUITABILITY AND USE Of TO 1, `` Alpine Engineered Product$,Inc. COMPONENT FOR AN1' PART[f.ULAR BIIiLQ LNG 15 THE RESPONSIBILITY OF THE BUILDING DESTGN Eft, PER N�� HamesCity,FL 33544 ANSI/TPI 1-1995 SECTION 2. fill 1", SPACING 24.0" (56318-DURHAM LBR./PHILLIPS RES - A7) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #1 Dense :T2 2x4 SP #2: 100 MPH WIND, 29.71 FT MEAN HGT, SBC, BOT CHORD 2x6 SP #2 ENCLOSED BLDG, LOCATED ANYWHERE IN ROOF, WEBS 2x4 SP #3 WIND TC DL = 5.0 PSF, WIND BC DL = 5.0 PSF. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: #1 HIP SUPPORTS 7- 0- 0 JACKS WITH NO WEBS. TO BRACE ALL FLAT TC @ 24.00" OC, ALL BC @ 48.00" OC. DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. W08= W2.5X4 = W2.5X4 = W2.5X4 = W4X8 T2 0-5-13 0 5-13 lk27-2-4 W3X7 - W2.5X4 - W7X6= W3X7 W4X7(B1) W4X7(B1) 7-0-0 _I 16-0-0 I 7-0-0 I I� 30-0-0 Over 2 Supports R=2262 U=1360 W=3.5" R=2262 U=1360 W=3.5" PLT TYP. Wave TPI-95 Design Criteria: TPI STD 18.2f3 FL/-/4/-/E/-/- Scale =.25" Ft. **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND ��ipUllq --_ BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE %0 11F ,1,, TC LL 20.0 PSF REF R235--29580 INGT I TOTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PR10R TO .,\ PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATI"ACHED �,�iF�• F ��+y TC DL 7.� PSF DATE 08/22/00 STRUCTURAL PANELS, BOTTOM CM OR SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED •`r`i. �a" RC OL 10.0 P S F D R W HCUSR235 00235056 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND v .��? D B C L L O.O P S F HC-ENG MCL/W P F ALPINE BRACING Of TRUSSES THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE T ` CONNECTORS ARE MADE OF 20GA ASTM AS 3 GR40 GALY. STEEL, E%C'EPT AS NOTED. APPLY CONNECTORS TO ,,.lam„• 70T.L0. 37.0 PSF SEON 196494 EACH FACE OF TRUSS, AND UNLESS UTHERN ISE LOCATED ON THIS OESIGN, POSITION CONNECTOR$ PER i��"• ,�' P,��4 y DRAWINGS I60 A-Z. THE SEAL ON THIS DRAWING INOIC'ATES ACCEPTANCE OF PROFESSIONAL ENGINEERING fl \` - D U R.FAC. 1.25 F R 0 M A M B RESPONSINEWBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS Alpine Engineered Products,Inc. T HainOS City,FL 33844 ANSI(TPI Tl F1O995 NSECTION RI LAR BUILDING IS THE RE SP ON SIB IL I7Y OF THE BUILDING DESIGNER, PER /.y,,T1fj�Y�'�WNN\ SPACING 24.0" (5631B-DURHAM LBR./PHILLIPS RES - 68) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 100 MPH WIND, 29.13 FT MEAN HGT, SBC, BOT CHORD 2x4 SP #2 ENCLOSED BLDG, LOCATED ANYWHERE IN ROOF, WEBS 2x4 SP #3 WIND TC DL = 5.0 PSF, WIND BC DL = 5.0 PSF. IN LIEU OF RIGID CEILING USE PURLINS: DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. TO BRACE BC @ 48.00" OC W4X4 7 (— 7 T Y 0-5-13 0-5-13 +27-2-4 W1.5X3 111 W2X5(B1) = W2X5(B1) 5-0-0 _�_ 5-0-0 J IE 10-0-0 Over 2 Supports R=551 U=210 W=3.5" R=551 U=210 W=3.5" PLT TYP. Wave TPI 95 Design Criteria: TPI ,STD; 18.2f3 FL/-/4/-/E/-/- Scale =.375" Ft. —WARN I NG** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING• INSTALLIPC ANEttllEt[iAN BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (?RV;S PLATE TC L L 20.0 P S F R E F R235-29581 INSTITUTE. 503 D'UNOFRIO DR.. SOITE 200, MADISON, WI 53719), EOR SAFETY PRaCT,CES PRI,CTt FO I NN '�C'�}P, //ice PERFORMING THESE FU NCT[ONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE P 0,F.tY A,`TACPiG'•. `;�oA. A1C9�'Ltio, TC DL 7.0 PSF DATE 08/22/00 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. `. �.l *'IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINF Ela(iaEERfD •�) (CX• BC DL 10.0 PSF DRW HCUSR235 00235057 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAI LURE TO .. BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INITALL ING AND ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONA' DESIGN A'I U? _ BC LL 0.0 PSF HC-ENG MCL/WPF SPECIFICATION PUBLISHED BY THE AMERICAN FOR AND PAPER ASSOCIAIIUN) AND TPI. ALPINE T _ ` • - CONNECTORS ARE MADE OF Z0GA ASTM A653 GR40 GALY, STEEL, EXCEPT AS NOT EO. APV Y 11111ECTORS II lll` +-+� TOT.LD. 37.0 PSF SEON 196497 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION IONNE'TpkS PE0. - �• /. +` DRAW INGS 160 A-Z. THE SEAL ON THIS SRA WIM6 INDICATES ACCEPTANCE OF Pfl DFFSSI OMgL,f4GINFEWIN6 Q��1 RHS w RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY n"o U'E,OF i:IS ��/ '{ll^�.k (��,yN D U R.FAC. 1.25 F ROM AMB Alpine EngineeredProdu844,Inc. ANSI OTPWTIFOR AtSSECTIONCULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DES If. :P. PER '�/f/I;,RENii:CtN\�� SPACING 24.0" (5631B-DURHAM LBR./PHILLIPS RES - B9) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 100 MPH WIND, 28.87 FT MEAN HGT, SBC, BOT CHORD 2x4 SP #2 ENCLOSED BLDG, LOCATED ANYWHERE IN ROOF, WEBS 2x4 SP #3 WIND TC DL = 5.0 PSF, WIND BC DL = 5.0 PSF. SEE DWGS S10030EN0699 & GBLLETIN0699 FOR MORE REQUIREMENTS. IN LIEU OF RIGID CEILING USE PURLINS: TO BRACE BC @ 48.00" OC DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. W04 7 (— 7 W2X4(D1) e, P1 n n W2X4(Dl) 0-1-12u 0-1-12 27-2-4 L, 5-0-0 5-0-0 �-10-0-0 Over Continuous Support U=120 ELF W=10-0-0 Note: All Plates Are W1.5X3 Except As Shown. PLT TYP. Wave TPI-95 Design Criteria: TPI STD 13.2f3 FL/-/4/-/E/-/- Scale **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING ANG BRACING, REFER TO HIB 91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE \��1C1t�C��iN�//� TC LL 20.0 PSF REF R235--29582 INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI 53719), FOR SAFE 7Y PR ACTI L"€S PA lOR 7,7 -�N" 't GP•-P STRUCPERTTURAL AL PA NEL STUB OTTOMSCH ORDES HALO L HHAVE SA PR OPERLYDATTACHEDORD RIIGIDACEIHING AVE Pft GPE RLY ATTACHEDRMI ��```` P\'�)�_, �C•.��i�2�� TC DL 7.0 PSF DATE 08/22/00 .� J., **IMPORTANT"* FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED �(� (�• B C D L 1 P S F D R W HCUSR235 00235058 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILHRFTO BUILD THE TRUSSES [N CONFORMANCE WITH TP[; OR FABRICATING, HANDLING, SHIPPING, INSTALL[NG NO ( LIT J2 B C L L 0.0 P S F H C-E N G M C L W P F ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL OEII0,V IIA (' / SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE • T : - CONNECTORS ARE MADE OF 20CA ASTM A653 GR40 GALV. STEEL, E%CEPT AS NOTED. APPLY CONNECTORS T� TOT.L D. 37.0 P S F S E A N - 196500 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON TNIS DESIGN, POSITION CONNECTORS PER M�•.. {,p,.. DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINFtx.'?yGia.�P Alpine En ineeredProducts,Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THE„ i 'slG\�`�� DUR.FAC. 1.25 FROM AMB ETalne�8 CiT ,FT. 33844 COMPDNENT FOR ANY PARTICULAR ROIL DING IS THE RESPONS 1B 1CITY OF THE BUILDING DESIGNER, PER i� F [} ,\�% Y ANSI/TPI 1-1996 secnoN 2. �A�Will 1W SPACING 24.0" (5631B-DURHAM LBR./PHILLIPS RES - C10) THIS DWG PREPARED FROM COMPUIER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x6 SP #2 100 MPH WIND, 33.92 FT MEAN HGT, SBC, BOT CHORD 2x8 SP #2 ENCLOSED BLDG, NOT LOCATED WITHIN 8.50 FT FROM ROOF EDGE. WEBS 2x4 SP #3 WIND TC DL = 5.0 PSF, WIND BC DL = 5.0 PSF. SPECIAL LOADS IN LIEU OF RIGID CEILING USE PURLINS: ------(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TO BRACE BC @ 48.00" OC TC From 284 PLF at 0.00 to 284 PLF at 5.60 BC From 20 PLF at 0.00 to 20 PLF at 5.60 DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. 8C 478 LB Conc. Load at 1.67, 3.67 W1.5X4 III 7 W3X4(R) 0 8-2-0 5-3-9 2-4 W3X5(R) III W2X5 III R=1307 U=880 H=Simpson Equivalent to Alpine AHU26 R=1353 U=840 H=Simpson Equivalent to Girder is (1)2X6 min. So.Pine Alpine AHU26 Girder is (1)2X6 min. So.Pine �5-7-4 Over 2 Supports PLT TYP. Wave TPI-95 Design Criteria: TPI STD 18.2F3 FL/-/4/-/E/-/- Scale =.25" Ft. *WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING ANG ,NttitA Jilt!! TC LL 20,0 PSF REF R235--29583 BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE ``�t�f�p ��J' INSTITUTE. 583 D'ONOFRIO DR., SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO �' G PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED ��,`P �'F'CR�/LA!'�r ) TC DL 7.0 PSF DATE 08/22/00 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. **IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEEREO ;r V�_ �+"N- BC DL 10.0 PSF DRW HCUSR235 00235068 PRODUCTS, INC,. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORPP0.NCE WITH TPI; OR FABRICATING, HANDLING, SHiPP LNG, INSTALLING F.Np — :U 2G ALPINE BRACING OF TRUSSES. HIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN Tv BC LL 0.0 P S F HC MCL/W P F SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPT, ALPINE ' 1 CONNECTORS ARE MADE OF 20GA ASTM A653 GRID GALY, STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO �•. �.. '" T 0 T.L D. 3 7.0 PSF S EON - 196524 EACH FACE OF TRUSS, AND UNLESS 0fHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER • DRAWINGS 160 A Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING if'��G� i D D R.FAC. 1.25 FROM AMB RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS Alpine Engineered Products,Inc. COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER Haines City,FL 33844 ANSI/T P1 1-1995 SECTION 2. `'vr�,,,,,+�� SPACING 24.0" (56318-DURHAM LSR./PHILLIPS RES - D11) THIS DWG PREPARED FROM COMPUIER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 100 MPH WIND, 31.21 FT MEAN HGT, SBC, BOT CHORD 2x4 SP #2 ENCLOSED BLDG, NOT LOCATED WITHIN 8.50 FT FROM ROOF EDGE. WEBS 2x4 SP #3 WIND TC DL = 5.0 PSF, WIND BC DL = 5.0 PSF. IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. TO BRACE ALL FLAT TC @ 24.00" OC, ALL BC @ 48.00" OC. RIGHT END VERTICAL MAY NOT BE EXPOSED TO WIND PRESSURE. W1.5X3 III 144X10 W1.5X3 III 7 7-6-11 T 0-5-13 27-2-4 W2.5X4(R) III W3X5(R) III W2X5(Bl) I� 12-1-8 —L1-0- '—j IE 13-2-0 Over 2 Supports —1 R=749 U=200 W=3.5" R=721 U=420 H=Simpson Equivalent to Alpine AHU26 Girder is !1)2X6 min. So.Pine PLT TYP. Wave TPI-95 Design Criteria: TPI (STO) 18.2f3 FL/-/4/-/E/-/- Scale =.375" Ft. —WARNING*" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SIPPINf,, INSTALLING AND BRACING. REFER TCHIB (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE '-- \N\VrJ11"j`ELVR/// TC LL 20.0 PSF REF R235--29584 INSTITUTE. 583 D'ONOFRIO DR., SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO � •'R•�' � TC DL 7.0 PSF DATE 08/22/00 PERFORMING THESE FU NCTI0 NS. UNLESS OTHERWISE INDICATED, T0P CHORD SHALL HAVE PROPERLY AIT ACHED `- • { . i STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. "-"IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINECREu [j F• B C D L 10. P S F D R W HCUSR235 00235059 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS OE SIGN; ANY FAILURE TO �, BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SNIPPING, INSTALLING A'10 ` ^U_ 22 AL P I N E BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL OESII;h = TQ{, 4 t _ BC LL 0.0 PSF HC-ENG MCL/WPF SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND IP1. ALPINE • 1 • _ CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CUNNECTGRS 1 ,e�• TOT.LD, 37.D P S F S E A N 196512 EA CH fACAW IN G SF OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CO NNECTORS.PER /��• �•�Lv '� RESP ON S LB IF6.6T Y SOLELY TFOR HE SEAL TRUSS L ON THIS DRAWING DESIGN TE SHOWN. E PTAT If SU I TABIL ITYOANO USE IOFE T HEC � C�•C•�e n�•`_`^�` � D D R•FAC• 1.25 F R o M AMB Alpine Engineered Products,Inc. COMPONENT FOR ANY PARTICULAR BUILDING 15 THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ��/ r,`�Ll•�`v ��`` Haines City,FL 3384A ANS17TPI 1-1595 SECTION 2. �''«nnlEte•!``, SPACING 24.0" (56318-DURHAM LBR./PHILLIPS RES - D12) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 100 MPH WIND, 30.62 FT MEAN HGT, SBC, BOT CHORD 2x4 SP #2 ENCLOSED BLDG, NOT LOCATED WITHIN 8.50 FT FROM ROOF EDGE. WEBS 2x4 SP #3 WIND TC DL = 5.0 PSF, WIND BC DL = 5.0 PSF, IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. TO BRACE ALL FLAT TC @ 24.00" OC, ALL BC @ 48.00" OC. RIGHT END VERTICAL MAY NOT BE EXPOSED TO WIND PRESSURE. W4X5 W2.5X4 W1.5X3 7 F- 6-4-11 0-5-13 F--Znj 27-2-4 W3X7= W2X5 III W2X5(Bl) I� 10-1-8 3-0-8 I fE 13-2-0 Over 2 Supports R=746 U=220 W=3.5" R=718 U=380 H=Simpson Equivalent to Alpine AHU26 Girder is (1)2X6 min. So.Pine PLT TYP. Wave TPI-95 Design Criteria: TPI STD 18.2f3 FL/-/4/-/E/-/- Scale =.375" Ft. —WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING,, SHIPPING, INSTALLING ANDP.v BRACING. REFER TO HIB-91 (HANDLING INAND BRACING), PUBLISHED BY TPI (TRUSS PLATE y%tttttu111"l TC LL 20.0 PSF REF R235--29585 INSTITUTE, 583 D'ONOFRIO OR., SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR To �. "y(�'R P,�'��,, PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED �� P\" .. �tA.��j' TC DL 7.0 PSF DATE 08/22/00 STRUCTURAL PANELS, BOT T(IM CHDRU SHALL NAVE A PROPERLY ATTACHED R]GID CE IL IN6. "IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED :V ((��• BC DL 10.0 PSF DRW HCUSR235 00235060 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE iO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING, SHIPPING, INSTALLING AND i11� ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS' (NATIONAL DESIGN _ BC LL 0.0 PSF HC-ENG MCL/WPF SPEC IFICATION PUBLISHED BY THE AMERICAN FOREST ANO PAPER ASSOCIATION) OF iPI. ALPINE A CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS Til T 0 T.LD. 37.0 P S F S E 0 N 196516 EACH FACE OF TRUSS, AN UNLESS UT HERWISE LOCATED ON THIS Df SIGN, POSITI UN CO NNEC TORS PER �� DRAWINGS 160 A Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEER i"G i�(1j•�� P` 00 R �� Alpine Engineered Products Inc. COMPO NENRESPONSIBILIT FOR YA NOLPAREL YT ICULAR OR EBU[LDIUSSNf OM,OTHENEN TR EDESIGN SPONS[OILWTY OF THN. 'E BUILD SUITABILITY IDESIGNER SEPER TRI, ' E "•• C t D U R.FAC. 1.25 FROM A M B Hames City,FL 33&44 Y,REfI ANSI/TPI 1-1995 SECTION 2. It 10 Y�tt SPACING 24.0" (5631B-DURHAM LBR./PHILLIPS RES - EJ13) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 100 MPH WIND, 29.71 FT MEAN HGT, SBC, BOT CHORD 2x4 SP #2 ENCLOSED BLDG, NOT LOCATED WITHIN 8.50 FT FROM ROOF EDGE. WIND TC DL = 5.0 PSF, WIND BC DL = 5.0 PSF. IN LIEU OF RIGID CEILING USE PURLINS: TO BRACE BC @ 48.00" OC DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. 31-5-0 R=256 U=290 7 4-6-13 0-5-13 D4 27-2-4 R=116 U=180 W2X5(Bl) L, 7-0-12 _I —7-0-0 Over 3 Supports R=401 U=230 W=3.5" PLT TYP. Wave TPI-95 Design Criteria: TPI (STD)_ 18.20 FL/-/4/-/E/-/- Scale =.375'' Ft. *WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND —' T C L L 2 0.0 P S F R E F R235-29586 BRACING. REFER TO HIB 91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATt ,Ny1141i+��l�JV/ INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO R P PERFORMING THESE FUNCTIONS, UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED �� P .) . 1iTC DL 7.0 PSF DATE 08/22/00 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. *IMPORTANT""* FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR, ALPINE ENGINFER[C I .C' BC DL 10.0 PSF DRW HCUSR235 00235061 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO l BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND rM 0 ALPINEBRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL OE`IGN �� BC LL 0.0 PSF HC-ENG MCL/WPF SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI, ALPINE • TOT.L D. 3 7.0 P S F S E A N - 196536 CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER lc�'�fi_ DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERIN', ��• /``� D U R.FAC. 1.25 F ROM A M B Alpine Engineered Products,Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS � slF,eT � � Haines City,FL 33844 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1 1995 SECTION 2. /(/I71f' 10lYSPACING 24.0" - (56318-DURHAM LBR./PHILLIPS RES - HJ14 DBL 45) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 100 MPH WIND, 29.69 FT MEAN HGT, SBC, BOT CHORD 2x4 SP #2 ENCLOSED BLDG, LOCATED ANYWHERE IN ROOF, WEBS 2x4 SP #3 WIND TC DL = 5.0 PSF, WIND BC DL = 5.0 PSF. IN LIEU OF RIGID CEILING USE PURLINS: HIPJACK SUPPORTS 7- 0- 0 SETBACK JACKS WITH NO WEBS. TO BRACE BC @ 48.00" OC DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. 31-4-15 R=219 W1.5X4 4.95 1- 4-6-8 0-5-8 f 23 27-2-4 rlW5X4- R=351 U=440 W2X4(Al) 10-0-5 j }E 9-10-13 Over 3 Supports R=298 U=180 W=7" PLT TYP. Wave TPI-95 Design Criteria: TPI STD 18,2f") FL/-/4/-/E/-/- Scale =.375" Ft. "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE �NJ/ TC LL 20.0 P S F R E F R235--29587 INSTITUTE, 583 D'0NOFRIO DR., SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICE) PRIOR TO �� PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHURU SHALL HAVE PROPERLY ATTACHED PV��R P..,eP` TC D L 7 .0 P S F DATE 0 8 2 2 0 0 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. `" / / *IMPORTANT* FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR, ALPINE ENGINEERED :Lid' g,T r B C D L 10.0 P S F D R W HCUSR235 00235062 "PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING, INSTALLING AND B C L L O.O P S F HC-ENG M C L/W P F ALPINE BRACING OF TRUSSES. HIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE T 0 T.L D. 3 7.0 P S F S E 0 N - 196539 CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV, STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO _ - FACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, PUS....N CONNECTORS PER ,�.• -- DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING r�'C/••:• �� • . `� D U R FAC. 1.2 5 FROM A M B .4Ip211C Etlg1I1CCCCd Products,Inc. COMPONENTS FOR Y ANY LELY FOR PARTICULAR THE BUILDING USS COMPONENT REESPONSIBILITY OF THE BUILDINGN. THE SUITABILITY DESIGNER, PER TI{fS ✓�,�fG (j,``♦ HamesCiTy,FL 33844 ANSI/TPI 1.1995 secnoN 2. 11Ir �a`' SPACING 24.0" (5631B-DURHAM LBR./PHILLIPS RES - CJ15 4L 4R) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 100 MPH WIND, 29.14 FT MEAN HGT, SBC, BOT CHORD 2x4 SP #2 ENCLOSED BLDG, NOT LOCATED WITHIN 4.50 FT FROM ROOF EDGE. WIND TC DL = 5.0 PSF, WIND BC DL = 5.0 PSF. IN LIEU OF RIGID CEILING USE PURLINS: TO BRACE BC @ 48.00" OC DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. 30-1-12 7 R=182 3-5-1 T 0-5-13 27-2-4 R=81 U=190 W2X5(Bl) Q 5-1-3 J �5-0-7 Over 3 Supports R=292 U=180 W=3.5" PLT TYP. Wave TPI-95 Design Criteria: TPI )ID` 18.2f3 _ FL/-/4/-/E/-/- Scale =.375'' Ft. -WARNING- TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO BID 91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATO �- N\\\ RR TC LL 20,0 PSF REF R235--29588 INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR t0 �� PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHi `,` `P � TC DL 7 .0 PSF DATE 08/22/00 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. S + \ Y —IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED o(j ((t• BC DL 10.0 PSF DRW HCUSR235 00235063 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO N 2 BUILD THE TRUSSES IN CONFORMANCE WITH SPI; OR FABRICATING, HANDLING, SHIPPING, INSTAL111,1 hND Z BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DL5IfN = B C L L 0.0 PSF F H C ALPINE -ENG MCL/W P F SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE _ I CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CGNNE(TGk� TOi t = TOT.L D. 37.0 P S F S E 0 N - 196541 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PE: DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINCERIN'- P' r � OUR JAC. 1.25 FROM AMB fIIIlI11Haings City,F 33844'L1E C. COMPONENT)FOR ANSE PARTICULARBUICOMPONENT ISTHERESPONSIBILITY OF THE BUILDING DESIGNER, THIS DESIGNER, PER '�l��sl~�E DEI ` SPACING 24.0'r (5631B-OURHAM LBR./PHILLIPS RES - CJ16 4L 4R) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2X4 SP #2 100 MPH WIND, 28.56 FT MEAN HGT, SBC, x BOT CHORD 2x4 SP #2 ENCLOSED BLDG, NOT LOCATED WITHIN 4.50 FT FROM ROOF EDGE. WIND TC DL = 5.0 PSF, WIND BC DL = 5.0 PSF. IN LIEU OF RIGID CEILING USE PURLINS: TO BRACE BC @ 48.00" OC DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. 7 F— �28-11-12 R=106 2-3-1 T 0-5-13 27-2-4 R=45 U=180 W2X5(Bl) 1, 3-1-3--� 3-0-7 Over 3 Supports R=181 U=180 W=3.5" PLT TYP. Wave TPI-95 Design Criteria: TPI (STDj i8.2f3 FL/-/4/-/E/-/- Scale =.375" Ft. **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND `ttatt tL�It+„r', BRACING. REFER TO HIM 91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE f TC LL 20.0 P S F R E F R235--29589 INSTITUTE, SB3 D'ONOFRIO Dft., SUITE 200, MADISON, WI 53719), FDR SAFETY PRACTICES PR)OR TD �� '�SG P. C��i� PERE 0RMI NG THESE FUNCTIONS. UNLESS OTHERWISE [NO IC ATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED �� Ply, �A-�� TC DL 7.0 P S F DATE 08/22/00 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. �•. :✓ ++ **IMPORTANT'* FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINE:REi` j' �^V f��• BC DL 10.0 PSF DRW HCUSR235 00235064 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILUR[ TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING ANO ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESfcN yQSV,l1 BC LL 0.0 PSF HC-ENG MCL/WPF SPECIFICATION PUBLISHED BV THE AMERJCAN FOR ES7 AMD PAPER ASSOCIATION) AND TPI. ALPINE JT CONNECTORS ARE MADE OF 20GA ASTM Ab53 GR40 GALV, STEEL, ENCEPT AS NOTED. APPLY CONNECTORS TO + /\ - T 0 T.LD. 37.0 P S F S E Q N 196543 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, PUS1110 N CONNECTORS PER DRAWINGS 160 A 7. THE SEAL UN THIS DRAWING INDICATES ACC.EP TANCE OF PROFESSIONAL ENGI NEE NG %N�i�. R • D U R.FAC. 1.25 F ROM A M B AIp1I1C EIIgI11CCiCd ProdL7Cts,IIIc. RpMPONEN81FOR LITYAN UYL PAR iI COOL AN EB UILOT GOIS THEIR ES PONS[61 t0(ITY OF THE BUI LOBNGI OF IGNEft AND SEPER Th IS �y' Cr> Hames City,F[ 33844 ANSI/TPI 1-1995 SECTION 2. l -- ^gInl.IrilIt- SPACING 24.0" (56318-DURHAM LBR./PHILLIPS RES - CJ17 4L 4R) THIS DWG PREPARED ;i?UM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR, TOP CHORD 2x4 SP #2 100 MPH WIND, 27.97 FT MEAN HGT, SBC, BOT CHORD 2x4 SP #2 ENCLOSED BLDG, LOCATED ANYWHERE IN ROOF, WIND TC DL = 5.0 PSF, WIND BC DL = 5.0 PSF. IN LIEU OF RIGID CEILING USE PURLINS: TO BRACE BC @ 48.00" OC DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. 7 F- 1217 R 92 7 2 0-5-13 27.2-4 R=12 U=180 W2X5(B1) 1-0-7 Over 3 Supports R=74 U=180 W=3.5" PLT TYP. Wave TPI-95 Design Criteria: TPI (STD) 18.2f3 FL/-/4/-/E/-/- Scale **WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO H18-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE \� �II1�.11. TC LL 20.0 PSF R E F R235-29590 INSTITUTE, 583 8'ONOFRIO DR., SUITE 200, PIAD750N, WI 53719), COR SAFETY Pft AC TICES PRIOR TO �\ PERT ORMINf, THESE fUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED ``� -..I ��. /ati`� TC DL 7.0 PSF DATE 08/22/00 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PRO➢ERLY ATTACHED R767D CEILING. l !� f� **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED :J m• B C D L 10.0 P S F D R W HCU SR235 00235065 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; AN FAILURE TO z BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING. INSTALLING ANC �,i B C L L 0.0 P S F —H-C---ENG M C L W P F ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICA8 LE PROVISIONS OF NDS (NATIONAL DESIGN / SPECIFICATI DN PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE : TOT.L D. 37.0 P S F S E O N 196545 CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE Of TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSIT TON CONNECTORS PER DRAWINGS 160 A-2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING �H. P\ w� D U R.FAC. 1.25 F ROM A M B RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUI TABII.I TY ANO USE OF TN IS Alpine Engineered Products,Inc. v \� Haines Cny,FL 33844 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER r�!?€O ANSI/TPI 1-1995 SECTION 2. SBC: 100 MPH WIND SPEED, 30' MEAN HEIGHT, ENCLOSED, I = 1 .00 2X4 BRACE (1) 1X4 "L" BRACE * (1) 2X4 "L" BRACE ' (2) 2X4 "L" BRACE - (1) 2X6 "I." BRACE • (2) 2X6 "L" BRACE GABLE VERTICAL NO SPACING SPECIES GRADE BRACES GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B 1 2 3' 11" 6' 10" 7' 0" 8' 1" 8' 3" 9' 8" 9' 11" 12' 8" 13' 0" 14' 0" 14' 0" BRACING GROUP SPECIES AND GRADES: S P F #3 3' 10" 5' I1" 5' 11" 7' 9" 7' 9" 9' 8" 9' 8" 12' 1" 12' 1" 14' 0" 14' 0" GROUP A: HF STUD 3' 10" 5' 10" 5' 10" 7' 9" 7' 9" 9' 8" 9' 8" 12' 1" 12' 1" 14' 0" 14' 0" W O STANDARD 3' 10" 5' 1" 5' 1" 6' 8" 6' 8" 9' 0" 8' 0" 10' 5" 10' 5" 14' 0" 14' 0" SPRUCE-PINE-FIR HEM-FIR 1 z #2 STANDARDI #2 STUD P #1 4' 4" 6' 10" 7' 4" 8' 1" 8' 8" 9' 8" 10' 4" 12' 8" 13' 8" 14' 0" 14' 0" 3 STUD 3 STANDARD #2 4' 3" 6' 10" 7' 4" 8' 1" 8' 8" 9' 8" 10' 4" 12' 8" 13' 8" 14' 0" 14' 0" d1 #3 4' 1" 6' 1" 6' 1" 8' 0" 8' 0" 9' 8" 10' 2" 12' 5" 12' 5" 14' 0" 14' 0" DOUGLAS FIR-LARCH SOUTHERN PINE di DFL STUD 4' 1" ) 0" 6' 0" 7' 11" 7' 11" 9' 8" 10' 2" 12' 3" 12' 3" 14' 0" 14' 0" 3 3 STANDARD 3' 11" 5' 2" 5' 2" 6' 10" 6' 10" 9' 2" 9' 2" 10' 7" 10' 7" 14' 0" 14' 0" STANDARD STANDARD S P F #1 / #2 4' 6" 7' 10" 8' 0" 9' 3" 9' 6" 11' 0" 11' 4" 14' 0" 14' 0" 14' 0" 14' 0" #3 4' 5" 7' 3" 7' 3" 9' 3" 9' 3" 11' 0" 11' 0" 14' 0" 14' 0" 14' 0" 14' 0" HF STUD 4' 5" 7' 2" 7' 2" 9' 3" 9' 3" 11' 0" 11' 14' 0" 14' 0" 14' 0" 14' 0" GROUP B: W ® STANDARD 4' 5" 6' 2" 6' 2" 8' 2" 8' 2" 11' 0" 11' 0" 12' 9" 12' 9" 14' 0" 14' 0" 1 4' 11" 7' 10" 8' 5" 9' 3" 10' 0" 11' 0" 11' 11" 14' 0" 14' 0" 14' 0" 14' 0" HEM-FIR s P #2 4' 10" 7' 10" 8' 5" 9' 3" 10' 0" 11' 0" 11' 11 14' 0" 14' 0" 14' 0" 14' 0" 1 & BTR W #3 4' 8" 7' 5" 7 5" 9, 3" 9, 9., 1 11' 0" 11' 7" 14' 0" 14' 0" 14' 0" 14' 0" r-1 DFL STUD 4' 8" 7' 4" 7 4" 9' 3" 9' 8" 11' 0" 11' 7" 14' 0" 1 14' 0" 14' 0" 14' 0" SOUTHERN PINE DOUGLAS FIR-LARCH STANDARD 4' 6" 6' 4" 6' 4" 8' 4" 6' 4" 11' 0" 11' 3" 13' 0" 13' 0" 14' 0" 14' 0" �-- 1 2 5' 0" 8' 7" 8' 10" 10' 2" 10' 5" 12' 2" 12' 6" 14' 0" 14' 0" 14' 0" 14' 0" 2 2 d s P F #3 4' 10" 8' 4" 8' 4" 10' 2" 10' 2" 12' 2" 12' 2" 14' 0" 14' 0" 14' 0" 14' 0" STUD 4' 10" 8' 4" 8' 4" 10' 2" 10' 2" 12' 2" 12' 2" 14' 0" 14' 0" 14' 0" 14' 0" x o HF STANDARD 4' 10" 7' 2" 7' 2" 9' 5" 9' 5" 12' 2" 12' 2" 14' 0" 14' 0" 14' 0" 14' 0" GABLE TRUSS DETAIL NOTES: 1 5' 5" 8' 7" 9' 3" 10' 2" it' 0" 12' 2" 13' 1" 14' 0" 14' 0" 14' 0" 14' 0" SP #2 5' 4" 8' 7" 9' 3" 10' 2" 11' 0" 12' 2" 13' 1" 14' 0" 14' 0" 14' 0" 14' 0" LIVE LOAD DEFLECTION CRITERIA IS L/240 C�2 #3 5' 1" 8' 7" 8' 7" 10' 2" 10' 9" 12' 2" 12' 9" 14' 0" 14' 0" 14' 0" 14' 0" PROVIDE UPLIFT CONNECTIONS FOR 115 PLY OVER DFL STUD 5' 1" 8' 6" 8' 6" 10' 2" 10' 9" 12' 2" 12' 9" 14' 0" 14' 0" 14' 0" 14' 0" CONTINUOUS BEARING (5 PSF TC DEAD LOAD). STANDARD 5' 0" 7' 4" 7' 4" 9' 8" 9' 8" 12' 2" 12' 6" 14' 0" 14' 0" 14' 0" 14' 0" GABLE END SUPPORTS LOAD FROM 4' 0" SyMM OUTLOOKERS WITH 2' 0" OVERHANG, OR 12" ABOUT, PLYWOOD OVERHANG. + ATTACH EACH "L" BRACE WITH 10d NAILS. GABLE TRUSS 2X4 �2N OR BETTER * FOR (1) "L" BRACE: SPACE NAILS AT 2" O.C. IN 18" END 'ZONES AND 4" O.C. BETWEEN ZONES. DIAGONAL BRACE OPTION: T_ T + #*FOR (2) 'T." BRACES: SPACE NAILS AT 3" O.C. VERTICAL LENGTH MAY BE 18" * IN 18" END ZONES AND 6" O.C. BETWEEN ZONES. DOUBLED WHEN DIAGONAL I BRACE IS USED. CONNECT ��" L f + -L" BRACING MUST BE A MINIMUM OF 80% OF WEB DIAGONAL BRACE FOR 740# BRACE I MEMBER LENGTH. AT EACH END. MAX WEB ** TOTAL LENGTH IS 14'. GABLE VERTICAL PLATE SIZES 2X4 SP OR DF-L STUD OR T $3, SPF #1/#2, H-F #2 I VERTICAL LENGTH NO SPLICE VERTICAL LENGTH SHOWN OR BETTER DIAGONAL 18 * + + LESS THAN 4' 0" 1X4 OR 2X3 IN TABLE ABOVE. BRACE; SINGLE OR L l + GREATER THAN 4' 0 BUT 2X4 y DOUBLE CUT (AS SHOWN) LESS THAN 11' 6" AT UPPER END. GREATER THAN 11' 6" 2.5X4 CONTINUOUS BEARIN + REFER TO COMMON TRUSS DESIGN FOR PEAK, SPLICE, AND HEEL PLATES. CONNECT DIAGONAL AT REFER TO CHART ABOVE FOR MAX GABLE VERTICAL LENGTH. MIDPOINT OF VERTICAL NEB. THIS DRAWING REPLACES DRAWING S10030E **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING_ REF- SBC-GAB 10030 AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS 1d�Rl�p , PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI. 53719) FOR SAFETY PRACTICtS -CSR DATE 06/25/99 PRIOR TD PERFORMING THESE FUNCTIONS, UNLESS OTHERWISE INDICATED, TDP CHORD SHALL HAVE % \r PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID `� Q` �� /� �i CEILING. f< IMPORTANT- FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. `�� ; L.qJ,. DRWG S 10030EN0699 ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGNi ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPli OR FABRICATINGe(J 2;5 �•� -ENG f • HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH :APFLICAS F,. ` �41 PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FORLS'T AND - - PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV.,STEEL - T RAX TOT. LD, 60 PSF EXCEPT AS NOTED, APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED 9N �. THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWDVG INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS CO!1PONILNT �i��+'• 4.�� DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING /i�C/��' .t�. ��'`� MAX SPACING 24,0" IIS THE RESPONSIBILITY OF THE BUILDING ES NER R ANSI/TPI 1-1995 SECTION � G ��Nff4tlt1tl�� 2X6 "T" GABLE DETAIL GABLE VERTICAL PLATE SIZES MEMBERING " 2X4 "TS SYM. VERTICAL LENGTH PLATE IF PLATES REINFORCING ABOUT + FOR LET-IN VERTICALS BETWEEN CHORDS SIZE OVERLAP; MEMBER LESS THAN 4' 0" 1X4 OR 2X31 2X8 GREATER THAN 4' 0", BUT 2X4 2X8 TOENAIL TOENAIL LESS THAN I1' 6" GREATER THAN I V 6" 2.5X4 I 2.5X8 +O REFER TO ENGINEERED TRUSS DESIGN FOR PEAK, SPLICE, WEB AND HEEL PLATES. ♦ IF GABLE VERTICAL PLATES OVERLAP, USE A -}- TO CONVERT FROM "L" TO "T" REINFORCING MEMBERS, SINGLE PLATE TO SPAN THE WEB. MULTIPLY "T" FACTOR BY LENGTH (BASED ON GABLE VERTICAL SPECIES, GRADE AND SPACING) FOR (1) EXAMPLE: 2X4 2X4 "L" BRACE, GROUP A, OBTAINED FROM THE VERTGABLE AL + zX4 2X8 APPROPRIATE ALPINE GABLE DETAIL FOR ASCE OR LENGTH SBCCI WIND LOAD. TYP. MAXIMUM ALLOWABLE "T" REINFORCED GABLE VERTICAL LENGTH IS 14' FROM TOP TO BOTTOM CHORD. EB LENGTH INCREASE W/ "T" BRACE WIND SPEED "T" RE1NF. SBCCI ASCE AND MRH MBR. SIZE 110 MPH 2x4 10 7 10 % + 15 FT 2x6 40 7 50 % 110 MPH 2x4 10 % 10 % 30 FT 2x6 50 7• 50 % 100 MPH 2x4 10 % 10 % 15 FT 2x6 30 % 50 % 100 MPH 2x4 10 7 10 % 30 FT 2x6 40 7 40 % + + 90 MPH 2x4 20 7 10 7 PROVIDE CONNECTIONS FOR UPLIFT SPECIFIED ON 15 FT 2x6 20 7 40 % THE ENGINEERED TRUSS DESIGN. 90 MPH 2x4 10 % 10 % RIGID SHEATHING ATTACH EACH "T" REINFORCING MEMBER WITH 30 FT 2x6 30 7. 50 4 TOENAILS 80 MPH 2x4 10 7. 20 %7. HAND DRIVEN NAILS: 15 FT 2x6 10 7 30 7 10d COMMON TOENAILS AT 4" O.C. PLUS (4) 16d 80 MPH 2x4 20 7, 10 7 COMMON TOENAILS IN TOP AND BOTTOM CHORD. REINFORCING30 FT 2x6 20 % 40 % MEMBER GUN DRIVEN NAILS — 0.131" X 3": TOENAILS AT 4" O.C. PLUS (4) TOENAILS IN TOP 70 MPH 2x4 0 7• 20 % AND BOTTOM CHORD. 15 FT 2x6 0 % 20 % 70 MPH 2x4 10 7 20 % GABLE TOENAILS THIS DETAIL TO BE USED WITH THE APPROPRIATE ALPINE 30 FT 2x6 10 7 1 30 7 TRUSS SPACED GABLE DETAIL FOR ASCE OR SBCCI WIND LOAD. EXAMPLE: 4' O.C.. ASCE GABLE DETAIL DRAWINGS ASCE WIND SPEED = 100 MPH A11015EN0699, A10015EN0699, A09015ENO699, AOBO15ENO699, A07015EN0699 MEAN ROOF HEIGHT = 30 FT A11030EN0699, A10030EN0699, A09030ENO699, A08030EN0699, A07030EN0699 GABLE VERTICAL = 24" O.C. SP y3 SBCCI GABLE DETAIL DRAWINGS "T" REINFORCING MEMBER SIZE = 2X4 S11015EN0699, S10015ENO699, S09015EN0699, 508015EN0699, S07015EN0699 "T" BRACE INCREASE (FROM ABOVE) = 107 = 1.10 S11030EN0699, S10030ENO699, S09030EN0699, S08030ENO699, S07030EN0699 (1) 2X4 "L" BRACE LENGTH = 6' 7" 4 TOENAILS SEE APPROPRIATE ALPINE GABLE DETAIL (ASCE OR SBCCI MAXIMUM "T" REINFORCED GABLE VERTICAL LENGTH CEILING WIND LOAD) FOR MAXIMUM UNREINFORCED GABLE 1.10 x 6' 7" = 7' 3" VERTICAL LENGTH. THIS DRAWING REPLACES, DRAWINGS GAB98117 876,719 & HC26294035 ..WARNING.. TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING REF LET-IN VERT AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DRSUITE 200, MADISON, WI. 53719) FOR SAFETY PRACTICES OlU111111"I PROPERLPRIOR Y PERFORMING .,ATTACHED STRUCTURAL PANELS ANDTHESE EBOTTOMSS ECHORD SHALLRWISE AHAVETAPPROPERLYHATTACHE9 RiG10 \\\Q,�.��p /A��'�� DATE 06/25/99 CEILING. ■*IMPORTANT-- FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR O\,S1••• -{��IG' "►' � ALPINE ENGINEERED PRODUCTS, INC. SHALL NDT BE RESPONSIBLE FDR ANY DEVIATION FROM THIS: e .Gy. 'qj:� DRWG GBLLETIN0699 DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; DR FABRICATING, -ENG DLJ KAR ■ HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES, DESIGN CONFORMS WITH APPLICABLE AU .22 PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND I = • �R PAPER ASSOCIATION) AND TPI, ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL NnX T N T.L D. 60 P S F EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LpG4TED DN T THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING iND1CAPE�S ,�UR.F A C. A N Y ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT I °.•�C •• !V DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING ! .� ipC . AX SPACING 24.0' IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1-1995 SECTION 2. nn��// /CITY__O//F /�� 4 - CITY 13MCA-0;&U 2 Office of Building Official REQUEST FOR INSPECTION Q Date / l Permit No. � Time A.M. Received P.M. Job Address Locality Owner's Name Contractor BUILDING �r-� ?1Nt"'�'` J ELECTRICAL PLUMBING MECHANICAL Framing —footrng Rough Wiring ❑ Rough ❑ Air Cond.& ❑ Re Roofing ❑ Slab ❑ Temp Pole ❑ Top Out ❑ Heating Insulation ❑ Lintel ❑ Final ❑ Sewer ❑ Fire Place ❑ Pre Fab READY FOR INSPECTION Mon. Tues. Wed. Thurs. Friday r A.M. Inspection Made r 1 P.M. Aaa Inspector Final Inspection ti Certificate of Occupancy ❑ Date CITY OF 4&409& 13M404-99&14�4__ Office of Building Official REQUEST FOR INSPECTIO Date Permit No. Time A.M. Received � P.ML� JobAddress Locality Name�'-.. �� Contractor BUILDING CONCRETE ELECTRICAL PLUMBING MEC Framing ❑ Footing ❑ Rough Wiring ❑ Rough Re Roofing ❑ Slab ❑ Temp Pole ❑ Top Out ❑ Heating Insulation ❑ Lintel D Final ❑ Sewer ❑ Fire Place .,,......_. Pre Fab READY FO. INSPECTION �"1 .� A.M. Mon. Tues. (�Wed4 Thurs. Friday P.M. .3 .`�-Q � A.M. Inspection Made P.M. Inspector ! Final Inspection o cupa y 01 Date 7' - 7" MAIN SIGN WIDTH 61-0.1-'addiing Width RED CROWN IS 3M VT5567 VINYL 3M PANTONE FLEXIBLE � YELLOW BORDERS ARE VINYL FACE WITH 3M VT3728 VINYL FIRST SURFACE APPLIED GRAPHICS PER SPECS. , BLUE BACKGROUND IS 3M VT3629 VINYL N -YELLOW LETTERS ARE rn 3M VT5567 VINYL BACKGROUND, RETAINERS AND FILLER IS WARM GRAY 7C SIGN CAN IS A36 STEEL ANGLE A , FRAMING WITH .063 ALUMINUM BLUE BACKGROUND IS CLADDING & RETAINERS - TO 3M VT3629 VINYL BE PAINTED WARM GREY #7C • WITH WHITE LETTERS Lu N i 0 J I 4-0" x 8'-0" READER BOARD WITH 4 LINES 8"CHARACTERS o � O N I r jA N I ip r'1 1 - 24 Ga. PAINT-GRIP CLADDING OVER ANGLE IRON FRAMING p (TYPICAL) - PAINT I WARM GRAY 7C TO MATCH ap SIGN CANS NOTE: INTERNALLY ILLUMINATED SIGNS WILL BE U.L. APPROVED AND LABELED AS REQUIREQ DESIGN LOAD — 110 MPH FOUNDATION: Footing to be a 48" Diameter x 6'-0" Drilled Footer with 3000PSI Concrete @ 28 Days (Min) NM 75 PYLON FRONT ELEVATION - N.T.S. CWftne/Lmum BEST WESTERN - MAYPORT INN & SUITES 2389 MAYPORT ROAD — ATLANTIC BEACH, FLORIDA LOCATION DESIGNED EN Date Accepted: ' Accepted[ shown]by: �, . ANS SIGNS, INC. Accepted: .� NOTE THE SIGN DESIGN SHOWN MWING LOGO)IS THE PROPERTY Or ANS sMSWIAND MAY NOT P.O. BOX 850 - ADEL, GEORGIA 31620 THR� �D64= °�CEEEx COPIED A �, X B� Phone: (912)896-4500 - Fax: (912)896-3153 DWG: BWNM75M1.scv CITY OF ATLANTIC BEACH PE CALCU ATION SHEET Address S Date Heated Square Footage @ $-per sq ft = $ Garage/Shed @ $ per sq ft = $ Carport/Porch @ $ per sq ft = $ Deck @ $ per sq ft = $ Patio @ $ per sq ft = $ TOTAL VALUATION': S o � s Total Valuation 1st $ 5VP-- ) 2.-- 3 ? 00 $ o v Re�iaing Value $� . per thousand or portion thereof TOTAL BUILDING FEE $ a 2 a, + 1/2 Filing Fee ( ) Fireplaces @ $15 . 00 $ BUILDING PERMIT FEE S_ WATER IMPACT FEE $^ SEWER IMPACT FEE S WATER METER/TAP $ CAPITAL IMPROVEMENT $ SEWER TAP S ( ) RADON (HRS)' . 0050 $ SECTION H PAVING ( ) $ HYDRAULIC SHARES $ CROSS CONNECTION $ ( ) SURCHARGE . 0050 S OTHER $ GRAND TOTAL DUE $ C� ADDITIONAL PERMITS OR FEES , Mechanical ; Plumbing Electric/New Electric/Temp ; SwimmingPool Septic Tank Well Sign Finish Floor Elevation Survey Other CALCULATIONS and/or NOTES : ^ (912) 435-3036 12:17 NOV 03, 2000 TO: DONNA FR: BETH BARNHILL #49627 PAGE: 1/1 ACORQ. CERTIFICATE OF LIABILITY INSURANC�R LC °ATE(MMt11/03/03/0 BNE 1 0 PRODUCER THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE Doherty, Duggan & Rouse HOLDER.THIS CERTIFICATE DOES NOT AMEND, EXTEND OR P.O. Box 71628 ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. Albany GA 31708-1628 INSURERS AFFORDING COVERAGE Phone: 912-888-2040 P'ax:912-435-3036 --- - INsuRED wsuPEPA Travelers / Aetna _ IPJS!PEPa American Interstate Ins Co. Albany Neon Signs Inc dba U�EPc ANS Ssgns Inc. — - ---- PO Box 856 NsuPEP C, Adel GA 31620 -- - .._- -------- — IN UPER E COVERAGES THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED.NOTWITHSTANDING ANY REQUIREMENT,TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN,THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS,EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. R LIMITS POLICY EFFECTIVE NSPOLICY EXPIRATION -- -- — LTR TYPE OF INSURANCE POLICY NUMBER DATE(MMfDD/YY) DATE(MM/DD/YY) I -GENERAL LIABILITY E%�l�H I1PT.EI E _ 11 0 0 01 0 0 0 _JrnMEP_IAL GENEPA unFlury 660381X7980 10/17/00 10/17/01 r)PEE II E - _ 100,000_ A cL.vMs MAGE OC-Cup Eo E E -�, 5,000. _-- - FFF Iv u I IP, T 1,000 ,000. -- E I r'E -- 2,000,000. LIMIT APPLIES PER FPS�Li T �r 206 000,000. PRO- � — _.. - —. 1 F_UCi JECT L"t- '- AUTOMOBILE LIABILITY -�V,AFb E � � IJi.4UT.J F-r: r,,r�� -- --- --._--- --- --- ( —r — ` L��°�TdEC rVUTGU II I � HEDIILEC ';.11705 - —+ -------- H EC,AiIT ECDII 'f= f ` N,,,raEC AUTO: I F.rF -- -- - r __.. GARAGE LIABILITY -TH i_ I -- IT 1 Afdl'AUTO EE W t EXCESS LIABILITY �CQ"R CL7E Cf,CUCTIBLE --- -— — - J r- - TLi STH WORKERS COMPENSATION AND T F 6�.� � _EF EMPLOYERS'LIABILITY 99WCGA136447 05/20/00 05/20/01 EL H r 100000... E L EI_t E r EI Lo EE $ 1000-00--.-- EL 00000.EL E-�E LI11IT T 500000. OTHER I DESCRIPTION OF OPERATIONS/LOCATIONSNEHICLES/EXCLUSIONS ADDED BY ENDORSEMENT/SPECIAL PROVISIONS CERTIFICATE HOLDER N ADDITIONAL INSURED;INSURER LETTER: CANCELLATION ATIA--- SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF,THE ISSUING INSURER WILL ENDEAVOR TO MAIL 10 DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT,BUT FAILURE TO DO SO SHALL Atlantic Beach IMPOSE NO OBLIGATION OR LIABILITY OF ANY KIND UPON THE INSURER,ITS AGENTS OR REPRESENTATIVES. G. Leonard Duggan, CIC CP IA ACORD 25-S(7197) ACORD CORPORATION 1988 TO: CITY OF ATLANTIC BEACH, FL I HEREBY AUTHORIZE THE CITY OF ATLANTIC BEACH, FL B DING DEPARTMENT TO ISSUE PERMITS SIGNED . (Please Print Agent Nan,e) yS`igna of Agent) r. (Please Phrit Agent Name) (Si re of Agent) (Please Print Agent Name) (Signature of Agent) I CERTIFY THAT I AM FULLY RESPONSIBLE AND LIABLE FOR ALL ACTS PERFORMED UNDER SAID PERMIT OR PERMITS SIGNED BY THIS AUTHORIZED PERSON. fd OLLQ20a� 13 ' 5z�IWO S � (bate) coers Signature) PLEASE CHECK ONE BELOW: [ ] FOR PROPERTY LOCATED AT LOT# BLOCK SUBDIVISION: FOR ALL PERMITS UNDER QUALIFIER FORjv)q (Business Name) s QUALIFIERS STATE LICENSE/COUNTY COMP. # �S o� (o STATE OF ^, t©T`Ci R COUNTY OF C-co SUBSCRIBED AND SWORN BEFORE ME THIS DAY OF NUQ bW , DOCO (Notary Public) (Commission Expires) THIS DOES NOT APPLY TO OWNER/BUILDER RECEIVED CITY OF ATLANTIC BEACH NOV 6 2000 APPLICATION FOR SIGN PERMIT Of Mamie sagch PERMIT Building and Zoning NAME: �1� ADDRESS: 0 , � 8S0 aC�e1, GJL PHONE:—f) — TYPE OF SIGN: C��'oc�NC1l -Si�tAI SIZE: PROPOSED LOCATION:— ]C o f}J WILL THE SIGN REQUIRE AN ELECTRICAL PERMIT? ELECTRICAL CONTRACTOR: Signs over fifty (50) feet in area, and/or any sign which is more than seventeen (17) feet above the ground, or any sign weighing more than one thousand (1,000) pounds, must be submitted with drawings from a registered engineer. Signs with a solid area greater than thirty (30) square feet must be erected to withstand a wind pressure of at least thirty-five (35) pounds per square foot. Drawings must also show that weight of sign will be supported by the roof or ground support on which it will be erected. This application must be submitted along with the following: 1. A plot plan of the land, showing the position of the sign in relation to buildings or structures. 2. A blueprint or ink drawing showing the plans and specif- ications, and the construction and/or attachment to the building or in the ground. 3. Other information as may be equired under Sec. 17-2(b) , Code of Ordinan City o tlantic ch. APPLICANT SIGNATURE• Date:�l OWNER SIGNATUR Date: 75, COMPANY: ANS Signs Inc Robert W. Wall PROJECT: Best Western Check by: Sample Calculations Wind Load=WL WL=Cf*WIND ksf i WL= 1.2 * 3.43 Force= 4.1189* 74.2 7'-7- Area 1 Force= 3.0584 kips °f Zreq=Moment*12 fb*NC I Area 2 fb=21.0 ksi for Steel pipe N N fb=27.6 ksi for Steel pipe V-7- Area 3 fb= 19.0 ksi for Aluminum `, o LDF= 1.33 Zreq= 14.97* 12 24 * 1.33* 1 V-0. Area 4 Zreq= 5.616 in3 12"x .375" ASTM A53-S/B Pipeco Concrete approx. 3.55 cu.yds Zact= 43.8 in3>Zreq= 33.8 in3 Concrete is 3000 psi at 28 days Wind loads-SBCCI 1994,ASCE 7-93 Steel-AISC-ASD Ninth Edition o Soil bearing capacity 2000 psf(2 ksf) to i 4'-0 " 174 " WIND - ASCE Coastal - Exposure C - 110 mph Cf Wind AREA y FORCE MOMENT Z REQ s ft2 ft kis -ft) in3 1.00 1.20 34.32 74.25 20.10 3.06 14.97 5.62 2.00 1.20 31.57 19.25 13.60 0.73 25.96 9.74 3.00 1.20 31.57 30.33 10.00 1.15 43.41 16.28 4.00 1.20 31 .57 48.00 4.00 1.82 90.17 33.82 TOTALS 171.84 6.76 i MEAN SIGN HEIGHT (HB) = MOMENT AT GROUND = 90.17 k-ft = 13.3 ft CHECK FOOTING TOTAL FORCE 6.755 kips Pallow = S * b * d " 2 b = width of footer (ft) 2.37 * d + 2.64 * HB d = height of footer (ft) P allow = 2.5 * 4 *6 "2 = 7.27 (kips) > 6.75 (kips) is O.K. 2.37 * 6 + 2.64 * 13.3 i J i I , COMPANY: ANS Signs Inc Robert W. Wall PROJECT: Best Western Check by: Sample Calculations Wind Load=WL WL=Cf*WIND ksf WL= 1.2 * 3.43 Force= 4.1189* 74.2 7'-7- Area 1 Force= 3.0584 kips Zreq =Moment*12 fb*NC j 61-0. Area 2 fb=21.0 ksi for Steel pipe in fb=27.6 ksi for Steel pipe N fb= 19.0 ksi for Aluminum N " 7'-7" Area 3 LDF= 1.33 o Zreq= 14.97* 12 24 * 1.33* 1 Zreq= 5.616 in3 6.-0. Area 4 Concrete approx. 3.55 cu.yds 6 12"x .375" ASTM A53-S/B Pipe Concrete is 3000 psi at 28 days G° Zact= 43.8 in3>Zreq= 33.8 in3 Wind loads-SBCCI 1994,ASCE 7-93 Steel -AISC-ASD Ninth Edition Soil bearing capacity 2000 psi(2 ksf) 'o �X4�__0 • 4'-'0 " WIND - ASCE Coastal - Exposure C - 110 mph Cf Wind AREA y FORCE MOMENT Z REQ s ft2 ft kis (k-ft) in3 1.00 1 .20 34.32 74.25 20.10 3.06 14.97 5.62 2.00 1 .20 31 .57 19.25 13.60 0.73 25.96 9.74 3.00 1 .20 31.57 30.33 10.00 1 .15 43.41 16.28 4.00 1.20 31 .57 48.00 4.00 1.82 90.17 33.82 TOTALS 171.84 6.76 MEAN SIGN HEIGHT (HB) = MOMENT AT GROUND = 90.17 k-ft = 13.3 ft CHECK FOOTING TOTAL FORCE 6.755 kips Pallow = S * b * d " 2 b = width of footer (ft) 2.37 * d + 2.64 * HB d = height of footer (ft) P allow = 2.5 * 4 * 6 "2 = 7.27 (kips) > 6.75 (kips) is O.K. 2.37 * 6 + 2.64 * 13.3 i i i i I1 4 i COMPANY: ANS Signs Inc Robert W. Wall PROJECT: Best Western Check by: Sample Calculations Wind Load=WL WL=Cf*WIND ksf WL= 1.2 * 3.43 Force= 4.1189* 74.2 V-7- Area 1 Force= 3.0584 kips Zreq =Moment*12 fb*NC 61-0. Area 2 fb=21.0 ksi for Steel pipe j fb=27.6 ksi for Steel pipe o11 fb= 19.0 ksi for Aluminum r, 7'-7" Area 3 LDF= 1.33 N o Zreq = 14.97* 12 24 * 1.33* 1 Zreq= 5.616 1n3 V-0- Area 4 Concrete approx. 3.55 cu.yds 12"x .375" ASTM A53-S/6 Pipe ao Concrete is 3000 psi at 28 days Zact= 43.8 in3>Zreq= 33.8 in3 Wind loads-SBCCI 1994,ASCE 7-93 Steel-AISC-ASD Ninth Edition Soil bearing capacity 2000 psf(2 ksf) X'� . WIND - ASCE Coastal - Exposure C - 110 mph Cf Wind AREA y FORCE MOMENT Z REQ sf) (ft2) ft kis (k-ft) in3 1.00 1.20 34.32 74.25 20.10 3.06 14.97 5.62 2.00 1 .20 31.57 19.25 13.60 0.73 25.96 9.74 3.00 1.20 31 .57 30.33 10.00 1 .15 43.41 16.28 4.00 1.20 31 .57 48.00 4.00 1.82 90.17 33.82 TOTALS 171 .84 6.76 MEAN SIGN HEIGHT (HB) = MOMENT AT GROUND = 90.17 k-ft = 13.3 ft CHECK FOOTING TOTAL FORCE 6.755 kips Pallow = S * b * d " 2 b = width of footer (ft) 2.37 * d + 2.64 * HB d = height of footer (ft) P allow = 2.5 * 4 * 6 "2 = 7.27 (kips) > 6.75 (kips) is O.K. 2.37 * 6 + 2.64 * 13.3 i i I i i ` V CITY OF ATLANTIC BEACH DEPARTMENT OF BUILDING a0O SEMINOLE ROAD-ATLANTIC BEACH,FL 32233-TEL: 247-5826-FAX: 247-5877 _ PERMlT1� FORMATION_—__ -_ _ LOCATION INFORMATION _f Permit Number: 2 946 Address: 2389 MAYPORT ROAD } Permit Type: SIG ATLANTIC BEACH, FL 32233 Class of Work: NE j Township: Range: Book: Proposed Use: HOT UMOTEL I Logs): Block: Section: i Square Feet: Subdivision: Est.Value: ` f Parcel Number: f Improv. Cost: _ OWNER INFORMATION Date Issued: 11 k1/08/2000 C -- Name`: MAYPORT ROAD PARTNERS, L C.---- Total Fees: 45.00 Address: 907 PETERSON Amount Paid: 45.00 j DOUGLAS, GEORGIA Date Paid: 1 /08/2000 ; Phone: (912)354-5140 _ Desc:FRET Sii�NAGE PFt PLANS -CONFIRM !_QCATtC)N WITH P'lsSI.IC"+NORKS _--____� -- _SIGNS_-- CONT TOR _ _ _-_ --__—APPLICATION FEES A.N. -- - 1 S. _ I y i l I � i>spections Required T -- FINAL ELFGTRSC _ � __ - NOTICE-INSPECTIONS MUST BE REQUESTED AT LEAST 24 HOURS PRIOR TO INSPECTION BUILDING MATERIAL, RU BISH AND, DEBRIS FROM THIS WORK MUST NOT BE PLACED IN PUBLIC SPACE,AND { MUST BE CLEARED UP A, D HAULED AWAY BY EITHER CONTRACTOR OR OWNER I "FAILURE TO COMPLY WITH THE CONSTRUCTION LIEN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWI�E FOR BUILDING IMPROVEMENTS" ISSUED ACCORDING TO APPROVED PLANS WHICH ARE PART OF THIS PERMIT AND SUBJECT TO REVOCATION FOR VIOLATION OF APPLICABLE PROVISIONS OF LAW. `I I $45.6814 Date: 11/23/88 81 Receipt: M1521 ATLANTIC BEA C BU{LDiNG DEPT. DI�32218� - 18932 \ k CITY OF ATLANTIC BEACH TREE REMOVAL APPLICATION All applications must be received by 5 PM on the Monday prior to the scheduled meeting in order to be placed on the agenda. * INCOMPLETE APPLICATIONS OR INACCURATELY MARKED SITES WILL NOT BE PROCESSED. 1 Kirit Patidar 907 Peterson Douglas, Ga. 31533 912/384-5190 APPLICANT N ADDRESS TELEPHONE 2 470 feet north of Fairway Villas fo id ADDRESS OR LEGAL DESCRIPTI 3. REASON FOR PROPOSED TREE REMO' 1 required parking and driveways. r �� r a. ELkS THIS SITE BEEN TO THE TREE B( Sl1 YV SURE -kN 5. PROPERTY ZONING: F7. RESIDENTIN% I 6. LIST TREES PROPOSED FOR REMOVA i INTERIOR OK SPECIES DIA-ML ETER * EXTERIOR ZONE** Pine 15" Exactly on border Oak 16" South exterior Oak 12" South exterior Oak 12" South Oak 12" South interior ' Oak 14" Southeast 7w o o a s 12" & 12" Southeast interior Two oaks 20" & 20" West middle interior wo oaks 12" & 17" Northeast quad. int. Four oaks 36",30",12", & 15" Northwest quad. int. ree oaks 1311,1311 & 8" North middle & Northeast interior. Note: 305" removed divi ed by 2 = 152.5" required; however, 160" are provided. 290" of remo-ved are oaks divided by 2 = 145" of oaks required by ordinance. To mitiga a for difference of 72" Frovided as oaks, plan shows 100" of existing oaks being saved. The root systems of required oaks would be detrimental to pavement and curbs. *Diameter at Breast Height (D.B.H.) is measured at 4.5 feet above grade. To accurately determine diameter, measure the trunk circumference and divide by 3.1416. Diameter of multi-trunked trees is determined by adding together the diameter of each trunk as measured immediately above the forks. ** See attached diagram for determination of interior and exterior zones. 7. SITE PLAN/TREE SURVEY indicating: a) Changes of topographic features such as hills and low areas affecting trees. b) Existing and proposed structures. C) Location of all trees with Diameter at Breast Height (DBH) of six inches or more. d) Tree species and sizes in DBH. e) Trees to be removed should be clearly marked with an "X". f) Trees to be preserved on-site for mitigation must be marked with brackets g) Location, size and species of any proposed new replacement trees marked with a circle h) Location of utilities and easements as applicable. i) Location of trees to be preserved on-site with barricading indicated. 8. ON-SITE REQUIREMENTS: a) All trees identified for removal MUST be marked on-site by RED flagging, paint or tape. b) All trees to be preserved on-site for mitigation MUST be mark;.d with BLIP 11az2in-, paint or :ape. C) The front property corners must be marked by stakes or paint indicating the Lot Number or Address. 9. * INCOMPLETE APPLICATIONS OR INACCURATELY MARKED SI'T'ES WILL NOT BE PROCESSED. I HEREBY AGREE TO COMPLY WITH ALL PROVISIONS OF CHAPTER 23, ARTICLE II, TREE PROTECTION, AND ALL OTHER APPLICABLE CODES AND ORDINANCES OF THE CODE OF ORDINANCES OF ATLANTIC BEACH. Note: Local representative for Mr. Patidar is Scott or Hilton Meadows, RLA with Divers i 'ed Environmental Planning 6837 Merrill Road Jacksonville, FI—I I), 12/24/99 32277 Applicant's ignature Date 904/744-1417 la-IL, 12/24/99 Owner's Signature Date Kirit Patidar CITY USE ONLY: Tree Conservation Board Chairperson Date CITY OF BeaaA �lattida ✓ Office of Building Official REQUEST FOR INSPECTION Date ` Permit No. aT Time A.M. Received P J Ad�drreesss Locality Own s Name -Contractor BUILDING CONCRETE ELECTRICAL PLUMBING MECHANICAL Framing ❑ Footing ❑ oug tang ❑ Rough E Air Cond. & ❑ Re Roofing ❑ Slab ❑ Temp Pole ❑ Top Out ❑ Heating Insulation ❑ Lintel ❑ Final ❑ Sewer ❑ Fire Place ❑ Pre Fab READINSPECTION A.M Mon. Tues. Wed. Thurs. Friday A.M. Inspection Mad ✓ ? P.M. Inspectorz��z Final Inspection ❑ Certificate of Occupancy ❑ AZ Date CITY OF 800 SEMINOLE ROAD ATLANTIC BEACH,FLORIDA 32233-5445 TELEPHONE(904)247-5800 FAX(904)247-5805 vtia5w. ,w SUNCOM 852-5800 DATE 0--0 0 JEA Construction & Maintenance 2325 Emerson Street Jacksonville, FL 32207 Attention: Connie Re: Rough Electrical Inspections Dear Connie: Rough Inspections on the following locations have been completed and approved: PERMIT NO. ADDRESS Please call tree at 904-247-5826 if you have any questions. S' , r ATLANTIC BEACH BUILDING DEPARTMENT CITY OF ATLANTIC BEACH DEPARTMENT OF BUILDING 800 Seminole Road-AUanbc Beach, FL 32233-Tel: 247-5826-Fax: 247-5877 ELECTRICAL PERMIT .09 11001 1�� Permit Number: 21209 Address: 2389 MAYPORT ROAD Permit Type: ELECTRICAL ATLANTIC BEACH, FL 32233 Class of Work: ALTERATION Township: Range: Book: Proposed Use: HOTELIMOTEL Lot(s): Block: Section: Square Feet: Subdivision: Est. Value: Parcel Number: Improv. Cost: OWNERNiQA `ION:. . Date Issued: 12/26/2000 Name: MAYPORT ROAD PARTNERS, L.C. Total Fees: 25.00 Address; 907 PETERSON Amount Paid: 25.00 DOUGLAS, GEORGIA Date Paid: 12/26/2000 Phone: (912)384-5190 Work Desc: AMENDMENT TO PERMIT#20201 FOR PARKING LOT LIGHTS =,E ALLSTATE ELECTRICAL CONTR. INC PERMIT 25.00 FINAL ELECTRIC NOTICE - INSPECTIONS MUST BE REQUESTED AT LEAST 24 HOURS PRIOR TO INSPECTION BUILDING MATERIAL, RUBBISH AND DEBRIS FROM THIS WORK MUST NOT BE PLACED IN PUBLIC SPACE,AND MUST BE CLEARED UP AND HAULED AWAY BY EITHER CONTRACTOR OR OWNER "FAILURE TO COMPLY WITH THE CONSTRUCTION LIEN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS" ISSUED ACCORDING TO APPROVED PLANS WHICH ARE PART OF THIS PERMIT AND SUBJECT TO REVOCATION FOR VIOLATION OF APPLICABLE PROVISIONS OF LAW_ Date: 12/26/88 81 Receipt: 0821785 CHECKS 1739 ATLANTIC BEACH UILDIN PT. 881888832218 3f goy CITY OF ATLANTIC BEACH, FLORIDA Approved by APPLICATION FOR ELECTRICAL PERMIT 200c) j TO THE CHIEF ELECTRICAL INSPECTOR: DATE: I� 1 IMP013TANT NOTICE: IN CONSIDERATION OF PERMIT GIVEN FOR DOING THE WORK AS DESCRIBED IN THE FOLLOWING, WE HEREBY AGREE TO PERFORM SAID WORK IN ACCORDANCE WITH THE ATTACHED PLANS AND SPECIFICATIONS, WHICH ARE A PART HEREOF, AND IN'ACCORDANCE WITH THE ELECTRICAL REGULATIONS, CODES AND CITY OF ATLANTIC BEACH ORDINANCES.ELECTRICAL FIRM: MASTER``ELEC R CI N$19NATURE JOURNEYMAN NAME �19�,o00-F oac! �/9�►�ir1e�S ADDRESS: _- 2399 L12Y2014 E RFD BOX BLDG.SIZE- .4o Lk No '4°g-L ,BETWEEN: ' RES.( 1 APT.( 1 COMM.(If PUBLIC l ) INDUS.11 ) NEW( ) OLD ( ) REW. I 1 ADDITIONII ) TRAILER I J TEMP.( J SIGNSII ! SO. FT. SERVICE: NEW( ) INCREASE t 1 REPAIR i 1 FEE CONDUCTOR SIZE AMPS COPPER 11 ALUM. jSWITCH OR BREAKER AMPS PH W VOLTRACEWAY i I EXIST.SERV.SIZE I Z O-0 AMPS 3 PH Lk W ?of VOLT RACEWAY FEEDERS NO. SIZE NO. SIZE NO. SIZE LIGHTING OUTLETS Z CONCEALED OPEN TOTAL 0 D RECEPTACLES CONCEALED OPEN 'TOTAL 1 0.30 AMPS. 31.100 AMPS, SWITCHES INCANDESCENT FLUORESCENT d1 M.V. FIXED 0.100 AMPS. 1 OVER APPLIANCES BELL TRANSF. AIR H.P.RATING N.P.RATING CONDITIONING COMP.MOTOR OTHER MOTORS AMPS ICEIL HEAT: KW-HEAT 0.1 OVER k MOTORS H.P. VOLTAGE PHS NO. 1 H.P. VOLTAGE PHS MISCELLANEOUS f��,: n : �Q4-0 TRANSFORMERS: UNDER 600 V. OVER 600 V. NO. KVA NO. 1KVA NO.NEON TRANSF. NO. VA. MA. MOTOR SIZE SWITCH FLASHES EACH SIGN ` FORWARDED O-D s TOTAL FEES 'Old Allstate Electrical Contractors, Inc. 7447 Salisbury Road P.O. Box 15008 JACKSONVILLE, FLA. 32245 EC0000113 BUILDING, PL4NNING AND ZONING INSPECTION DEPARTHENT CITY OFATLANTIC BEA Cg, FLORIDA CERTIFIC=ATE OF OCCUPANCY WORKSHEET Date Requested: 1/18/01 Building Contractor: MCMG Building Permit Number: 19973 Address : 2389 Mayport Road Leaal Description: Improvements to the above described property have been completed in accordance with the terms of ,the permit and is certified to be ready for occupancy as MOTEL L-dwest Floor Elevation: d �. recruired as built BEFOREISSUING CERTIFCATF OF OCCUPANCY THE FOLLOWING MUST BE COMPLETE DEPARTMENT DATE NOTIFIED DATE APPROVED BY Fire 1/18/01 Public Works % �2� 112-3)01 Planning / Z3 p/ /d/ b Duiiding Z -7Ju n - CITY OF ATLANTIC BEACH PERMIT CALCULATION SHEET Address;2,3 S; 9 !Oje---,' Date- Heated Sauare FootageS)� ? 92, V *gar s q Garage/Shed f Ap' 00 o r /Porch per sq ft = Deck per sq ft = s Patio @ S per sq ft = 8 TOTAL VALUATION : T. t a11,ai V a.,'u a t i c n 154 P rvue2 . 3 y OQper thousand 3-, o * portion thereof TOTAL BUILDING FEE + l./24 Filing Fee .9 0a Fireplaces @ $15 , 00 BUILDING PERMIT FEE WATER IMPACT FEE ell SEWER, IMPACT FEE "WATER METER/TAPq f6p ,6 y f47 A,? CAPTTAL IMPROVEMENT SEWER, TAP IV, )Z-RADCN (HRS1 -0050 X97 1 SECTION, H PAVING HYDRATjT �,TC SUARES CROS, 9 'CONNECTION :, 13'1, C,'-P C HIA R G E 00 OTHER $ GRAND TOTAL DUE $ !q2l 360 ADDTTTONLAL PERMITS OR FEESS : mlechanical_, Plumbing Electric/New Electric/Temp_; SwimrningPool Sept_LJc Ta nllk ID.L - ' yii_Finish Floor Elevation Survey Other CALCULATIONS and/or NOTES : V"'ICE QUOTE APPLICATION FOR WATER AND/OR SEWER TAP APPLICANT NAME MAILING ADDRESS 1 PHONE NUMBER l 1 Z �' �' y l DATE SERVICE REQUESTEDG! - .d.�,lt1'�/t , SERVICE LOCATION IV DATE SET TO PUBLIC WORKS J4 _r —0 U ' DATE RETURNED TO BUILDING DEPARTMENT PUBLIC WORKS DEPARTMENT PRICE QUOTE RESPONSE WATER: SEWER: OTHER: PRICE QUOTE PREPARED BY: Signature - Title DATE NOTIFIED OWNER 'MOMAD' For Department Use Only: T ED Amount Fee Received $ Date _ Check No: From 2000 SP# . MF# . VIRONMENTAL' L'vGINEERING STATE OF FLORIDA SECT1pN DEPARTMENT OF HEALTH APPLICATION FOR APPROVAL OF SWIMMING POOL PLANS This form is to be completed and submitted with plans and specifications in six copies along with the appropriate fee. New Construction 0Revision ❑_Modification 1. Name of Project Address of Pool 2389 Mayport Rna.d ity At 1 ant i r- RParh County Duval Mayport 2. Name of Owner p Q^e -t1gs,--ane. c/e Kirit Patidar Phone Number(90} 220-9790 Mailing Address 907 North Peterson AyPn City Douglas State GA Zip 31533 3. Pool Type: Conventional JD Spa ❑ Wading []_Special Purpose ❑ Water Recreation Attraction[] Indoor❑ Outdoor[3 Transient® Non-transient 4. No.of Units Served:-6 6 ^No.of Stories 2 Distance of Farthest Unit from Pool: 2 0 0 ' Elevator: Yes® No0_ 5. Number of Sanitary Facilities: N/A ater Closets Urinals Lavatories i Dressin Rooms Male Distance From Female Pool: 6. Method of Waste Water Disposal: Sanitary Sewers 7. Pool Volume in Gallons: _ 25, 208 Bathing Load: 2 0 Water Source: City 8. Dimensions: Width: 2 0 ' Length: 4 0 , Area: R n f)Perimeter:1 2 n ,Depth: Max. r,I Min._1 Shape Rect. 9. Type Construction Material: Shell cqunite Finish diamond brite Color White 10.Equipment Make and Model: (A)Recirculation Pump:St aR i to P 4 EAGGT. Flow_LOO GPM At 67- TDH 2 HP (B)Filter: D.E. Area 52. 5Sq. Ft. Flow Capacity 2 qpm/f t 2 (C)Disinfection Equipment: Rainbow HC 3 3 3 fl Capacity 19 2, 000 GPD or❑PPD (D)pH Adjustment Feeder: N/A Capacity (GPD) (E)Test Kit:_ Taylor TK2005 13 DH 914, 3/98(Obsoletes Sep 90 edition) Vv � LQ The design engineer certifies to the preparation of the These plans, specifications and related documents are engineering documents and agrees to furnish certified approved and accepted by the owner/owner's representative. operating permit applications upon completion of the project and is authorized to represent the applicant in the engineering features including monitoring of construction. Date Date —�-� Signature and seal: Engineer registered under Florida Statutes Si nature: Owner Owner's Representative Typed Name and Florida registration number Typed Name and Title of Above r.7; i , iam E. 2MQQt # 41 215 Kirit Patidar Phone Number: ( ) 904-249-1255 Phone Number: (___)) 904-220-9790 Address: 1723 Penman Road Address: 97 N. Peterson Ave. Street Street Jacksonville Bch, FL 32250 Douglas, GA 31533 City State Zip City State Zip These plans for the proposed construction cited in the foregoing application are hereby approved under authority of Chapters 381 and 514, Florida Statutes, with the following proviso(s): Construction on this project shall be commenced within one year from the date of approval of this application otherwise six (6) months approval extension shall be obtained from the Department prior to commencing construction. This approval is for the functional aspects of this project and is based on the information and data supplied by the applicant or his agent. There may be other local permits, requirements or regulations that must be met prior to the construction of this facility. Only those applications, plans and specifications that have been stamped with the Department's approval number are included in this approval. Any changes to these applications, plans or specifications may render this approval null and void. DEPARTMENT OF HEALTH PUBLIC SWIMMiNv i=AJC Approvht rt P R�.v V— 6L fay: DOH Engineer STATE OF FLORIDA DEPARTMENT ,JF HEALTi i DUVAL COUNTY PUBLIC HEALTH DEPART NILN 1 Print Name Serial No. - - -- 0// NOTICE TO: Water Department FROM: Building Department DATE: ---/. ---D-/---------- Please be advised that the final building inspection has been completed on each of the following addresses and construction water is no longer needed; Also included below is the ERU number for each location: Permit Number Property Address ERU Number -------------------- ------------- --------------------------- -------------------- ------------- --------------------------- -------------------- ------------- --------------------------- ------------------- ------------- --------------------------- -------------------- Sincerely, ;s ,. lepartment V CITY OF Office of Building Official 1 Date REQUEST FOR INSPECTION ! L � �� , Received A.M. Permit No. (________,___-._77-�/.,,.•C�_._ Job Address `�► Owner, Locality BUILDING CONCRETE Contractor Framing ELECTRICAL PLUMBING�r6 Re Roofing n Footing MECHANICAL Slab Rough Wiring C� Rough Insulation ❑ Temp pole ❑ Air Cond, & Li Lintel 0 Final Top Out Heating Sewer � 9 READY FOR INSPECTION Fire Place ❑ Mon. Pre Fab Tues.-�, t Wed Inspection Made -^Xhurs. Friday A.M. Inspector__._,_._ P.M. 11Y Certificate of Occur_ Date �/ CITY OF Office of Building Offi ial REQUEST FOR INSPE TI r Date Permit No. Time /07.30;3 F. XM. Received ry V �� 6 7- Job Address Locality Owner's Name Contractor � � BUILDI G`' CONCRETE ELECTRICAL PLUMBING ANICA Footing EAir Cond. & Re Roofing ❑ Slab ❑ Temp Pole ❑ Top Out ❑ Heating Insulation ❑ Lintel ❑ Final C7 Sewer ❑ Fire Place ❑ Pre Fab READY FOR INSPECTION 41x— � A.M. Mon. Tues. �y� Wed. Thurs. Friday P.M. T r/ 3 A.M. Inspection Made p Inspector " r:�,,. Certificate of Occupancy ❑�� ' Date..._ 00 LAN F P COR10 NOTICE OF Ott • • t • • DATE 3�a ` J06 ADDRESS ^ K r- /- ,0,3-0 - Q 93 g7 THIS JOB HAS NOT BEE ons hall be made before The following additions or corn the job will be accepted ui2 � D /N Y`tFcty° r i2 fyt NGyz- tS S � E6 � cscO(` It is unlawful for any Carpenter, Contractor, Builder or other persons, to cover or cause to be covered, any part of the work with flooring, lath, earth or other material, until the proper inspector has had ample time to approve the installation. After additions or corrections have been made, call 247-5826, Building Depart- PLUM6i"G ment for an inspection. Field Inspectors ELEC are in the office from 8:00 a.m, to 5:00 p.m. Monday through Friday. CITY OF ��ctic Seac� - �Pvtida 800 SEMINOLE ROAD ATLANTIC BEACH, FLORIDA 32233-5445 TELEPHONE(904) 247-5800 FAX(904)247-5805 SUNCOM 852-5800 DATE JEA Construction & Maintenance 2325 Emerson Street Jacksonville, FL 32207 Attention: Connie Re: Final Electrical Inspections Dear Connie: Final Inspections on the following locations have been completed and approved: PERMIT NO. ADDRESS ___ Q" V' Please call me at 904-247-5826 if you have any questions. Sincerely, ATLANTIC BEACH BUILDING DEPARTMENT Ar ns' �, /CITY OF Office of Building Official REQUEST FOR INSPECTION Date-/ / - / 7- (!) 6 Permit No. Time A.M. Received P. L Job dress �1 cali r Owner' ,� Name ontractor .�(�y BUILDING CONCRETE EL. CTRICAL PLUMBING M HANICAL Framing ❑ Footing ❑ oug ,ng ❑ Rough ❑ Air Cond. & ❑ Re Roofing ❑ Slab ❑ Temp Pole ❑ Top Out ❑ Heating Insulation ❑ Lintel ❑ Final ❑ Sewer ❑ Fire Place ❑ Pre Fab — READY FOR INSPECTION Mon, Tues. Wed. Thurs. Friday P.M, C� A.M. Inspection Ma p,M, Inspector a Final Inspection ❑ iL— Certificate of Occupancy❑ 6;�O�'o / Date A ��,� /CITY OF ,,�J''�--� JJ-- 4&44s C B�-&;&uA Office of Building Official REQUEST FOR INSPECTION Permit No. Time A.M. Received P.M. Job A ess Locality Owner' Name BUILDING CONCRETE LECTRICAL PLUMBING MECHANICAL Framing ❑ Footing 11Rou Ci Rough ❑ Air Cond. & ❑ Re Roofing ❑ Slab ❑ Temp Pole ❑ Top Out ❑ Heating Insulation ❑ Lintel ❑ iq I Sewer ❑ Fire Place F1/ e Fab RE Y FOR INSPE i A.M. Mon. Tues. Wed. Friday P.M. "" Inspection Made P.M. Inspector Final Inspection ❑ Certificate of Occupancy❑ / `, Date CITY OF 4&4n& &44104-4 Office of Building Official REQUEST FOR INSPECTION Date ��" �© d Permit No. 0 Time A.M. �,'''�� Received P.M. �0/ J399 Job Address Locality eng f�C,�_ Contractor CONCRETE �ELEPLUMBING MECHANICAL Footing ❑ RoRough ❑ Air Cond. & ❑ Slab ❑ Temp Pole Top Out ❑ Heating Insulation Lintel ❑ Final ❑ Sewer ❑ Fire Place ❑ .,12,-, — --READY FOR INSPECTION Pre Fab (AM.Mon Tues. Wed. Thurs. Friday //� `Q A.M. " inspection Mad A.M. — P.M. Inspector Final Inspection ❑ / Certificate of Occupancy❑ ate nnll�� CITY OF '_�_�.�, f'Y&i& B�-Tf{I%d- 4 Office of Building Official REQUEST FOR INSPECTION Date j Permit No. Time A.M. Received Jobe ss Locality Owner's / `.----_,.. .. YYJ/—� n 1. BUILDBa CONCRETE ELECTRICAL PLUMBI G MECHANICAL Framing ❑ Footing ❑ Rough Wiring ❑ Rough ❑ Air Cond. & ❑ Re Roofinglab ❑ Temp Pole F1 Top Out ❑ Heating Insulation �intel ❑ Final ❑ Sewer ❑ Fire Place ❑ /j / READY FOR INSPECTION M e M Pre Fab M Tues. Wed. T�hurs. �f Friday Inspecti Made < � ` c� r - d � P.M. Inspector Final Inspection ❑ Certificate of Occupancy ❑ Date CITY OF 41katka Qelac-A-AMUJ4j Office of Building Official ,poff^ REQUEST FOR INSPECTION Date O ' f V Permit No. Time A.M. Received PM. 23 F2 0rtr �tJ, Job Address Locality Owner's k)FJTIF 2—Name _ 13FSr contractor �IV�Co t l�7 h F_+23 BUILDING CONCRETE ELECTRICAL PLUMBING MECHANICAL Framing ❑ Footing ❑ Rough Wiring ❑i Rough ❑ Air ons& El Re Roofing ❑ Slab ❑ Temp Pole ❑ Top Out ❑ Heating Insulation ❑ Lintel ❑ Final ❑ Sewer ❑ Fire Place ❑ Pre Fab READY FOR INSPECTION A.M. Mon. Tues. Wed. P. �Thurs. Friday M. M. Inspection Ma Inspector ✓,CGL Final Inspection ❑ � Certificate of Occupancy ❑ Date nn11'' CITY OF ri�4/l& B.,A-0;&u'c __� Office of Building Official REQUEST FOR INSPECTION Date S 6 U Permit No. Time A.M. /�a�0 Received Job Address Locality Owner' Name tractor BUILDING CONCRETE ELECTRICAL PLUMBING MECHANICAL Framing [1Footing ❑ Rough Wiring ❑ Rough El Air Re Roofing ❑ Slab ❑ Temp Pole ❑ Top Out ❑ Heating Insulation ❑ Lintel ❑ Final ❑ Sewer ❑ Fire Place ❑ Pe Fab READY FOR INSPECTION A. Mon. Tues. Wed. Thurs. Friday A.M. Inspection Madl-----/— r` � P.M. Inspector Final Inspection ❑ CTDatCertificate of Occupancy ❑ e t � p4 0 �!�J, LA CITY OF 4&4ft& /3eaCk-I Office of Building icial REQUEST FOR SPECTION Date ! /� -07 Permit No. ot7"t2 Time A.M. Received —FM- B 7)�22, Job dress ocality Owner' N Contractor BUI ) CONCRETE ELECTRICAL PLUMBING MECHANICAL ❑ Footing ❑ Rough Wi-r—ing , Rough ❑ Air Cond. & ❑ Re Roofing ❑ Slab ❑ Temp Pole ❑ Top Out ❑ Heating Insulation ❑ Lintel ❑ Final ❑ Sewer ❑ Fire Place ❑ / e0/;nS / READY FOR INSPECTION / Mon. ''J Tues _!: — Wed. Thurs. A.M. Inspection Mad %� - �'- c>`�' P.M. Spector Final Inspection C Certificate of Occt Date n``,,� //CITY OF _,� 4Z&odw /3PIwA--T Office of Building Official REQUEST FOR INSPECTION y'f Date/0 V F L/ —00 Permit No. Time A.M. Received M. Job dress LDcalityty Owner' N "tractor UILDING CONCRETE ELECTRICAL PLUMBINGECHANICAL Framing ❑ Footing 11Rough Wiring Ci Rough Air Cond. & ❑ Re RoofingSlab 17, Temp Pole ❑ Top Out ❑ Heating Insulation Lintel ❑ Final ❑ Sewer ❑ Fire Place ❑ Pre Fab READY FOR INSPECTION on. Tues. Wed. Thurs. Friday P.M. A.M. Inspection Made 0 RM. Inspector Final Inspection ❑ Certificate of Occupancy❑ Date V��1� CITY OF Office of Building Official 7� REQUEST FOR INSPECTION Date Permit No. Time A.M. Received Jo�ddress Locality Owner' _E6i Name BUILDING CONCR�10�] Ro�ughWirin�g ( UMBING MECHANICAL Framing ❑ Footing �ough ❑ Air Cond. & ❑ Re Roofing ❑ Slab ❑ P Pole ❑ Top Out ❑ Heating Insulation ❑ Lintel ❑ I Smwer ❑ Fire Place ❑ READY R INSPECTION �e Fab A.M. Mon. Tues. Wed. Thurs. Friday P.M. A.M. Inspection Made ' P.M. Inspector / Final Inspection ❑ T--- Certificate of Occupancy ❑ j S { '�'�� Date v CITY OF i &4 e 44/ Office of Building Official g ",JMQU ST FOR INSP ION Date Permit No. Time A.M. Received P.M Job Address Locality Owner' JOA Name k�6�ontractor C— BUILDING CONCRETE ELECTRICAL PLUMBIN MECHANICAL Footing ❑ Rough Wiring Ci Rough ❑ Air Cond. & ❑ Re Roofing �❑ Slab ❑ Temp Pole ❑ Top Out ❑ Heating Insul o Lintel ❑ Final ❑ Sewer ❑ Fire Place ❑ CPre Fab READY FOR INSPECTION M. ) Mon. Tues. Wed. Thurs. Friday P. 2 A.M. Inspection Ma L/ P.M. Inspector Final Inspection ❑ Certificate of Occupancy ❑ Date CITY OF B c Office of Building Officia EQUEST FOR INSPECTION y�1 � -- Date f � Permit No. Time A,M. Received pe. ._,[ Job ress Locality y l -33 tic.cJ Owner's Name ontractor BUILDING CONCRETE ELECTRICAL LUMBING� MECHANICAL Framing ❑ Footing ❑ Rough Wiring G ouu—g --�"�g�-• Av Re Roofing O Slab C Temp Pole ❑ Top Out �I5_�\Heating Insulation ❑ Lintel 11 Final CJ Sewer ❑ Fire Place ❑ Pre Fab READY FOR INSPECTION Mon. Tues. Wed. Thur.. Friday PM �- A Inspection Made '' --0 P.M.Inspector i .- �4 Final Inspection O Certificate of Occupancy ❑ IlDate CITY OF 4&4##4-c nneacA-lkQ Office of Building Official REQUEST FOR INSPECTION Date t r Permit No. Time A.M. Received P KA. ,3 ►,� . Job Address L ality Owner's ,,,n Name C—r � Contractor BUILDING CONCRETE ELECTRICAL PLUMBING MECHANICAL Framing ❑ Footing ❑ Rough Wiring ❑i Rough ❑ Air Cond.& ❑ Re Roofing ❑ Slab ❑ Temp Pole ❑ Top Out ❑ Heating Insulation ❑ Lintel ❑ Final ❑ Sewer ❑ Fire Place ❑ Pre Fab READY FOR INSPECTION Mon. Tues. Wed. Thurs. Friday A.M. Inspection M e -2 �' P.M. Inspector Final Inspection ❑ Certificate of Occupancy ❑ Date CITY OF 4& Be4cil-0;+Wf� Office of Building Official REQUEST FOR INSPECTIO Date ° ` ° ^� P it No. ` Time A.M. Received P.M. Job Address Locality Owner's L.Clor (f�� LDING CONCRETE ELECTRICAL PLUMBING MECHANICAL Framing X Footing ❑ Rough Wiring ❑ Rough ❑ Air Cond.& ❑ Re Roofing ❑ Slab ❑ Temp Pole ❑ Top Out ❑ Heating Insulation ❑ Lintel Cl Final ❑ Sewer ❑ Fire Place ❑ Pre Fab READY FOR INSPECTION (2) Mon. Tues. Wed. Thur.. Friday P.M. A.M. Inspection Ma — v` P.M. Inspector Final Inspection ❑ r Certificate of Occupancy❑ ��//4 a��,�a //CITY O//F Office of Building Official 1REQUEST FOR INSPECTION Date r ' y Permit No. � Time A.M. Received P.M. Glob Address Locality 3 Owner �► " s! ontra ocCr�`� lr Name BUILDI CONCRETE ELECTRICAL PLUMBING MECHANICAL Framing ❑ Footing 11 Rough Wiring ❑ Rough ❑ Air Cond. & ❑ Re Roofing ❑ Slab ❑ Temp Pole ❑ Top Out ❑ Heating Insulation ❑ Lintel ❑ Final ❑ Sewer r❑ Fire Place Q❑ Pre Fab A M. ` t READY FOR INSPECT7Thur . A. Mon. Tues Wed. Fri y.M 67 �? Inspection M e '' P.M. Final Inspection ❑ Inspector Certificate of Occupancy ❑ Date n-v Wti b vA A// CITY OF Z 0� 914- 1Y l3P c,4- '- �� Q Office of Building Official fo REQUEST FOR INSPECTION Date _ U Permit No. �� Time A.M. Received � � P.M. Job Ad ess Localit Owner's Name ractor BUILDING CONCRETE ELECTRICAL PLUM IN MECHANICAL Framing ❑ Footing ❑ Rough Wiring Ci Rough /Air Cond. & ❑ Re Roofing 11Slab E, Temp Pole F1 Top Out Jam` Heating Insulation ❑ Lintel ❑ Final ❑ Sewer ❑ ire Place ❑ Pre Fab READY FOR INSPECTION A.M. Mon. Tues. // Wed. Thuya , Friday i A. Inspection Made G e- � P.M. Inspector Final Inspection ❑ Certificate of Occupancy ❑ Date p�tt //CITY OF AA rilK�Ga& /3weA-1" Office of Building Official REQUEST FOR INSPECTION Date Permit No. Time A.M. per/ Received P.M. J\ r-6 Jo ddress. Locality Owner' Name Contractor ILDING CONCRETE ELECTRICAL PLUMBING MECHANICAL ❑ Footing ❑ Rough Wiring Ci Rough ❑ Air Cond. & ❑ Re Roofing tin ❑ Temp Pole ❑ Top Out ❑ Heating Inslns 1-� ❑ Final ❑ Sewer ❑ Fire PlacePREADY FOR INSPECTION Mon. Wed. Thurs. FridayA.M. Inspection MaBM. Inspector, Final Inspection Certificate of Occupancy ❑ Date �/ /CITY OF �} foul M& l.�W,9.-4-0f Office of Building Official REQUEST FOR INSPECTION Date � -12--c&— Permit No, S Time A.M. Received PM. 12co � —0.. ,0,09— d 6oddress Locality Owner Nam Name ontractor BUILD NG C ELECTRICAL PLUMBING MECHANICAL Framing ❑ Footing ❑ Rough Wiring ❑ Rough ❑ Air Cond. & ❑ Re Roofing 11 Slab ❑ Temp Pole ❑ Top Out ❑ Heating Insulation ❑ 1 Cl Final ❑ Sewer ❑ Fire Place ❑ _ Pre Fab READY FOR INSPECTION A.M. 4M, u S. Wed. Thurs. Friday P.M. A.M. Inspection Made C P.M. Inspector Final Inspection ❑ Certificate of Occupancy ❑ Date //��//4#t��c // // CITY OF 0;&__ J Office of Building Official REQUEST FOR INSPECTION Date 2- Permit No. Time A.M. Received Jo dress Locality Owner's // j� tractor BUILDING CONCRETE ELECTRICAL PLUMBING MECHANICAL r ❑ ooting ❑ Rough Wiring ❑ Rough ❑ Air Cond. & ❑ Re Roofing ❑ Ste--- ❑ Temp Pole ❑ Top Out ❑ Heating Insuc�`lation 4 CD Lf i tel _I Final ❑ Sewer ❑ Fire Place ❑ y1� Pre Fab DY FOR INSPECTION Mon. Tues. Wed. Thurs. Friday P A.M. Inspection ade — lJ PM, Inspector `e- Final Inspection ❑ Certificate of Occupancy ❑ Date CITY OF 0;&U *1,— Office of Building Official REQUEST FOR INSPECTION Date j' Permit No. Time A.M. Received M Job dress Locality �f Own is Na Contractor _ BUILDI CONCRETE ELECTRICAL PLUMBING MECHANICAL ing Footing ❑ Rough Wiring ❑ Rough ❑ Air Cond. & ❑ Re Roofing Slab ❑ Temp Pole ❑ Top Out ❑ Heating P ❑ Final ❑ Sewer ❑ Fire Place ❑ READY FOR INSPECTION Tue Wed. Thurs. Friday . Inspection M e � �� — A.M.A.M Inspector S T — �r Final Inspection ❑ Certificate of Occupancy ❑ Date /��// /CITY OF //�� ri/&6,4C /3P. cA-44n4*4 Office of Building Official REQUEST FOR INSPECTION Date F-1 Z Permit No, Time A.M. Received 7�LVG Q jj{L Job#dress Locality Owner's 4V ame Contractor CONCRETE ELECTRICAL PLUMBING MECHANICAL Framing ❑ Footing ❑ Rough Wiring ❑ Rough ❑ Air Cond.& ❑ Re Roofing ❑ Sib ❑ Temp Pole ❑ Top Out 11 Heating In'5blation ❑ Lintel ❑ Final ❑ Sewer ❑ Fire Place ❑ 4 �` Tues. Pre Fab READY FOR INSPECTION A.M. Mon. Wed. Thurs. Friday P.M. A.M. Inspection M e el& A.MA.M Inspector Final Inspection ❑ Certificate of Occupancy ❑ Date 4&4#94'C �11 �, CITY O/F / Office of Building Official REQUEST FOR INSPECTION Date / Permit No. Time A.M. Received P.M. 12S r' JZA )Dss Locality Ownes actor f BUILDDCONCRETE ELECTRICAL PLUMBING MECHANICAL Framing ❑ Footing ❑ Rough Wiring ❑ Rough ❑ Air Cond.& ❑ Re Roofing tSl �l Temp Pole ❑ Top Out ❑ Heating Insulatiqn ❑ Final ❑ Sewer ❑ Fire Place r Pre Fab ` DY FOR INSPECTION Mon. Wed. Thurs. Friday A.M. Inspection Madev P.M. Inspector Final Inspection ❑ Certificate of Occupancy ❑ Date /��/`- //CITY OF 4&44iw lSP.444-99&U'44 Office of Building Official REQUEST FOR INSPECTION 9 7 Date Permit No, f " Time A.M. //� Received —� P.M. / `3 Jpp ress r r---- I Locality C(� Owner's Name or BUILDI G CONCRETE ELECTRICAL PWMBING MECHANICAL Framing ❑ Footing ❑ Rough Wiring ❑ Rough ❑ Air Cond. & ❑ Re Roofing '❑-- Slab ❑ Temp Pole ❑ Top Out ❑ Heating Insulation ❑ Lintel ❑ Final ❑ Sewer ❑ Fire Place ❑ Pre Fab READY FOR INSPECTION A.M Mon. T. Wed. Thurs. Friday A,M. Inspection Made " +� PM.Inspector Final Inspection ❑ Certificate of Occupancy ❑ Date ��jl�-��.�- CITY OF /_� .�1�� 4f�fl a&4 B�-1tl u-k Office of Building Official REQUEST FOR INSPECTION Date ` L, �t F� —7 Permit No. Time A.M. Received M. Jo ddress Locality Owner' rn� Na Contractor BUILDI G CONCRETE ELECTRICAL PLUMBING MECHANICAL ❑ Footing ❑ Rough Wiring ❑ Rough ❑ Air Cond. & ❑ Re Roofing ❑ Slab ❑ Temp Pole ❑ Top Out ❑ Heating lnsulatipn ❑ Lintel \❑ Final ❑ Sewer ❑ Fire Place ❑ 2RADY FOR INSPECTION Pre Fab A.I / on. s. Wed. Thurs. Friday P g A.M. Inspection Mad ) PM. Inspectors 1 Final Inspection ❑ Certificate of Occupancy ❑ Date ��l/4��},0 nnCITY OF 4&4a4-0 Office of Building Official REQUEST FOR INSPECTION Date Permit No. Time A.M. Received � M. Job dress -- Locality Owner's C Contractor G CONCRETE ELECTRICAL PLUMBING - MECHANICAL Framing ❑ Footing ❑ Rough Wiring ❑ Rough ❑ Air Cond. & ❑ Re Roofing ❑ .Shh ❑ Temp Pole ❑ Top Out ❑ Heating Ins tio4 Lintel ❑ Final ❑ Sewer ❑ Fire Place ❑ r Pre Fab 1READY FOR INSPECTION M. Mon. es. Wed, Thurs. Friday P,M. A.M. Inspection de Q P.M. Inspector Final Inspection ❑ Certificate of Occupancy❑ Date CITY OF AA&4494.0 Se4C1%-&;&U-44// __ ��4 Office of Building Official j REQUEST FOR INSPECTION Date _ " Permit No, / C Time A.M. �— Received PM .238 Job Address Locality Ow N Contractor aD55 CONCRETE ELECTRICAL PLUMBING MECHANICAL ❑ Footing ❑ Rough Wiring ❑ Rough ❑ Air Cond.& ❑ Re Roofing ❑ Slab ❑ Temp Pole ❑ Top Out ❑ Heating Insulaaon ❑ Lintel ❑ Final ❑ Sewer ❑ Fire Place ❑ Pre Fab Y�/'te q p� s READY FOR INSPECTION rl�,t,X.L�I_ A.M Mo Wed. Thurs. Friday _ A.M. Inspection Ma P.M. Inspector Final Inspection ❑ Certificate of Occupancy ❑ Date /��j//� ��t,� //CITY OF ,,� 4&4m`!C l3wc,4-*;&14a4' # Office of Building Official / _EQUEST FOR INSPECTION Date ._v Permit No. Time A.M. ��►(J�J Received � � P.M. Job ddress Locality r n Owner's Nam Contractor 1 BUILDING CONCRETE ELECTRICAL PLUMBING MECHANICAL raming Footing ❑ Rough Wiring ❑ Rough ❑ Air Cond. & ❑ Re ❑ Slab __._❑ Temp Pole ❑ Top Out ❑ Heating Insulation Di ❑ Final ❑ Sewer F1 Fire Place ❑ 4 Pr a �/ READY FOR INSPECTION ! Tues. Wed. Thurs. Friday PM. A.M. Inspection Ma 2 P.M. Inspector Final Inspection ❑ Certificate of Occupancy ❑ Date jj// CITY OF //� � � 4&aa4C Q�-I/ Td- 6 Office of Building Official REQUf ST FOR INSPECTION Date Permit No. Time A.M. Received P. �2 Job Ad ress Locality Owner' s Name ontractor 1 G CONCRETE ELECTRICAL PLUMBING MECHANICAL r ❑ Footing ❑ Rough Wiring ❑ Rough Air Cond. & ❑ Re Roofing ❑ Slab ❑ Temp Pole ❑ Top Out ❑ Heating Insulation, ❑ Lintel T, ❑ Final ❑ Sewer ❑ Fire Place ❑ � Pre Fab READY FOR INSPECTION A.M. Mon. Tues. Wed. Thurs. Friday P.M. A.M. Inspection Made P.M. Inspector Final Inspection ❑ Certificate of Occupancy ❑ Date CITY OF 4&4a& nnwcA-99&W-44 Office of Building Official REQUEST FOR INSPECTION fZ f � Date Permit No. Time A.M. Received P.rA M. of/ / t 7 Job dress Locality Owner's r `— Name w Contractor t BUIL_ NG CONCRETE ELECTRICAL PLUMBING MECHANICAL Framing ❑ Footing ❑ Rough Wiring ❑ Rough ❑ Air Cond. & ❑ Re Roofing ❑ Slab ❑ Temp Pole ❑ Top Out ❑ Heating Insulation ❑ Lintel ❑ Final ❑ Sewer ❑ Fire Place ❑ P7c� Fab READY FOR INSPECTION Mon ue Wed. Thurs. Friday A.M. Inspection Ifede r P.M. Final Inspection 11Inspector Certificate of Occupancy ❑ Date �/�` CITY OF l 4&ot4-c Beat z-994uQQ Office of Building Official REQUEST FOR INSPECTION Date / / Ci � � Permit No. Time A.M. Received P.M. Job Address Locality Owner's Name +�"��e9 �'� �� Contractor BUILDING CONCRETE ELECTRICAL PLUMBING MECHANICAL Framing ❑ Footing ❑ Rough Wiring ❑ Rough ❑ Air Cond. & ❑ Re Roofing ❑ Slab ❑ Temp Pole ❑ Top Out ❑ Heating Insulation ❑ Lintel ❑ Final ❑ Sewer ❑ Fire Place ❑ Pre Fab READY FOR INSPECTION Mon. ue— Wed. Thurs. Friday P.M. A.M. Inspection Made � P.M, Inspector Final Inspection ❑ Certificate of Occupancy ❑ Date -- A�ptt� CITY OF __ „� 1 lY&w4c Be"A-&9&”- � Office of Building Official rREQUEST FOR INSPECTION Date I —o C) Permit No. Time A.M Received P.M. Job Ad s Locality Owner's t Nam ontr or _ BUILDING CONCRETE ELECTRICAL PLUMBING ECHANICAL Framing ❑ Footing ❑ Rough Wiring ❑ Rough ❑ it Gond.& ❑ Re Roofing ❑ Slab ❑ Temp Pole ❑ Top Out ❑ Heating I ulatio P— r Lintel ❑I Final ❑ Sewer El Fire Place ❑ READY FOR INSPECTION Pre Fab C�1� M D Wed. Thur /Friday M. Inspection A.M.l f �'� PM. Inspector Final Inspection ��2�� • Certificate of Occupancy❑ Date CITY OF 127 Office of tlding Official 3 Z -2 3 REQUES OR INSPECTION, j t�V Permit No. A.M. P.M. Job AddrpWs Locality ntractor 'G CONCRETE ELECTRICAL PLUMBING MECHANICAL ❑ Footing ❑ Rough Wiring ❑ Rough ❑ Air Cond. R ❑ g ❑ Slab ❑ Temp Pole ❑ Top OutHeating ElLintel ❑ Final F] ❑ Fire Place ❑ �� Pre Fab READY FOR INSPECTIONSe A.M. Tues. Wed, Thurs. Friday P.M. ' A.M. Mad / P.M. Final Inspection ❑ Certificate of Occupancy ❑ Date CITY OFOb Z 117 Office ci Buildi Official P R /,? REQUEST FOR NSPECTION t ' Date Permit No. Time A.M. Received s� b AddressiLlTop Locality � wner's �� '�—N Contractor BUILgjI G CONCRETE ELECTRICALBING MECHANICAL Framing ❑ Footing ❑ Rough Wiring L Air Cond. &Re Roofing ❑ Slab ❑ Temp Pole ut - Heating Insulation ❑ Lintel ❑ Final ❑ Sewer ❑ Fire Place ❑ Pre Fab REANSPECTION Mon. Tues. Wed. Thurs. Friday .P.M. A.M. Inspection Mad P.M. Inspector Final Inspection D Certificate of Occupancy ❑ Date CITY OF rt 6/Lt rc � / 4�of ui IMIM . f dot icial REQUEST FOR INSPECTlO7 1 r� S� Date �+ Permit o. O Time A.M. Received f^ P.M. Job dress V �� Owner' Name =yScontractor BUILDING CONCRETE ELECTRICAL PLUMBING-'' MECHANICAL Framing ❑ Footing ❑ Rough Wiring ❑ ❑ Air Cond. & ❑ Re Roofing ❑ Slab ❑ Temp Pole ❑ Top Out Heating Insulation ❑ Lintel ❑ Final ❑ Sewer ❑ re Place ❑ Pre Fab \ 1 READY FOR INSPECTION � J Mon. Tues. Wed. Thurs. Friday -P A.M. Inspection Mad,-7) .-..,5;-1 P.M. Inspector Final Inspection ❑ Certificate of Occupancy ❑ Date i 11// C BCITY OF __ ,,�/ 4&4^ e4cA-Ik4i 4 Office of Building Official REQUEST FOR INSPECTION Permit No. 1 j ved Job Address Locality !r's I ��S �� Contractor DING CONCRETE ELECTRICAL PLUMBING MECHANICAL ng ❑ Footing ❑ Rough Wiring ❑ Rough ❑ Air Cond, & ❑ oofing ❑ Slab ❑ Temp Pole ❑ Top Out ❑ Heating ttion ❑ Lintel ❑ Final ❑ Sewer ❑ Fire Place ❑ Pre Fab READY FOR INSPECTION A.M. Tues. Wed. Thurs. Friday P.M. A.M. ction P.M. ctor Final Inspection ❑ Certificate of Occupancy❑ Date ��//4��C B=404 CITY OF A;&".,,�_ Office of Building Official 1 / �+ REQUEST FOR INSPECTION v Date y � Permit No. 1 ! 9 qJ Time A.M. Received 2 Q P.M. y� ✓ U3920' I&ddress Locality Owner' Name BUILDING COCRETE ELECTRICAL PLUMBING MECHANICAL Framing ❑ g ❑, Rough Wiring ❑ Rough ❑ Air Cond. & ❑ Re Roofing ❑ Slab Temp Pole ❑ Top Out ❑ Heating Insulation ❑ Lintel ❑ Final ❑ Sewer ❑ Fire Place ❑ READY FOR INSPECTION Pre Fab Mon. Tues. Wed. Thurs. Friday P.M. G� U A.M. Inspection Mad P.M. Inspector Final Inspection ❑ Certificate of Occupancy ❑ Date j CITY_ �O/F 4 B -99&U*d4 Office of Building Official REQUEST FOR INSPECTION Date Permit No. /49 9 7-3 Time A.M. Received PM. 6;a 0 Job ress Locality 2`FQ_7ZL3 Owner's C Name Contractor BUILDING CONCRETE ELECTRICAL PLUMBING MECHANICAL Framing ❑ Footing ❑ Rough Wiring ❑ Rough ❑ Air Cond. & ❑ Re Roofing ❑ Slab ❑ Temp Pole ❑ Top Out ❑ Heating Insulation ❑ Lintel ❑ Final ❑ Sewer ❑ Fire Place ❑ Pre Fab READI,EDR INSPECTION A.M. Tues. PWed. Thurs. Friday A.M. Inspection ade P.M. Inspector - Final Inspection ❑ Certificate of Occupancy ❑ ,r /� Date CITY OF ATLANTIC BEACH CERTIFICATE OF OCCUPANCY This Certificate issued pursuant to the requirements of Section 106 of the Standard Building Code certifying that at the time of issuance this structure was in compliance with the various ordinances of the City regulating building construction or use. For the following: Address: 2389MAYPORT ROAD Owner: MAYPORT ROAD PARTNERS, L.C. ATLANTIC BEACH, FL 32233 907 PETERSON DOUGLAS, GEORGIA Construction Type: WOOD FRAME Use Classification: HOTEUMOTEL Permit Number: 19973 Date: 2/28/2001 C DON C. FORD, C. . Post in a conspicuous space �iw�sws BUILDING, PLANNING AND ZONING INS?ECTION DEPARTi1tENT CITY OFATI. ,ANTIC BE4CH, FLORIDA! CER TIFIC4TE OF OCCUPANCY WORKSHEET Date Requested: 1/18/01 Building Contractor: MCMG Building Permit Number: 19973 Address: 2389 Mayport Road Legal Description: Improvements to the above described property have been completed in accordance with the terms of ,the permit and is certified to be ready for occupancy as MOTEL Irbwest Floor Elevation: recruired as built BEFORE ISSUING CERTIFICATE OF OCCUPANCY THE FOLLOWING MUST BE COMPLETE DEPARTMENT DATE NOTIFIED DATE APPROVED BY Fire 1/18/01 d r ISL Public Works i 12-21r�� Planning Building 112,3 9/o / 01 Cr 7-- 02/25/00 FRI 12:09 FA-1 904b3027b7 buiLL)iM3 LUINLN6 4001 • Jacksonville Fire and Rescue Department 0. FIRE PREVENTION DIVISION � +, ✓'�ckS V1�-�� PROJECT NAIVE: �5"C' VIg trlej4 14N — MA`s%AQT- Rb. ADDRESS: ' LAG $Ce REVIEWED BY: j 4 LJt—e, (630-4789) DATE: After initial review,the following exceptions were noted in your construction plans submitted to this office as part of the building/mechanical permit process: rG.L ►�o�S i0 0.4 77 AA, N LA'►� r�irc'wt s'J z.) 4� v-kz;rP/A.)6. is G�G,�-S7' L .�/ ie*f K••a 5 re*'00' 7- - o f4 Dao 2 Sc He?� 3.) 4.) 1931 EAST BEAVER STREET,JACKSONVILLE,FLORIDA 32202 PHONE: (904)630-0969 FAX: (904)630-0965 FEB-25-2000 FRI 11:23AM ID:247-5845 PAGE:1 FLOODPLAIN DEVELOPMENT INFORMATION Location:: East side of Mayport Road north of Hess Station and South of Self Storage Center. Type of Development: Motel Flood Zone: X Required Lowest Floor Elevaon: . 0 ( 17. 0 provided based upon Site grades. ) If building is located within a flood hazard zone, a survey must be made 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 occupancy will be issued until the survey is on file with the Building Department. COMMENTS: If local Building Department requires a different lowest floor elevation, please advise Builder as a condition on Building Permit. Applicant Ackn6wledgment: I understand that the issuance of this permit is contingent upon the above information being correct and that the plans and supporting data have been or shall be provided as required. I agree to comply with all applicable provisions of Ordinance No. 25-7-11 and all other laws or ordinances affecting the proposed development. Date 17 Feb. 2 0 0 0 Applicant's Signature V—11 Department Use: Required Lowest Floor Elevation As Built Lowest Floor Elevation /--7 • �"'' Survey Filed with Building Department - b Building epartment Repres tative CITY OF ATLANTIC BEACH CERTIFICATE OF OCCUPANCY This Certificate issued pursuant to the requirements of Section 106 of the Standard Building Code certifying that at the time of issuance this structure was in compliance with fie venous ordinances of the City regulating building construction or use. For the following: Address: 2389 MAYPORT ROAD Owner. MAYPORT ROAD PARTNERS, L.C. ATLANTIC BEACH, FL 32233 907 PETERSON DOUGLAS, GEORGIA Construction Type: WOOD FRAME Use Classification: HOTEL/MOTEL Permit Number: 19973 Date: 1/24/2001 ffON C. FORD C.B.O. Post in a conspicuous space CITY OF ATLANTIC BEACH CERTIFICATE OF OCCUPANCY This Certificate issued pursuant to the requirements of Section 106 of the Standard Building Code certifying that at the time of issuance this structure was in compliance with the various ordinances of the City regulating building construction or use. For the following: Address: 2389 MAYPORT ROAD Owner: MAYPORT ROAD PARTNERS, L.C. ATLANTIC BEACH, FL 32233 907 PETERSON DOUGLAS, GEORGIA Construction Type: WOOD FRAME Use Classification: HOTS (MOTEL Permit Number: 19973 Date: 1/24/2001 DON C. FORD, C.B.O. Post in a conspicuous apace 1412000 1 t'19 9122448737 h1CMG PAGE 02 DEPARTMENT OF BUSINESS & PROFESSIONAL REGULATION � Jeh Binh.Caranor Cyrhhip A,f{enderiu>a,Sac►'�ury EXTENSION TEMPORARY AUTHORIZATION LICENSE February 7, 2000 Darryl L. Oursler Motel Construction Management Group Inc 1421 Poppy Ave Pensacola, FL .32507 CERTIFICA TION AS A: Ganaral Contractor CERTIFICATION NO: CG C060726 EXPIRATION,PATE: April 7, 2000 Dear Mr. Oursler. You are authorized to practice contracting as the qualifier of the above entity pending the processing and receipt of your permanent license. Until the above expiration date of this Temporary Authorization License, you are entitled to all the privileges allowed under the law, Part 1, Chapter 459, of the Florida Statutes. YOUR PERMANENT LfgfrNSE WILL HAVE AN EXPRATlON DATE OF AUGUST 31, 2000. Sincerely, q �MarlenGundy Regulatory Program Administrator � ` MRG✓ter Division ok Professions Construction Industry LicensipS.Board,7960 Arlington Expressway,Suite 300,Jacksonville,Florid--1 32211-7467 Telephone(904)727•65A BUILDING AND ZONING INSPECTION DiViSIOR }- ` r CITY OF ATLANTIC BEACH r — ATt.ANTIQ att ".RLOIII—esus APPLICATION FOR MECHANICAL PERMIT CALL-IN NUM IMPORTANT--Applicant to complete all items in sections 1, II, III, and I . , 'y peg a I LOCATION Sheet Addrass: 1? IV109 1/01lzr to Zoning OF tatersaafieg Sfresist M1wee And WILDING • sal-dwlglan 11. IDENTIFICATION--To be completed by all applicants. In aomideratioo o1 permit given for doing the work as described in the above statement we hereby agree to perform geld wm aawstr w rn T > I. -'k r with the affachtd plans led specifications which are a part hereof and In accordance with the City of Joclsonviila ance ordindi a tl of good.pxactice listed therein. se 'g s Naves of Meabashtd � `/ �� Contractors Gekaeta(IriafI ff e i'///'c l,17 Mukr hof peft Owner Ila r° JUL 12 8 2900 Siptafun of Owns liignafura of . ee Arttatitad Agent ArehNeel or Saginaer p��p /y9 N V ILLL 11L 690LAL 1 RMA >,f E NI T I O N A. Type of Mashy frell B. DIV SION 15 07N6R CONSTRUCTION BEING DONt�� 0• THIS SUILOINO OR SITE? Q rm--0•L► Q Natural 0 Canhal UNdiy 1F 61YE NUMt�R ;F-TCTIDN 13 Oq � PERMIT cuff ''pp'r O OHter—Specify 1Y.MW"N f.AL IIQLINMW TO 10 IWALLEO NATURE OF WORK ittoeide eaapfeh diet of compos"k oe Met of this kraal ❑ Residential or ❑ Commercial ( O• Nast 0 Sports 17 Recessed Q Gomm O flax ❑ New Building C3 Air Ceadtliaatagt 0 Roost 0 Combs! ❑ Existing Building 0 Oecf System: Material - Tbktaaga.___.�.-- ❑ Replacement of existing system ❑ New Installation(No system prerleualy tnst&lt*O Mealmem apadh ❑ Extension or add-on to existing.velem 13 /0N0" ❑ other—spewfy Q COON" team cowity 9►'n �[tRrs spinttant NrmMr art hu�a� �� . !13 f www 0 MaaNk O bwt.lo►IaanlMt) THIS SMCE.I°OR ONICII USK ONLY Q.Ybe4se (errnbad (Reeeared) p,•Taw:. (mgmt,eel Remarks 0 LPG ceatainan (aurtsbarl Q Nafiw Mww•V"M hash Approved by 00- 13 Sall«+ 0 Other—'spoe fy hrrnU fes LUT ALL XQUIPMENT AI CONDI IONINC;AND REFRIGERATION eQU1PMM IlkfalMtVdtu DNsalptkA ![orielPiunsber xmvraetww (aoas)Y WATINIG•rAMACRS.BOILERS,F)IRSPI ACEs O! KWOksrluaus I>'owivu— 75ope1lrmnbor xm*daat9tor TANd[E Approving ) nw xmw fY Name at K S No NILUMANlt, /AL rcr-uvit i 800 SEMINOLE ROAD-ATLANTIC BEACH,FL 32233-TEL: 247-5826-FAX: 2475877 PERMIT INFORMATION - __e._.______-LOCATION INFORMATION _ Permit Number: 20423 Address: 2389 MAYPORT ROAD — Permit Type: MECHANICAL ATLANTIC BEACH, FL 32233 Class of Work: NEW ; Township: Range: Book: Proposed Use: HOTEUMOTEL J Lot(s): Block: Section: Square Feet: Subdivision- Est. Value: I Parcel Number: ' Improv. Cost: 33,231.00 _ _ OWNER INFORMATION____ _ _ __—V_ Date Issued: 713112000 Na_i i i e_ : MXVPORT ROAD PARTNERS, L.C. Total Fees: 270.00 Address: 907 PETERSON Amount Paid: 270.00 J DOUGLAS, GEORGIA Date Paid: 7/31/2000 —_ _ Phone:_ 912)384-5190 Work Desc: FIRE SPRINKLER SYSTEM - ^� -� - CONTRACTORIA) __._ ___._ APPLICATION FEES EN �y BDER 4 MO LLIN FIRE SPRINKLER, ' PE�RMIT 270,p0 i J i I NOTICE-INSPECTIONS MUST BE REQUESTED AT LEAST 24 HOURS PRIOR TO INSPECTION BUILDING MATERIAL, RUBBISH AND DEBRIS FROM THIS WORK MUST NOT BE PLACED IN PUBLIC SPACE,AND MUST BE CLEARED UP AND HAULED AWAY BY EITHER CONTRACTOR OR OWNER "FAILURE TO COMPLY WITH THE CONSTRUCTION LIEN LAW CAN RESULT IIS,THE PROPERTY OWNER PAYING TWICE FOR-BUILDING IMPROVEMENTS" ISSUED ACCORDING TO APPROVED PLANS WHICH ARE PART OF THIS PERMIT AND SUBJECT TO REVOCATION FOR VIOLATION OF APPLICABLE PROVISIONS OF LAW. - fir--- _ A4TLA BEACH ILDI EPT. t Date: 8102/00 01 Receit007777563 CHECKS 0.1 00100003221000 1520 SEP-22-2000 11:41A FROM: 247-5845 TO:92465736 P:1f1 t CITY OF ATLANTIC BEACII (p/APPLICATION FOR POOL PERMITjob 11dclres, Let # Dlook t Subd . Acltlrsss OBJ �� -- 2Va � 44� � 3 Contractor rs�.3 Address P�i )a`7 PHONE: ` 1 - ��'v 737 License Number ;'alati QQ� Gallons �� ✓ l� ,� TE PLAN front . n RECEIVp) �1 T :12 2000 City Of Atlantic Seach Building and Zoning rear tir1iCr te e Si nai $ t � Oats Si9natur Coritralctcr y C_ 1nate STAXE OF FLORIDA COUNTY OF The fore owin_g instrument was acknowledged before me on a '( d , 2980, by /11 LU —who is personally known to me. SEAL otary Public, State lorida Zo��v P6 COMM TONT#CCH 85850 Laura Taylor Shevadaa EXPIRES OCT 12,2001 BONDED THRU My commission expires: October 12, 2001 j� Ro OF ATLANTIC BONDING CO.,INC. C 2 G 2NO City o; Atlantic; Beach �rilGlir�1; and 7.0nin REVii� w V. D JUL 2 8 2000 JACKSONVILLE FIRE PREVENTION Fire Protection by Computer Design DIVISION BENDER 6. MODLIN 28218 BQLTQN RD ORANGE PARK FLORIDA 904-298-2637 Fob Name : 2016 BEST WESTERN I Building Location : LAUNDRY ROOM System : ONE Contract Data File : 2016FP-2.WX1 POWELL & HINKLE ENGINEERING, P.A. 1409 KINGSLEY AVENUE, BUILDING 12A ORANGE PARK, FLORIDA 32073-5557 (904) 264-5570 FAX: (904) 278-2646 NGMEMNG FLA . REG .. # EB - 0004577 4 1 N.H. USA 03087 � Computer Programs by Hydrat ec 111 Windham Inc- Route / ,ERT FIRE SPRINKLER INC Page 3 i16 BEST WESTERN I Date 071200 City Water Supply: Pump Data: C1-Static Pressure: 50 PSI C2-Residual Pressure: 43 PSI C2-Residual Flow: 890 GPM 150 D1-Elevation: 3.898 PSI D2-System Flow:394.95 GPM 140 D2-System Pressure: 46.905 PSI Hose ( Adj City ) :0 GPM 130 Hose ( Demand ) :0 GPM P 120 Safety Margin: 1.538 PSI R 110 E 100 S 90 S 80 U 70 R 60 1 E 50 2 40 30 Z-- 20 10 1 100 200 300 400 500 600 700 800 900 FLOW ( N 1.85 ) `er Prnnrams by HYdratec Inc. Route 111 Windham N.H. USA 03087 FIRE SPRINKLER INC Page 4 BEST WESTERN I Date 071200 Fitting Legend Abbrev. Name A Generic Alarm Va B Generic Butterfly Valve C Roll Groove Coupling D Dry Pipe Valve E 90' Standard Elbow F 45' Elbow G Gate Valve H 45' Grvd-Vic Elbow I 90' Grvd-Vic Elbow J 90' Grvd-Vic Tee K Detector Check Valve L Long Turn Elbow M Medium Turn Elbow N PVC Standard Elbow 0 PVC Tee Branch P PVC 45' Elbow Q Flow Control Valve R PVC Coupling/Run Tee S Swing Check Valve T 90' Flow thru Tee U 45' Firelock Elbow V 90' Firelock Elbow W Wafer Check Valve X 90' Firelock Tee Y Mechanical Tee Z Flow Switch Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 FIRE SPRINKLER INC Page 5 BEST WESTERN I Date 071200 Unadjusted Fittings Table 1/2 3/4 1 1 1/4 1 1/2 2 2 1/2 3 3 1/2 4 A 7.7 21.5 17.0 B 7 10 12 C 1 1 1 1 1 1 1 1 1 1 D 9.5 17 28 E 2 2 2 3 4 5 6 7 8 10 F 1 1 1 1 2 2 3 3 3 4 G 1 1 1 1 2 H 1 1.5 2 2 3 3 3.5 3.5 I 2 3 4 3.5 6 5.0 8 7 J 4.5 6 8 8.5 10.8 13 17 16 K 14 14 L 1 1 2 2 2 3 4 5 5 6 M 2 2 3 3 4 5 6 6 8 N 7 7 7 8 9 11 12 13 0 3 3 5 6 8 10 12 15 P 1 1 1 2 2 2 3 4 4 18 29 35 R 1 1 1 1 1 1 2 2 s 4 5 5 7 9 11 14 16 19 22 T 3 4 5 6 8 10 12 15 17 20 U 1.8 2.2 2.6 3.4 V 3.5 4.3 5 6.8 w 10.3 X 8.5 10.8 13 16 Y 2.0 4.0 5.0 6.0 8.0 10.5 12.5 15.5 22 Z 2 2 2 3 4 5 6 7 8 10 5 6 8 10 12 14 16 18 20 24 A 17 27 29 B 9 10 12 19 21 C 1 1 1 1 1 1 1 1 1 1 D 47 E 12 14 18 22 27 35 40 45 50 61 F 5 7 9 11 13 17 19 21 24 26 G 2 3 4 5 6 7 8 10 11 13 H 4.5 5 6.5 8.5 10 18 20 23 25 30 I 8.5 10 13 17 20 23 25 33 36 40 J 21 25 33 41 50 65 78 88 98 120 K 36 55 45 L 8 9 13 16 18 24 27 30 34 40 M 10 12 16 19 22 N 0 P 4 33 R s 27 32 45 55 65 76 87 98 109 130 T 25 30 35 50 60 71 81 91 101 121 U 4.2 5.0 5.0 V 8.5 10 13 w 13.1 31.8 35.8 27.4 R 21 25 33 Y Z 12 14 18 22 27 35 40 45 50 61 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 FIRE SPRINKLER INC Page 6 BEST WESTERN I Date 071200 Node Elevation K-Fact Pt Pn Flow Density Area Press No. Actual Actual Added Req. Req. D001 9 5.6 12.13 na 19.5 .15 130 7.000 D002 9 5.6 12.13 na 19.5 .15 130 7.000 8 9 5.6 12.21 na 19.57 .1500 130.00 7.000 9 9 5.6 12.84 na 20.07 .1500 130.00 7.000 10 9 5.6 14.7 na 21.47 .1500 130.00 7.000 7 9 5.6 16.78 na 22.94 .1500 130.00 7.000 1 9 5.6 12.13 na 19.5 .1500 130.00 7.000 2 9 5.6 12.75 na 20 .1500 130.00 7.000 3 9 5.6 14.6 na 21.4 .1500 130.00 7.000 4 9 16.49 na 17 9 16.51 na 5 9 16.6 na 6 9 17.76 na TOR1 19.167 27.62 na TOR2 19.167 26.73 na 24 19.167 20.6 na 211 19.167 15.92 na 44 19.167 15.77 na 211 19.167 15.92 na 210 19.167 15.56 na 110 19.167 15.02 na 211 19.167 15.92 na 25 19.167 15.72 na 200 19.167 15.68 na 100 19.167 15.63 na 111 19.167 14.91 na TOR1 9 27.62 na BOR 0 36.79 na CONN 0 46.9 na 250 The maximum velocity is 16.25 and it occurs in the pipe between nodes 6 and TOR1 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 .:'IRE SPRINKLER INC Page 7 BEST WESTERN I Date 071200 Hyd. Qa Dia. Fitting Pipe Pt Pt Ref. "C" or Ftng's Pe Pv ******* Notes ****** Point Qt Pf/UL Eqv. Ln. Total Pf Pn D001 19.50 1.109 1T 9.906 1.000 12.125 K Factor = 5.6 to 150 9.905 EQ01 19.50 0.0627 10.905 0.684 Vel = 6.477 19.50 12.809 K Factor = 5.45 D002 19.50 1.109 IE 3.962 1.000 12.125 K Factor = 5.6 to 150 3.962 EQ02 19.50 0.0627 4.962 0.311 Vel = 6.477 19.50 12.436 K Factor = 5.53 6 19.57 1.109 10.000 12.213 K Factor = 5.6 to 150 9 19.57 0.0631 10.000 0.631 Vel = 6.500 9 20.07 1.109 7.980 12.844 K Factor = 5. 6 to 150 10 39.64 0.2328 7.980 1.858 Vel = 13.166 10 21.47 1.4 1T 9.724 1.670 14.703 K Factor = 5. 6 to 150 9.724 5 61.11 0.1668 11.394 1.900 Vel = 12.736 61.11 16.603 K Factor = 15.00 7 22.94 1.109 1T 9.906 1.670 16.783 K Factor = 5.6 to 150 9.905 6 22.94 0.0847 11.575 0.980 Vel = 7.619 22.94 17.763 K Factor = 5.44 1 19.50 1.109 10.000 12.125 K Factor = 5.6 to 150 2 19.50 0.0627 10.000 0.627 Vel = 6.477 2 20.00 1.109 7.980 12.752 K Factor = 5.6 to 150 3 39.50 0.2313 7.980 1.846 Vel = 13.120 3 21.39 1.4 1T 9.724 1.670 14.598 K Factor = 5.6 to 150 9.724 4 60.89 0.1656 11.394 1.887 Vel = 12.691 4 -42.88 1.602 2.760 16.485 to 150 17 18.01 0.0091 2.760 0.025 Vel = 2.867 17 1.602 10.240 16.510 to 150 5 18.01 0.0090 10.240 0.092 Vel = 2.867 5 61.11 1.602 8.320 16.603 to 150 6 79.12 0.1394 8.320 1.160 Vel = 12.594 6 22.94 1. 602 2E 5.899 52.020 17.763 to 150 11.798 -4.403 TOR1 102.06 0.2234 63.818 14.256 Vel = 16.245 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 FIRE SPRINKLER INC Page 8 L�E3T WESTERN I Date 071200 Hyd. Qa Dia. Fitting Pipe Pt Pt Ref. "C" or Ftng's Pe Pv ******* Notes ****** Point Qt Pf/UL Eqv. Ln. Total Pf Pn TOR1 -144.95 1.4 10.167 27.615 to 150 TOR2 -42.89 -0.0867 10.167 -0.881 Vel = -8.939 TOR2 1.4 IE 4.862 66.000 26.735 to 150 4.862 24 -42.89 -0.0866 70.862 -6.138 Vel = -8.939 24 1.4 1T 9.724 44.250 20.598 to 150 9.724 211 -42.89 -0.0866 53.974 -4.675 Vel = -8.939 211 37.94 1.4 94.500 15.923 to 150 44 -4.95 -0.0016 94.500 -0.151 Vel = -1.032 44 1.4 30.917 15.773 to 150 25 -4.95 -0.0016 30.917 -0.049 Vel = -1.032 -4.95 15.724 K Factor = -1.25 211 -32.95 1.4 lE 4.862 2.042 15.923 to 150 4.862 210 -32.95 -0.0532 6.904 -0.367 Vel = -6.867 210 1.4 10.167 15.556 to 150 110 -32.95 -0.0532 10.167 -0.541 Vel = -6.867 110 1.4 1.958 15.015 to 150 ill -32.95 -0.0531 1.958 -0.104 Vel = -6.867 -32.95 14.911 K Factor = -8.53 211 -4.99 1.4 123.417 15.923 to 150 25 -4.99 -0.0016 123.417 -0.200 Vel = -1.040 25 -4.95 1.4 lE 4.862 1.875 15.724 to 150 4.862 200 -9.94 -0.0058 6.737 -0.039 Vel = -2.072 200 1.4 10.167 15.685 to 150 100 -9.94 -0.0058 10.167 -0.059 Vel = -2.072 100 1.4 123.417 15.626 to 150 111 -9.94 -0.0058 123.417 -0.715 Vel = -2.072 111 -32.95 1.4 32.667 14.911 to 150 4.403 4 -42.89 -0.0866 32.667 -2.829 Vel = -8.939 -42.89 16.485 K Factor = -10.56 TOR1 144.95 2.203 9.667 27.615 to 150 8.301 BOR 144.95 0.0906 9.667 0.876 Vel = 12.201 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 -IRE SPRINKLER INC Page 9 BAST WESTERN I Date 071200 Byd. Qa Dia. Fitting Pipe Pt Pt Ref. "C" or Ftng's Pe Pv ******* Notes ****** Point Qt Pf/UL Eqv. Ln. Total Pf Pn BOR 6.08 4E 21.411 38.000 36.793 to 150 1G 4.588 136.107 10.000 Fixed loss = 10 CONN 144.95 0.0006 1T 45.881 174.107 0.112 Vel = 1.602 250.00 Qa = 250.00 394.95 46.905 K Factor = 57.67 Computer Programs by Hydratec Inc. Route 111 Windham N.H. USA 03087 AAli //CITY OF __ .,J4 4& /3�-0;&U Office of Building Official REQUEST FOR INSPECTION Date —00 Permit No. Time A.M. Received PM Job -' Locality owner'sf Name t[/� ontractor BUILDING CONCRET ELECTRICAL PLUMBING MECHANICAL Framing ❑ Footing ❑ Rough Wiring ❑ Rough ❑ Air Cond. & ❑ Re Roofing ❑ Slab Temp Pole ElTop Out 1-1Heating Insulation ❑ Lintel ❑ Final ❑ Sewer ❑ Fire Place ❑ READY FOR INSPECTION Pre Fab Mon. Tues. �yWed. (:T:h.:rs:L Friday---(:1P P.M. Inspecti Made y ` v PM. Inspect Final Inspection ❑ Certificate of Occupancy ❑ Date r 6 200" City of AAtlaertic Beach M.C.M.G., Inc 13wilcling and Zoning Motel Construction Management Group, Inc PO Box 2127 Valdosta GA 31604-2127 (912)244-8737 office (912)244-5225 fax July 05,2000 Dear Mr. Ford, Enclosed for your review you will find one copy of sealed individual roof truss drawings and one copy of a sealed individual roof truss lay out. The information enclosed is in reference to the Best Western Inn and Suites of Atlantic Beach Florida. Please advise of your approval. Thank-You, red Carlo III Vice President The design engineer certifies to the preparation of the These plans, specifications and related documents are engineering documents and agrees to furnish certified approved and accepted by the owner/owner's representative. operating permit applications upon completion of the project and is authorized to represent the applicant in the engineering features including monitoring of construction. Date C`�-�/ G �. Date Signature and seal: Engineer registered under Florida Statutes ignature: Owner/Owner's Representative Typed Name and Florida registration number Typed Name and Title of Above Wi 1 1 ; am m �qmnni- #-4.1-21 5 Kirit Patidar Phone Number: 904-249-1255 Phone Number: Address: 1723 Penman Road Address: 907 N Pet-Prann Avaniitz Street Street Jacksonville Bch, FL 322SO _IInuq a Q— M 31_53.3 City State Zip City State Zip These plans for the proposed construction cited in the foregoing application are hereby approved under authority of Chapters 381 and 514, Florida Statutes, with the following proviso(s): Construction on this project shall be commenced within one year from the date of approval of this application otherwise six (6) months approval extension shall be obtained from the Department prior to commencing construction. This approval is for the functional aspects of this project and is based on the information and data supplied by the applicant or his agent. There may be other local permits, requirements or regulations that must be met prior to the construction of this facility. Only those applications, plans and specifications that have been stamped with the Department's approval number are included in this approval. Any changes to these applications, plans or specifications may render this approval null and void. DEPARTMENT OF HEALTH PUBLIC SWIMMING 1`00[ ApproAe Stip pd Re By: DOH Engineer l STATE OF FLORIDA DEPARTMENT OF HEALTH p � f DUVAL COUNTY PUBLIC HEALTH DEPARTMENT Print Name c eralNv. ot�s S P 7 5 5 Qa+e .-4 v4t - - �?;NO' 'NTEtv1�EF, - "DXEPARTUMENT For Department Use Only: CE o(ini Fee ReceivedDate C &-�°No: From SP# . 0[,*T 0 4 2000 MF# . _ ENVIRONMENTALSTATE OF FLORIDA tNGINEERIG SECTION EPARTMENT OF HEALTH APPLICATION FOR APPROVAL OF SWIMMING POOL PLANS This form is to be completed and submitted with plans and specifications in six copies along with the appropriate fee. New Construction 0Revision❑_Modification ❑_ 1. Name of Project B Address of Pool 2 389 lda�rpnrt Road qty—At1 ant i r Rea ch County n„ya1 2. Name of OwnerMayport_prjoperi-J W.,, Tn'C cje Ki Lit Paticlar PhoneNumber0041 220-9790 Mailing Address 907 North Peter--,nn -L moi, City Douglas State GA Zip 31 533 3. Pool Type: Conventional ❑ Spa[L_Wading ❑ Special Purpose []_Water Recreation Attraction❑ Indoor❑ Outdoor® Transient® Non-transient❑ 4. No.of Units Served: 6 6 No.of Stories 2 Distance of Farthest Unit from Pool: 2 0 0 ' Elevator:Yew] No❑_ 5. Number of Sanitary Facilities: Water Closets I Urinals Lavatories I DressingRooms Male Distance From Female Pool: _ 6. Method of Waste Water Disposal: Sanitary gPwe-r 7. Pool Volume in Gallons: 1 500 Bathing Load:_ Water Source: ('i t- 8. 8. Dimensions: Width: 7 Length: 1_LArea: 84 'Perimeter: Max. Min._ !Shape Rect. co 9. Type Construction Material: Shell gunite Finish Diamond brite Color White 10.Equipment Make and Model: (A)Recirculation Pump: ,5taRito P2RAsET, Flow. 52 5 GPM At_..6QTDH 1 HP (B) Filter. ('a r t r i rl lgP Area_2QQ_Sq. Ft. Flow Capacity 0, 2 6 2 gpm/f t 2 (C)Disinfection Equipment: Ra i nhow 11('-3 31 5 Capacity 97700_-„GPD or❑PPD (D)pH Adjustment Feeder: N/A Capacity (GPD) (E)TestKit: Taylor TK 2005 DH 914, 3198(Obsoletos Sep 90 edition) f �® MiTek Industries Inc PO BOX 7359 ST LOUIS MO 63177-1359 MiTek° 14515 NORTH OUTER FORTY CHESTERFIELD MO 63017-5746 USA FAX(314)434 5343 TELEPHONE(314)434 1200 Re:mcmgab alic The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Diversified Forest Products Pages or sheets covered by this seal: 198062 thru 198084 My license renewal date for the state of Florida is February 28,2001. �j,PVR01,g�CF1 ri�V Jp G O �uL 14 2°°0 June 19,2000 T seal o ese drawings indicate acceptance of professional engineering responsibility solely for the truss co vents shown. The suitability and use of this component for any particular building is the respo ibility of the building designer,per ANSI/TPI-1995 Sec. 2. r { Job russ russ ype ty y aice 198062 MCMGAB CJ21A MONO TRUSS 2 1 Diversifiedorest roducts, aycross, A 1 4. - sOct 7 1999 MiTekIndustries, Inc. Thu Jun 15 09:05:19 2000 Page 1 I 2-11-12 6-7 12 10-3-13 13-11-13 17-7-13 20-9-9 21-2-Scale=1:38.6 2-11-12 38-0 3-8-0 3-8-0 38-0 3.1-12 0-47 2.82 12 1.5x4 11 6x6= 7 8 5x6= 6 3x4; 5 3x4= 4 in 3x8% 3 2 'a 1 r>j 6 3x4= 13 12 11 10 9 3x6 II 5x6= 5x5= 3x4= 3x5= 3x5= HANGER BY OTHERS 2-11-12 67-12 10-3-13 1311-13 17-7-13 20-9-9 2-11-12 38-0 38-0 38-0 38-0 31-12 Plate Offsets - LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.90 Vert(LL) 0.19 12 >999 M20 249/190 TCDL 10.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.20 12 >999 BCLL 0.0 Rep Stress Incr NO WB 0.75 Horz(TL) -0.06 9 n/a BCDL 10.0 Code BOCA/ANSI95 1st LC LL Min I/deft = 360 Weight: 117 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 2-7-15 on center purlin spacing, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 3-5-15 on center bracing. WEBS 2 X 4 SYP No.3 'Except" WEBS 1 Row at midpt 6-9 2-13 2 X 4 SYP No.2 REACTIONS(Ib/size) 9=2632/0-5-0, 14=1640/0-5-0 Max Horz 14=1168(load case 4) Max Uplift9=-2105(load case 4), 14=-1112(load case 2) FORCES(lb)-First Load Case Only TOP CHORD 1-2=111, 2-3=-3288, 3-4=-3557,4-5=-2818, 5-6=-1480, 6-7=3, 7-8=-4,7-9=-473 BOT CHORD 1-14=-105, 13-14=-105, 12-13=3204, 11-12=3467, 10-11=2723,9-10=1445 WEBS 2-14=-1589,2-13=3374, 3-13=-535, 3-12=286,4-12=76,4-11=-865, 5-11=738, 5-10=-1753,6-10=1493, 6-9=-2476 NOTES 1)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 1 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building,of dimensions 0 ft by 0 ft with exposure C ASCE 7-93 per BOCA/ANSI95 If end verticals or cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2)All plates are M20 plates unless otherwise indicated. 3) Provide mechanical connection (by others)of truss to bearing plate capable of withstanding 2105 Ib uplift at joint 9 and 1112 Ib uplift at joint 14. 4)This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads(plf) Vert: 7-8=-60.0 Trapezoidal Loads (plf) Vert: 1=0.0-to-2=42.8, 2=-42.8-to-3=-98.2, 3=-98.2-to-4=-153.6,4=-153.6-to-5=-210.7, 5=-210.7-to-6=-264.4, 6=-264.4-to-7=-309.7, 1=0.0-to-14=-14.4, 14=-14.4-to-13=-33.0, 13=-33.0-to-12=-51.6, 12=-51.6-to-11=-70.2, 11=-70.2-to-10=-88.8, 10=-88.8-to-9=-104.0 111&e June 19,2000 A WARNWG-VerVy design parrarneters and READ NOTES ON THIS AND dQJrT7/r,=WDds BEFOdttg VS6. 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 In=poiation of component It 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 condruction Is the responsiblllty of the erector.Additional permanent bracing of the overaS structure k the responslbNBy of the building designer.For general guidance regarding fabrication,quaSty control,storage,dellvery,erection and bracing,consu3 OST-88 Quality Standard,DSO-89 Bracing Specification,and HIR-91 M iTe k® Handling Installing and Bracing Recommendallon avallable from Truss Plate Institute,$83 D'Onohlo Drive,Madison,WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1'/. *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches.Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer,erection supervisor,property securely seat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2, Cut members to beat tightly against each �- cs Q other, s WEBS 3. Place plates on each face of truss at each o � joint and embed fully. Avoid knots and wane *For 4 x 2 orientation,locate h ia o at joint locations. plates I/s"from outside edge of a x o U 4. Unless otherwise noted,locate chord splices truss and vertical web. r o at i/4 panel length(+6"from adjacent joint,) ce c: f *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted,moisture content of required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of fabrication. connector pintas. 6, Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. *For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWEST JOINT 7. Camber is a non-structural consideration and MiTek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator,General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type,size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4. X 4 perpendicular to slots.Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-28 10,Top chards must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design, Indicates location of required 11,Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329,4922 ft.spacing,or less,if no ceiling is installed, 41:�e unless otherwise noted. SBCCI 87206,85217,9190 12,Anchorage and/or load transferring WISC/DILHR 870040-N,930013-N,910080-N connections to trusses are the responsibility of BEARING others unless shown, Indicates location of joints at 13.Do not overload roof or floor trusses with which bearings(supports)occur, ® stacks of construction materials. 14.Do not cut or alter truss member or plate without prior approval of a professional engineer. ® M iTek® 15.Care should be exercised in handling, iM erection and installation of trusses. PANEL © 1993 Mitek Holdings, Inc. - CLIP FnrtnWta,oiv CAN°`-"'"„® /+IMp0.A/R® Job russ russ ype ty y alce 198063 MCMGAB H01A MONO TRUSS 2 1 Dive rslfled orest Products, E,Waycross, GA 31502 4.0-32 s Oct 7 1999 MiTek Industries, Inc. Thu Jun 15 : 5: 1 age 1 6-2-10 10-7-2 14-11-10 19-8-8 24-5.6 29-2-4 32-11-10 Scale=1:55.4 6-2-10 4-4-8 4-4-8 4-8-14 4-8-14 4-8-14 3-9-6 4x8= 3x4= 3x4= 3x4= 3x4= 4.00 12 4 5 6 7 8 3x4 3 6x8 2 rn 1 N\91V� r1) 0 18 17 16 15 14 13 12 11 10 9 3x4=3x8% 2x5 II 3x4= 3x4= 46= 3x4= 3x4= 3x4= 2x5 II 6x6= 2-1-12 6-2-10 10-7-2 14-11-10 19-8-8 24-5.6 29-2-4 30-2-1 32-11-10 r � 2-1-12 4-0.14 4-4-8 4-4-8 4-8-14 4-8-14 4-8-14 1-0-0 2-9-6 Plate Offsets LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) Udefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.56 Vert(LL) 0.16 16 >999 M20 249/190 TCDL 10.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.16 15-16 >999 BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(TL) -0.04 10 n/a BCDL 10.0 Code BOCA/ANSI95 1st LC LL Min I/defl = 360 Weight: 233 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-11-11 on center purlin spacing, except end verticals. BOT CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 2-18 REACTIONS(Ib/size) 10=2162/0-3-8, 18=1231/0-3-8 Max Horz 18=341(load case 2) Max UpliftlO=-1619(load case 4), 18=-992(load case 2) FORCES(lb)-First Load Case Only TOP CHORD 1-2=627,2-3=-1989, 3-4=-1596,4-5=-1384, 5-6=-882, 6-7=-12, 7-8=230, 8-9=316 BOT CHORD 1-18=-595, 17-18=2013, 16-17=2013, 15-16=1887, 14-15=1525, 13-14=1525, 12-13=1384, 11-12=882, 10-11=-20, 9-10=0 WEBS 2-17=89, 2-16=-140, 3-16=147, 3-15=-471,4-15=378,4-13=-204, 5-13=240, 5-12=-725, 6-12=618, 6-11=-1257,7-11=1064, 7-10=-1332,8-10=-479, 2-18=-2859 NOTES 1)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 1 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 0 ft by 0 ft with exposure C ASCE 7-93 per BOCA/ANSI95 If end verticals exist,the left is exposed and the right is not exposed. If cantilevers exist,the left is exposed and the right is not exposed. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 2)Provide adequate drainage to prevent water ponding. 3)All plates are M20 plates unless otherwise indicated. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1619 Ib uplift at joint 10 and 992 Ib uplift at joint 18. 5)This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-60.0, 2-3=-60.0, 3-4=-60.0,4-5=-60.0, 5-6=-60.0, 6-7=-60.0, 7-8=-60.0, 1-18=-20.0, 17-18=-20.0, 16-17=-20.0, 15-16=-20.0, 14-15=-20.0, 13-14=-20.0, 12-13=-20.0, 11-12=-20.0, 10-11=-234.2, 9-10=-234.2 1"r LL�� June 19,2000 AWAMNO-Verify deslyn parameters and READ NOTES ON TMS AND RET7ERSE SWE 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. AppkabMHy of design parameters and proper Incaporatlon of component is iesponslblBty of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only.Additional temporary bracing to lnsure stability during construction is the responsibility of the erector.Additional permanent bracing of the overoR structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consuit OST-SS Quality Standard,DSB-69 Bracing Specification,and HIB-91 M iTek® Handling Inafolling and Bracing Recommendation available from Truss Piste Institute,6143 D'Onohb Drive,Madison,W163719. Symbols Numbering System �►Caer►c�.... _ PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Is/, *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches.Apply l. Provide copies of this truss design to the MISS, plates to both sides of truss and building designer,erection supervisor,property securely seat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2, Cut members to bear tightly against each 3 17-1_'' Z other. o WJ5 3. Place plates on each face of truss at each o joint and embed fully. Avoid knots and wane *For 4 x 2 orientation,locate U 3 ; o at joint locations. plates I&from outside edge of a " z O 4. Unless otherwise noted,locate chord splices truss and vertical web. o at�/a panel length{*b"from adjacent joint.) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted,moisture content of aired direction of slots in J1 JS J7 J6 lumber shall not exceed 19%at time of required fabrication. connector plates. b. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. *For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWEST JOINT 7. Camber is a non-structural consideration and MiTek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator.General WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection. 8. Plate type,size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4 perpendicular to slots.Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11.Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBG 1591, 1329,4922 ft.spacing,or less,if no ceiling is installed, loe� unless otherwise noted. SBCCI 87206,86217,9190 12.Anchorage and/or load transferring WISC/DILHR 870040-N,930013-N,910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13.Do not overload roof or floor trusses with which bearings(supports)occur. ® stacks of construction materials, El 14.Do not cut or alter truss member or plate without prior approval of a professional engineer. ® MiTek® 15.Care should be exercised in handling, TM erection and installation of trusses. PANEL 41943 Mitek Holdings, Inc. � CLIP o russ Truss Type ty y a ice 198064 MCMGAB H01 MONO TRUSS 1 1 Diversified Forest Products, E,Waycross, GA 4.(71-39s net 7 1999 MITek Industries, Inc. Thu Jun 15 09:05:24 Page 1 I 6-2-10 10-7-2 14-11-10 19-8-8 24-5-6 29-2-4 32-11-10 Scale=1:55.4 6-2-10 4-4-8 4-4-8 4-8-14 4-8-14 4-8-14 39-6 4X8= 3x4= 3x4= 3x4= 3x4= 4.00 12 4 5 6 7 8 3x4 3 4x8 i 2 Lh1 r1) 6 3x5= 18 17 16 15 14 13 12 11 10 9 44= 2x5 II 3x4= 3x4= 46= 3x4= 3x4= 6x6= 2x5 II 3x4= 2-1-12 6-2-10 10-7-2 14-11-10 19-8-8 24-5.6 29-2-4 30-2-1 32-11-10 2-1-12 4-0-14 4-4-8 4-4-8 4-8-14 4-8-14 4-8-14 1-0-0 2-9-6 Plate Offsets - LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) 0.20 16 >999 M20 249/190 TCDL 10.0 Lumber Increase 1.25 BC 0.55 Vert(TL) -0.20 16 >999 BCLL 0.0 Rep Stress Incr NO WB 0.72 Horz(TL) -0.05 11 n/a BCDL 10.0 Code BOCA/ANS195 1st LC LL Min I/defl = 360 Weight: 232 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-2-15 on center purlin spacing, except end verticals. BOT CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 5-4-6 on center bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 6-11 REACTIONS(Ib/size) 1=1095/0-3-8, 11=2298/0-3-8 Max Horz 1=341(load case 2) Max Upliftl=-795(load case 2), 11=-1719(load case 4) FORCES(lb)-First Load Case Only TOP CHORD 1-2=-2830, 2-3=-2144, 3-4=-1574,4-5=-1236, 5-6=-603, 6-7=398, 7-8=230, 8-9=316 BOT CHORD 1-18=2686, 17-18=2564, 16-17=2564, 15-16=2034, 14-15=1508, 13-14=1508, 12-13=1236, 11-12=603, 10-11=-365,9-10=0 WEBS 2-17=84, 2-16=-583, 3-16=333, 3-15=-683,4-15=508,4-13=-392, 5-13=377, 5-12=-914, 6-12=755,6-11=-1446, 7-11=-1098, 7-10=857, 8-10=-479, 2-18=137 NOTES 1)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 1 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 0 ft by 0 ft with exposure C ASCE 7-93 per BOCA/ANS195 If end verticals exist,the left is exposed and the right is not exposed. If cantilevers exist, the left is exposed and the right is not exposed. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3)All plates are M20 plates unless otherwise indicated. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 795 Ib uplift at joint 1 and 1719 Ib uplift at joint 11. 5)This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads(plf) Vert: 1-2=-60.0,2-3=-60.0, 3-4=-60.0,4-5=-60.0, 5-6=-60.0, 6-7=-60.0, 7-8=-60.0, 1-18=-20.0, 17-18=-20.0, 16-17=-20.0, 15-16=-20.0, 14-15=-20.0, 13-14=-20.0, 12-13=-20.0, 11-12=-20.0, 10-11=-234.2, 9-10=-234.2 ,OF" June 19,2000 ,&WARNING-verW design parnrrsetersr and READ Horan ON THIS AND MVERM SWE DWORE use. 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 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 responsibl8ty of the erector.Additional permanent bracing of the overall structure k the responslbllfiy of the building designer,For general guidance regarding fabrication,quality contioL storage,delivery,erection and bracing,consult OST-88 Quality Standard,DSB-69 Bracing Specification,and NIB-91 M iTek® Handling Installing and Bracing Reeommendatton available from Truss Piste Institute,583 D'Onohb Drive,Madison,WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/,4 *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches.Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer,erection supervisor,property seat. J2 J3 J4 owner and all other interested parties.. ,,securely TOP CHORDS -'F " ZC3 2 Cut members to bear tightly against each oth +� J5 3. Place plates on each face of truss at each o joint and embed fully, Avoid knots and wane For 4 x 2 orientation,locate `` a o at joint locations. plates 1/8"from outside edge of a z truss and vertical web. o a 4. Unless otherwise noted,locate chord splices o at t/4 panel length(*6"from adjacentjoint.) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted,moisture content of �. required direction of slots in Jt J8 J7 J6 lumber shall not exceed 19%at time of fabrication. connector plates. 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber, * For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWEST JOINT 7. Camber is a non-structural consideration and Forta Ganglatin format Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator, General MiTekWEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type,size and location dimensions PLATE SIZE shown indicate minimum plating requirements, The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9, lumber shall be of the species and size,and 4 X 4 perpendicular to slots. Second in all respects,equal to or better than the dimension is the length parallel grade specified, to slots. BOCA 86-93,85-75.91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11.Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBG 1591, 1329,4922 ft.spacing,or less,if no ceiling is installed, 401 unless otherwise noted. SBCCI 872(}6,86217,9190 12.Anchorage and/or load transferring WISC/DILHR 870040-N,930013-N,910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13.Do not overload roof or floor trusses with which bearings(supports)occur. ® stacks of construction materials. 14,Do not cut or alter truss member or plate without prior approval of a professional engineer. MiTek® 15.Care should be exercised in handling. ® erection and installation of trusses. �' � PANEL TM © 1993 Mitek Holdings, Inc. Of YXIMMAIR0 � CLIP Job russ Truss Type ty y aice 198065 MCMGAB H02A MONO TRUSS 1 1 (versified Forest Products, E,Waycross, GA 315024.0-32 s Oct 7 1999 MiTekIndustries, Inc. Thu Jun 15 09:05:26 2000 Page 1 6-2-6 11-7-0 16-11-10 23-0-15 29-2-4 32-11-10 Scale=1:58.5 6-2-6 5-4-10 5-4-10 6-1-5 6-1-5 3-9-6 44= 3x4= 3x8= 3x4= 4.00 12 4 5 6 7 3x4 3 5x5 2 Ln 1 r>1 3x4= 14 13 12 11 10 9 8 3x8 3x4= 5x8= 3x4= 3x6 11 1.5x4 11 3x4= 2-1-12 9-6-11 16-11-10 23-0-15 29-2-4 30-2-4 32-11-10 i 2-1-12 7-4.15 7-4-15 6-1-5 6-1-5 1-0-0 2-9-6 Plate Offsets LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.61 Vert(LL) 0.17 13 >999 M20 249/190 TCDL 10.0 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.23 12-13 >999 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) -0.05 10 n/a BCDL 10.0 Code BOCA/ANSI95 1st LC LL Min I/defl = 360 Weight: 201 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 4-0-13 on center purlin spacing, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4-6-7 on center bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 2-14, 6-11 REACTIONS(Ib/size) 14=121210-3-8, 10=1402/0-3-8 Max Horz 14=393(load case 2) Max Upliftl4=-992(load case 2), 10=-1018(load case 4) FORCES (lb)-First Load Case Only TOP CHORD 1-2=605,2-3=-1860, 3-4=-1310,4-5=-1243, 5-6=-838, 6-7=65, 7-8=27 BOT CHORD 1-14=-572, 13-14=1783, 12-13=1679, 11-12=838, 10-11=-93, 9-10=-93, 8-9=0 WEBS 2-14=-2607,2-13=-22, 3-13=185, 3-12=-538,4-12=69, 5-12=555, 5-11=-745, 6-11=1272, 6-10=-1332, 6-9=175, 7-9=-151 NOTES 1)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 1 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 0 ft by 0 ft with exposure C ASCE 7-93 per BOCA/ANSI95 If end verticals exist, the left is exposed and the right is not exposed. If cantilevers exist,the left is exposed and the right is not exposed. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3)All plates are M20 plates unless otherwise indicated. 4) Provide mechanical connection(by others) of truss to bearing plate capable of withstanding 992 Ib uplift at joint 14 and 1018 Ib uplift at joint 10. 5)This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard June 19,2000 A WARMNO-Ver(jjf des(gn parameters and READ NOTZS ON TMS AND REVERM SIDE BAMIM OS6. (10 Design valid for use only with MRek connectors.This design Is based only upon parameters shown,and Is for an Individual building component to be � Installed and loaded verllcoSy. AppSaoblBty of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown k for lateral support of Individual web members only.Additional temporary bracing to Insure stabSBy during condiuctlon is the responsiblSly of the erector.Additional permanent bracing of the ovefoh structure Is the iesponslblilly,of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consu8 CST-88 Quality Standard,DSS-89 Bracing Specification.and HIS-91 M iTek® Handling Installing and Bracing Recommendation available from Truss Plate Institute,583 D'Onobb Drlve,Madison,Wl63719. Symbols Numbering System ,AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/. *Center plate an joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer,erection supervisor,property securely seat. J2 J3 J4 owner and all other interested parties., '�"-• '�e TOP CHORDS 2, Cut members to bear tightly against each other. 21 , J5� 3. Place plates on each face of truss at each i h ; Q joint and embed fully,Avoid knots and wane For 4 x 2 orientation,locate o at joint locations. plates i/a"from outside edge ofo 4. Unless otherwise noted,locate chord splices truss and vertical web. �-- at 1/4 panel length(+6"from adjacent joint.) cs � *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted,moisture content of wired direction of slots in Jt J8 J7 J6 lumber shall not exceed 19%at time of required fabrication. connector plates. 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. *For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWESTJOINT 7, Camber is a non-structural consideration and MiTek/Gang-Nott Jaint/Plate Placement Chad. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type,size and location dimensions PLATE SiZE shown indicate minimum plating requirements, The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4 perpendicular to slots.Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design, Indicates location of required 11.Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329,4922 ft.spacing,or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206,86217.9190 12.Anchorage and/or load transferring WISC/DILHR 870040-N,930013-N.910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13.Do not overload roof or floor trusses with which bearings(supports)occur. �+® stacks of construction materials, 14.Do not cut or alter truss member or plate without prior approval of a professional engineer. MiTek® 15.Care should be exercised in handling, ® erection and installation of trusses. PANEL. © 1993 Mitek Holdings, Inc. ® CLIP rORM01e.019 HMPO-A/R® o _ russ russ ype ty y site 198066 MCMGAB H02B MONO TRUSS 1 1 Dive rslfled orest Products, E,Waycross, GA 315024. - s Oct 7 1999 MiTek Industries, Inc. Thu Jun 1 Page 1 6-2-6 11-7-0 16-11-10 23-0-15 29-2-4 32-11-10 Scale=1:58.5 6-2-6 54-10 5-4-10 6-1-5 6-1-5 3-9-6 4x4= 3x4= 3x8= 3x4= 4.00 12 4 5 6 7 3x4 3 4x4 2 z V91 rj 6 3x5= 14 13 12 11 10 9 8 2x5 3x4= 5x8= 3x4= 3x6 11 1.5x4 3x4= 2-1-12 9-6-11 16-11-10 23-0-15 29-2-4 30-2-1 32-11-10 2-1-12 7-4-15 7-4-15 6-1-5 6-1-5 1-0-0 2-9-6 Plate sets LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) 0.25 13 >999 M20 249/190 TCDL 10.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.30 12-13 >999 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(TL) -0.07 10 n/a BCDL 10.0 Code BOCA/ANSI95 1 st LC LL Min I/deft = 360 Weight: 201 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-1-10 on center purlin spacing, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 3-8-14 on center bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 6-11 REACTIONS(Ib/size) 1=1143/0-3-8, 10=1471/0-3-8 Max Horz 1=393(load case 2) Max Upliftl=-838(load case 2), 10=-1067(load case 4) FORCES(Ib)-First Load Case Only TOP CHORD 1-2=-2891,2-3=-2300, 3-4=-1464,4-5=-1389, 5-6=-911, 6-7=65,7-8=27 BOT CHORD 1-14=2732, 13-14=2534, 12-13=1989, 11-12=911, 10-11=-93, 9-10=-93, 8-9=0 WEBS 2-14=220, 2-13=-414, 3-13=419, 3-12=-739,4-12=118, 5-12=655, 5-11=-814, 6-11=1372, 6-10=-1400, 6-9=175, 7-9=-151 NOTES 1)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 1 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 0 ft by 0 ft with exposure C ASCE 7-93 per BOCA/ANSI95 If end verticals exist, the left is exposed and the right is not exposed. If cantilevers exist,the left is exposed and the right is not exposed. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3)All plates are M20 plates unless otherwise indicated. 4) Provide mechanical connection (by others)of truss to bearing plate capable of withstanding 838 Ib uplift at joint 1 and 1067 Ib uplift at joint 10. 5)This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard June 19,2 00 AWARMNG-Ver(&design parameters and READ NOTES ONTHN AND REVERSE STDE BEFORE t1SE. 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 Incorporatlon of component k responsibility of building designer-not truss designer.Bracing shown k for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction k the responsibility of the erector.Additional permanent bracing of the overall structure k the responsibSity 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 HIS-91 M iTek® Handling Installing and gracing Recommendation available from Truss Plote Institute,583 D'Onotilo Drive,Madison,WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1J/. *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer,erection supervisor,property securelyseat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against each C2 C3 other, o VVEBS J5 d: 3. Place plates on each face of truss at each *For 4 x 2 orientation,locate = " �,� ; ¢ joint and embed fully. Avoid knots and wane a at joint locations. plates 1/8"from outside edge of a _ o 0 4. Unless otherwise noted,locate chord splices truss and vertical web. r- a C� o at I/4 panel length(+b"from adjacent joint.) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted,moisture content of required direction of slots in Jt J8 V J6 lumber shall not exceed 19%at time of fabrication. connector plates, b. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. *For tabular plating format rater to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MiTek/Gang-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator.General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type,size and location dimensions PLATE SIZE shown indicate minimum plating requirements, The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4 perpendicular to slots. Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11.Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329,4922 ft.spacing,or less,if no ceiling is installed, 40e., unless otherwise noted. SBCCI 87206,8b217,9190 12.Anchorage and/or load transferring WISC/DILHR 870040-N,930013-N,910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13.Do not overload roof or floor trusses with which bearings(supports)occur. ® stacks of construction materials, 14.Do not cut or alter truss member or plate without prior approval of a professional engineer. MiTek® 15.Care should be exercised in handling, ® erection and installation of trusses. PANEL «. 1993 Mitek Holdings, Inc. CLAP FORM018,019 CADAM-NAIL® #fV01ARO.A,R 0 Job russ Truss Type ty y alce 198067 MCMGAB H03B MONO TRUSS 1 1 (versified Forest Products, E,Waycross, GA 31502 4.0-32 s Oct 7 1999 MITek Industries, Inc. Thu Jun 15 09:05:30 2000 Page 1 6-10-6 12-11-0 18-11-10 25-9-14 32-11-10 Scale=1:61.7 6-10-6 6-0-10 6-0-10 6-10-4 7-1-12 4.00 F12 44= 3x8= 3x4= 5x5% 4 5 6 3 6x6 2 U) 1 rj 3x4= 12 11 10 9 8 7 3x8-5� 3x4= 5x8= 1.5x4 11 6x6= 1.5x4 11 2-1-12 10-6-11 18-11-10 25-9-14 30-2-4 32-11-10 2-1-12 8-4-15 8-4-15 6-10-4 4-4-6 2-9-6 Plate Offsets LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.71 Vert(LL) 0.18 11 >999 M20 249/190 TCDL 10.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.28 10-11 >999 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(TL) -0.06 8 n/a BCDL 10.0 Code BOCA/ANSI95 1st LC LL Min I/deft = 360 Weight: 193 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-9-11 on center purlin spacing, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4-0-5 on center bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 2-12, 5-8 REACTIONS(Ib/size) 12=1261/0-3-8, 8=1353/0-3-8 Max Harz 12=439(load case 2) Max Upliftl2=-1028(load case 2), 8=-991(load case 4) FORCES(Ib)- First Load Case Only TOP CHORD 1-2=668, 2-3=-1925, 3-4=-1244,4-5=-1180, 5-6=98, 6-7=26 BOT CHORD 1-12=-632, 11-12=1909, 10-11=1707, 9-10=621, 8-9=621, 7-8=0 WEBS 2-12=-2792, 2-11=-97, 3-11=254, 3-10=-645,4-10=5, 5-10=764, 5-9=112, 5-8=-1270, 6-8=-256 NOTES 1)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 1 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 0 ft by 0 ft with exposure C ASCE 7-93 per BOCA/ANSI95 If end verticals exist,the left is exposed and the right is not exposed. If cantilevers exist,the left is exposed and the right is not exposed. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3)All plates are M20 plates unless otherwise indicated. 4) Provide mechanical connection(by others) of truss to bearing plate capable of withstanding 1028 Ib uplift at joint 12 and 991 Ib uplift at joint 8. 5)This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard June 19,2000 A WARNMG-VerVM design parameters and READ LITOTES ONTHffi AND REVERSE SIDE BEFORE E=- �!0 Design valid for use only with MITek connectors.Thin design k based only upon parameters shown,and Is for an Individual building component to be Installed and loaded verticaty. 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 erecta.Additional permanent bracing of the overat 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,036.89 Bracing Speeftafion,and HIB-91 M iTek® Handling Installing and Bracing Recommendation available from Truss Plate Institute,583 D'Onofrb Drive,Madison,WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property t>>. *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches.Apply 1, Provide copies of this truss design to the plates to both sides of truss and building designer,erection supervisor,property secure►y seat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS Cz �� 2, Cut members to bear tightly against each other. o WEBSA4J3. Place plates on each face of truss at each *For 4 x 2 orientation, locate = " ,�� ; Q joint and embed fully. Avoid knots and wane U o at joint locations. plates 1/8"from outside edge of atruss and vertical web. o a4. Unless otherwise noted,locate chord splices C7 o at l a panel length(+6"from adjacent joint,) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted,moisture content of required direction of slots in Jt J8 J7 J6 lumber shall not exceed 19%at time of connector plates, fabrication. 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber, * For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWESTJOINT 7, Camber is a non-structural consideration and FARTHEST TO THE LEFT, is the responsibility Of truss fabricator. General MiTok/Gang-Nall Joint/Plate Placement Chart. WEBS ARE NUMBERED FROM LEFT TO RIGHT. practices to camber for dead load deflection. 8, Plate type,size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9, Lumber shall be of the species and size,and 4 X 4 perpendicular to slots. Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11.Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329,4922 ft.spacing,or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206,86217,9190 12,Anchorage and/or load transferring WISC/DILHR 870040-N,930013-N,910080-N connections to trusses are the responsibility of BEARING others unless shown, Indicates location of joints at 13,Do not overload roof or floor trusses with which bearings(supports)occur. ® stacks of construction materials, 14,Do not cut or alter truss member or plate without prior approval of a professional engineer. ® MiTek® 15.Care should be exercised in handling, TM erection and installation of trusses, PANEL 4 1993 Mitek Holdings, Inc. CLIP FORM018,019 ##MR01A/R® Job russ russ ype ty y aice 198068 MCMGAB H04B MONO TRUSS 1 1 Diversified orest Products, ,Waycross, 15 4. s ct 7 1 MITe Industries, Inc. Thu Jun 15 5: Page 1 7-6-6 14.3-0 20-11-10 26-9-14 32-11-10 Scale=1:65.0 7-6-6 6-8-10 6-8-10 5-10-4 6-1-12 4.00 12 44= 3x4= 3x4= 4 5 6 5x6 3 4x8 2 1 0 12 3x5=12 11 10 9 8 7 2x5% 1.5x4 11 5x6= 3x8= 6x6= 1.5x4 11 2-1-12 7-6-6 14-3-0 20-11-10 30-2-4 32-11-10 2-1-12 5-4-10 6-8-10 6-8.10 9-2-10 2-9-6 Plate Offsets LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.92 Vert(LL) 0.27 11 >999 M20 249/190 TCDL 10.0 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.31 10-11 >999 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(TL) -0.08 8 n/a BCDL 10.0 Code BOCA/ANS195 1st LC LL Min I/defl = 360 Weight: 196 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 3-10-7 on center bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at mddpt 3-9, 5-9, 5-8 REACTIONS(Ib/size) 1=1192/0-3-8, 8=1422/0-3-8 Max Horz 1=485(load case 2) Max Upliftl=-875(load case 2), 8=-1049(load case 4) FORCES (lb)-First Load Case Only TOP CHORD 1-2=-2936,2-3=-1950,3-4=-1110, 4-5=-1053, 5-6=77,6-7=26 BOT CHORD 1-12=2777, 11-12=2609, 10-11=2609,9-10=1841, 8-9=449, 7-8=0 WEBS 2-12=183, 2-11=125, 2-10=-811, 3-10=423, 3-9=-967,4-9=-23, 5-9=958, 5-8=-1218, 6-8=-220 NOTES 1)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 1 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 0 ft by 0 ft with exposure C ASCE 7-93 per BOCA/ANS195 If end verticals exist,the left is exposed and the right is not exposed. If cantilevers exist,the left is exposed and the right is not exposed. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3)All plates are M20 plates unless otherwise indicated. 4) Provide mechanical connection (by others)of truss to bearing plate capable of withstanding 875 Ib uplift at joint 1 and 1049 Ib uplift at joint 8. 5)This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard 1W June 19,2 00 AWAR1VING-verVy design par+asnecers and Rzm Noras oNTms AND REV==WDE BzmRIS LFS6. Design valid for use only wlth MITek connectors.This,design Is based only upon parameters shown,and Is for an Individual bulding component to be � Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Siccing shown It for lateral support of Individual web members only.Additional temporary bracing to Insure stablAty during construction Is the responsibANy of the erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrbatlon,quality control,storage,delivery,erection and bracing,consult GST-88 Quality Standard,DSS-89 Bracing Specification,and XIS-91 M iTek® Handling Installing and Bracing Recommendation available from Truss Plate Institute,583 D'Onofrb Drive,Madison,WI 53719. Symbols Numbering System A,General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/' *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer,erection supervisor,property securely seat, J2 J3 Ja owner and all other interested parties„ TOP CHORDS -�- r-2 WEBS 2. other. a: to bear tightly against each o WEBS J5 Q 3, Place plates on each face of truss at each *For 4 x 2 orientation,locate = " 3 �� ; ¢ joint and embed fully. Avoid knots and wane V O at joint locations. plates r/a"from outside edge of v 4. Unless otherwise noted,locate chord splices truss and vertical web. a �� o at Apanel length(-6"from adjacent joint.) I ca*This symbol indicates the BOTTOM CHORDS 5, Unless otherwise noted,moisture content of T direction es slots in J1 JB J7 J6 lumber shall not exceed 19%at time of requiredfabrication, connector plates, 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber, *For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWEST JOINT 7, Camber is a non-structural consideration and FARTHEST TO THE LEFT, is the responsibilityof truss fabricator.General MiTek/Gang-Nall Placement Chart. WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type,size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9, Lumber shall be of the species and size,and 4 X 4 perpendicular to slots.Second in all respects,equal to or better than the dimension is the length parallel grade specified, to slots. BOCA 86-93,85-75,91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11.Bottom chords require lateral bracing at 10 continuous lateral bracing. iCBO 1591, 1329,4922 ft.spacing,or less,if no ceiling is installed, unless otherwise noted. SBCCI 87206,86217,9190 12.Anchorage and/or load transferring WISC/DILHR 870040-N,930013-N,910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13.Do not overload roof or floor trusses with which bearings(supports)occur. a stacks of construction materials, 14.Do not cut or alter truss member or plate El without prior approval of a professional engineer. ® MiTek® 15.Care should be exercised in handling, TM erection and installation of trusses. 'Z&L�'® PANEL © 1993 Mitek Holdings, Inc. CL{P FORM018,619 rimiD-r�.4rL® HYDRO-A/R® Job russ rues ype ty y alce 198069 MCMGAB H05A MONO TRUSS 2 1 (versified Forest Products, El Waycross, A 15 s Oct 7 1999 MiTekIndustries, Inc. Thu Jun 15 09:05:35 age 8-2-6 15-5-15 22-11-10 29-2-4 32-11-10 Scale=1:68.2 8-2-6 7-3-8 7-5-11 6-2-10 3-9-6 4.00 12 5x5= 3x4= 3x4= 4 5 6 5x6 3 6x6 2 Ln 1 AV (8 3x4=12 11 10 9 8 7 3x8% 3x4= 5x5= 6x6= 1.5x4 11 3x4= 2-1-12 11-1-15 + 19-11-8 29-2-4 30-2-4 32-11-10 2-1-12 9-0-3 8-9-9 9-2-12 1-0-0 2-9-6 Plate Offsetsj1U:U-2-8,0-3-UI LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.92 Vert(LL) 0.19 11 >999 M20 249/190 TCDL 10.0 Lumber Increase 1.25 BC 0.98 Vert(TL) -0.30 10-11 >999 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(TL) -0.06 9 n/a BCDL 10.0 Code BOCA/ANSI95 1st LC LL Min I/deft = 360 Weight: 206 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-4-10 on center purlin spacing, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 1-3-0 on center bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 2-12,4-9 REACTIONS(Ib/size) 12=1211/0-3-8, 9=1403/0-3-8 Max Horz 12=531(load case 2) Max Uplift 12=-987(load case 2), 9=-1049(load case 4) FORCES(lb)-First Load Case Only TOP CHORD 1-2=793, 2-3=-1727, 3-4=-935,4-5=72, 5-6=45, 6-7=26 BOT CHORD 1-12=-751, 11-12=1814, 10-11=1350, 9-10=605, 8-9=-63,7-8=0 WEBS 2-12=-2791,2-11=-240, 3-11=449, 3-10=-710,4-10=772,4-9=-1078, 5-9=-463, 5-8=168, 6-8=-138 NOTES 1)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 1 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 0 ft by 0 ft with exposure C ASCE 7-93 per BOCA/ANSI95 If end verticals exist,the left is exposed and the right is not exposed. If cantilevers exist,the left is exposed and the right is not exposed. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3)All plates are M20 plates unless otherwise indicated. 4) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 987 Ib uplift at joint 12 and 1049 Ib uplift at joint 9. 5)This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard lar June 19,2000 AIVAMNG-Ver(&design parameters and READ NOTES ON TMS AND REVERSE SIDE 1119MRE USE. Design valid for use only with MRek connectors.This design k based only upon parameters shown,and Is for an Individual building component to be � Instated and loaded vertically. Applicability of design parameters and proper Incorporation of component Is,responstbNlty of building designer-not truss designer.Bracing shown k for lateral support of Individual web members only.Addtlonal temporary bracing to Insure stability during construction If the responsibility of the erector.Additional permanent bracing of the overall structure Is,the responslbtlty of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consut CST-„Quality Standard,DSI-89 Bracing Specification,and MIS-91 M iTe k® Handling Installing and Bracing Recommendation available from Truss Plate Institute,583 D'Onotilo Drlve,Madison,WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/. *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches,Apply 1, Provide copies of this truss design to the plates to both sides of truss and building designer,erection supervisor,property securely seat. J2 J3 J4 owner and all other interested parties.. '!e" •- 'fie" TOP CHORDS 4 " Q2 other.t members to bear tightly against each o WEBS J5 � 3, Place plates on each face of truss at each o LO) h ; �� 3 Q joint and embed fully,Avoid knots and wane *For 4 x 2 orientation locate O at joint locations. plates lie"from outside edge of X D 4. Unless otherwise noted,locate chord splices truss and vertical web. +- o at 1/4 panel length('6"from adjacent joint.) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted,moisture content of wired direction of slots in Jt J8 J7 J6 lumber shall not exceed 19%at time of required fabrication. connector plates. b. Unless expressly noted,this design Is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. *For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWEST JOINT 7, Camber is a non-structural consideration and MiTek/Gang-Nail.Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator, General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type,size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4 perpendicular to slots.Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11.Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329,4922 ft,spacing,or less,if no ceiling is installed, unless otherwise noted. SBCCI 87206,86217,9190 12.Anchorage and/or load transferring WISC/DILHR 870040-N,930013-N,910D8D-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13,Do not overload roof or floor trusses with which bearings(supports)occur. ® stacks of construction materials. 14.Do not cut or alter truss member or plate without prior approval of a professional engineer. MiTek15,Care should be exercised in handling, erection and installation of trusses. PANEL TM © 1993 Mitek Holdings, Inc. CLIP FORM018,019 o 7-7 e ty y arce 198070 MCMGAB USS 1 1 Diversified orest Products, ,Waycross, GA 31502 4.0-32 s Oct 7 1999 MiTek Industries, Inc. Thu Jun 15 7 2000 Page 1 8-2-6 15-5-15 22-11-10 29-2-4 32-11-10 Scale=1:68.2 8-2-6 7-3-8 7-5-11 6-2-10 3-9-6 4.00 12 5x5= 3x4= 3x4= 4 5 6 5x6 3 4x4 2 to 1 r>i 6 3x5=12 11 10 9 8 7 2x5% 3x4= 5x5= 3x4= 1.5x4 II 6x6= r 2-1-12 11-1-15 19-11-8 29-2-4 30-2-4 32-11110 2-1-12 9-0-3 8-9-9 9-2-12 1-0-0 2-9-6 Plate Offsets [1U:U-Z-tJ,U-J-QI LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.96 Vert(LL) 0.26 11 >999 M20 249/190 TCDL 10.0 Lumber Increase 1.25 BC 0.98 Vert(TL) -0.39 11-12 >913 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) -0.08 8 n/a BCDL 10.0 Code BOCA/ANS195 1st LC LL Min I/defl = 360 Weight: 206 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 *Except* TOP CHORD Sheathed, except end verticals. 1-3 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 1-3-0 on center bracing. BOT CHORD 2 X 4 SYP No.2 *Except* WEBS 1 Row at midpt 4-9, 5-8 1-102 X4 SYPNo.2D WEBS 2 X 4 SYP No.3 REACTIONS(Ib/size) 8=1421/0-3-8, 1=1 193/0-3-8 Max Horz 1=531(load case 2) Max Uplift8=-1063(load case 2), 1=-873(load case 2) FORCES(lb)-First Load Case Only TOP CHORD 1-2=-2883,2-3=-2221, 3-4=-1187,4-5=-114, 5-6=45, 6-7=26 BOT CHORD 1-12=2727, 11-12=2471, 10-11=1673, 9-10=806, 8-9=95, 7-8=0 WEBS 2-12=279, 2-11=-496,3-11=677, 3-10=-840,4-10=877,4-9=-1101, 5-9=959, 5-8=-1262, 6-8=-138 NOTES 1)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 1 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 0 ft by 0 ft with exposure C ASCE 7-93 per BOCA/ANS195 If end verticals exist,the left is exposed and the right is not exposed. If cantilevers exist,the left is exposed and the right is not exposed. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3)All plates are M20 plates unless otherwise indicated. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1063 Ib uplift at joint 8 and 873 Ib uplift at joint 1. 5)This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard 1"r June 19,2000 A WAWNG-VerVy design parameters and neer Haran ON Tars AM JW VrJ a scads BZFOJtX use. 1110 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 responsibllify of bullding designer-not truss designer.Bracing shown k for lateral,support of Individual web members only.Additional temporary bracing to Insure stability during construction Is the msponslblNty of the erecta.Add"lonol permanent bracing of the overall shuctum k the responslbllBy of the building designer.For general guidance recording fabrication,quality control storage,delivery,erection and bracing,consu8 OST-88 Quality Standard,DSS-89 Bracing Specification,and NIS-91 M iTek® Handling Installing and Bracing Recommendation available from ss TruPlate institute,583 D'Onohlo DrWe,Madison,Wl53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to follow Could Cause Property Center plate on joint unless Damage or Personal injury dimensions indicate otherwise. Dimensions are in inches. Apply l. Provide copies of this truss design to the plates to both sides of truss and building designer,erection supervisor,property securely seat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS � C2 �� 2. ot�emembers to bear tightly against each o WEBS J5 r. a: 3. Place plates on each face of truss at each _ h a �� Q joint and embed fully.Avoid knots and wane *For 4 x 2 orientation,locate 0 o at joint locations. plates 1/8"from outside edge of a o 4. Unless otherwise noted,locate chord splices truss and vertical web. c? CA o at 1/4 panel length(+6"from adjacent joint.) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted,moisture content of wired direction of slots in A J8 J7 J6 lumber shall not exceed 19%at time of required fabrication. connector plates. b. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. ' For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWEST JOINT 7. Camber Is a non-structural consideration and MITek/Gang-Nall(Joint/Plate Placement Chart. FARTHEST TO THE LEFT, is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. & Plate type,size and location dimensions PLATE SiZE shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4 perpendicular to slots,Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. indicates location of required 11,Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBG 1591, 1329,4922 ft.spacing,or less,if no ceiling is installed, unless otherwise noted. SBCCI 87206,862U,9190 12.Anchorage and/or load transferring WISC/DILHR 870040-N,930013-N,910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13,Do not overload roof or floor trusses with which bearings(supports)occur. a stacks of construction materials. 14,Do not cut or alter truss member or plate without prior approval of a professional engineer. MiTek15.Care should be exercised in handling, QD erection and installation of trusses. PANEL TM © 1993 Mitek Holdings, Inc. CLIP FORM018.019 Job russ russ ype ty y alce 198071 MCMGAB H06A MONO TRUSS 2 1 Diversified orest Products, E,Waycross, GA 31502 4.0-32 s Oct 7 1999 MiTek Industries, Inc. Thu Jun 15 09:05:39 2000 Page 1 6-10-4 12-10-11 18-11-3 24-11-10 29-2-4 32-11-10 Scale=1:71.5 6-10-4 6-0-7 6-0-7 6-0-7 4-2-10 3-9-6 4.00 12 44= 3x8= 3x4= 5 6 7 3x4 5x5� 4 3 6x6 2 in 1 6 15 14 13 12 11 10 9 8 3x4=3x8% 3x4= 3x4= 3x8= 3x6 11 1.5x4 11 3x4= 3x4= r 2-1-12 10-6-7 18-11-3 24-11-10 29-2-4 30-2-4 32-11-10 2-1-12 8-4-11 8-4-11 6-0-7 4.2-10 1-0-0 2-9-6 Plate Offsets LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.69 Vert(LL) 0.19 14 >999 M20 249/190 TCDL 10.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -0.28 12-14 >999 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(TL) -0.06 10 n/a BCDL 10.0 Code BOCA/ANS195 1st LC LL Min I/defl = 360 Weight: 228 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-11-12 on center purlin spacing, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 3-11-12 on center bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 2-15,4-11, 5-11, 6-11, 6-10, 7-9 REACTIONS (lb/size) 15=1211/0-3-8, 10=1403/0-3-8 Max Horz 15=577(load case 2) Max Upliftl 5=-981(load case 2), 10=-1086(load case 2) FORCES(lb)-First Load Case Only TOP CHORD 1-2=667,2-3=-1798, 3-4=-1109,4-5=-422, 5-6=-397, 6-7=43, 7-8=26 BOT CHORD 1-15=-631, 14-15=1800, 13-14=1582, 12-13=1582, 11-12=1052, 10-11=-63, 9-10=-63, 8-9=0 WEBS 2-15=-2672,2-14=-112, 3-14=262, 3-12=-650,4-12=521,4-11=-933, 5-11=-174, 6-11=1051, 6-10=-1352,6-9=173, 7-9=-142 NOTES 1)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 1 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 0 ft by 0 ft with exposure C ASCE 7-93 per BOCA/ANSI95 If end verticals exist,the left is exposed and the right is not exposed. If cantilevers exist,the left is exposed and the right is not exposed. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3)All plates are M20 plates unless otherwise indicated. 4) Provide mechanical connection(by others) of truss to bearing plate capable of withstanding 981 Ib uplift at joint 15 and 1086 Ib uplift at joint 10. 5)This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard laIr June 19,2000 AWARMNG-verW design parameters and READ NOTES ONTMS AM BEVERSa 81118 891POM 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 buNding designer-not buss designer.Bracing shown k for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction k the responsibNNy of the erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regording fabrication,quality control,storage,delivery,erection and bracing,consult OST-88 Quality Standard,DSI-89 Bracing Specification,and HIB-91 M iTek® Handling Installing and Bracing Recommendatlon available from Truss Plate Institute,593 D'Onohb Drive,Madison,Wl63719. Symbols Numbering System ..- PLATE LOCATION AND ORIENTATION Failure to Follow 1)/a *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches,Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer,erection supervisor,property securely seat, J2 J3 Jd owner and all other interested parties,. TOP CHORDS 2. Cut members to bear tightly against each `2 " IJ5other. � vuEBS 3. Place plates on each face of truss at each *For 4 x 2 orientation,locate = " �, �� 3 joint and embed fully.Avoid knots and wane U o at joint locations, plates i!a'from outside edge ofo �' 4. Unless otherwise noted,locate chord splices truss and vertical web. o.G, o at 1/4 panel length(*6'from adjacent joint.) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted,moisture content of r. required direction of slots in J1 J8 V J6 lumber shall not exceed 19%at time of q fabrication. connector plates. 6, Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber, ' For tabular plating format rotor to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MITok/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection. 8. Plate type,size and location dimensions PLATE SIZE shown indicate minimum plating requirements, The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and site,and 4 X 4 perpendicular to slots.Second in all respects,equal to or better than the dimension is the length parallel grade specified, to slots, BOCA 86-93,85-75,91-28 10,Top chords must be sheathed or purlins LATERAL BRACING HUD/FNA TCB 17.08 provided at spacing shown on design. Indicates location of required 11.Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBG 1591, 1329,4922 ft,spacing,or less,it no ceiling is installed, le unless otherwise noted. SBCCI 87206,86217,9190 12.Anchorage and/or load transferring WISC/DILHR 870040-N,930013-N,910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13.Do not overload roof or floor trusses with which bearings(supports)occur. stacks of construction materials. 14.Do not cut or alter truss member or plate El without prior approval of a professional engineer. MiTek15.Care should be exercised in handling, LF ® erection and installation of trusses. nNETM Q 1993 Mitek Holdings, Inc. Job fuss ruse Typ& ty y a Ice 198072 MCMGAB H06B MONO TRUSS 1 1 (versified Forest Products, E,Waycross, GA 31502 -4.0-32 s Oct I ek n ustries, Inc. Thu Jun 1 5:41 2000 Page 1 6-10-4 12-10-11 18-11-3 24-11-10 + 29-2-4 32-11110 Scale=1:71.5 6-10-4 6-0-7 6-0-7 6-0-7 4-2-10 3-9-6 4.00 12 4x4= 3x8= 3x4= 5 6 7 3x4 5x5 4 3 44 2 1 r3 0 15 14 13 12 11 10 9 8 3x5=2x5% 3x4= 3x4= 3x8= 1.5x4 11 1.5x4 11 3x4= 6x6= 2-1-12 10-6-7 18-11-3 24-11-10 29-2-4 30-2-4 32-11-10 2-1-12 8-4.11 8-411 6-0.7 4-2-10 1-0-0 2-9-6 Plate Offsets LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.80 Vert(LL) 0.28 14 >999 M20 249/190 TCDL 10.0 Lumber Increase 1.25 BC 1.00 Vert(TL) -0.36 12-14 >988 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(TL) -0.09 9 n/a BCDL 10.0 Code BOCA/ANS195 1st LC LL Min I/defl = 360 Weight: 228 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 2-10-6 on center purlin spacing, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 1-3-0 on center bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 4-11, 5-11,6-11, 6-9, 7-9 REACTIONS(Ib/size) 9=1422/0-3-8, 1=1193/0-3-8 Max Horz 1=577(load case 2) Max Uplift9=-1100(load case 2), 1=-867(load case 2) FORCES(Ib)-First Load Case Only TOP CHORD 1-2=-2991, 2-3=-2328, 3-4=-1378,4-5=-611, 5-6=-577, 6-7=43, 7-8=26 BOT CHORD 1-15=2828, 14-15=2600, 13-14=1985, 12-13=1985, 11-12=1308, 10-11=108, 9-10=108,8-9=-0 WEBS 2-15=251, 2-14=-462, 3-14=473, 3-12=-830,4-12=625,4-11=-1043, 5-11=-115, 6-11=1072, 6-10=51,6-9=-1259, 7-9=-142 NOTES 1)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 1 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 0 ft by 0 ft with exposure C ASCE 7-93 per BOCA/ANSI95 If end verticals exist,the left is exposed and the right is not exposed. If cantilevers exist,the left is exposed and the right is not exposed. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3)All plates are M20 plates unless otherwise indicated. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1100 Ib uplift at joint 9 and 867 Ib uplift at joint 1. 5)This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard lk�r June 19,2000 A WARNWO-Veft de&Wn pananseter:and R&W Nass ON TMS AND ReT?.RSE SWE J3e1?'ORe use. Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and k 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 k 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 tesponslbllRy of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult OST-88 Quality Standard,DSS-89 Bracing speclflcation,and HIB-91 M iTek® Handling lnstatllnp and Bracing Recommendallon available from Truss Plate Institute,583 D'Onohb Drive,Madison,WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1'/. *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer,erection supervisor,property securely seat. J2 J3 J4 owner and all other interested parties.. �� TOP CHORDS 2C? 2• Cut emembers to bear tightly against each a J5 a r. 3. Place plates on each face of truss at each o U joint and embed fully, Avoid knots and wane *For 4 x 2 orientation,locate 0 " ; o at joint locations. plates I/e"from outside edge of a �" " _ Q v 4. Unless otherwise noted,locate chord splices truss and vertical web. a. o a#rla panel length{+6"from adjacent joint.) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted,moisture content of required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of fabrication. connector plates. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. *For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWEST JOINT 7, Camber is a non-structural consideration and MITek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator.General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type,size and location dimensions PLATE SIZE shown indicate minimum plating requirements, The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4 perpendicular to slots, Second in all respects,equal to or better than the dimension is the length parallel grade specified, to slots. BOCA 86-93,85-75,91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown an design. indicates location of required 11.Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329,4922 ft.spacing,or less, if no ceiling is installed, 4e unless otherwise noted, SBCCI 8720b,86217,9190 12.Anchorage and/or load transferring WISC/DILHR 870040-N,930013-N,910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13.Do not overload roof or floor trusses with which bearings(supports)occur. ® stacks of construction materials, 14,Do not cut or alter truss member or plate without prior approval of a professional engineer. ® M iTek15.Care should be exercised in handling, TM CLIP erection and installation of trusses. ?A P © 1993 Mitek Holdings, Inc. o cuss Truss Type U4ct aice 198073 MCMGAB H07A MONO TRUSS iverslfre Forest Products, ,Waycross, A 15 7 1999 MITek Industries, Inc. Thu Jun 1 :44 2000 Page 1 7-4-4 13-10-11 20-5-3 26.11-10 29-2-4 32-11-10 Scale=1:74.7 7-4-4 6-6-7 6-6-7 6-6-7 2-2-10 3-9-6 5x5= 4.00 F12 3x4= 3x4= 5 6 7 1.5x4 11 5x5 4 3 6x6 2 N 1 F-V.11 rrT 6 13 12 11 10 9 8 3x4= 5x5= 5x8= 6x6= 1.5x4 II 3x8 3x4::-- 2-1-12 2-1-12 11-1-15 20-5-3 29-2-4 30-2-A 32-11-10 2-1-12 9-0-3 934 8-9.1 1-0-0 2-9-6 Plate Offsets LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.76 Vert(LL) 0.19 12 >999 M20 249/190 TCDL 10.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.34 11-12 >966 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(TL) -0.05 10 n/a BCDL 10.0 Code BOCA/ANS195 1st LC LL Min I/defl = 360 Weight: 227 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-10-11 on center purlin spacing, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 1-3-0 on center bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 2-13, 5-11, 5-10, 6-10, 7-9 REACTIONS(Ib/size) 13=1204/0-3-8, 10=1411/0-3-8 Max Horz 13=623(load case 2) Max Uplift 13=-963(load case 2), 10=-1134(load case 2) FORCES (lb)-First Load Case Only TOP CHORD 1-2=714, 2-3=-1727,3-4=-925,4-5=-925, 5-6=65, 6-7=38, 7-8=26 BOT CHORD 1-13=-676, 12-13=1786, 11-12=1475, 10-11=157,9-10=-54, 8-9=0 WEBS 2-13=-2693, 2-12=-176, 3-12=327, 3-11=-731,4-11=-395, 5-11=1229, 5-10=-994, 6-10=-345, 6-9=170, 7-9=-136 NOTES 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 1 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 0 ft by 0 ft with exposure C ASCE 7-93 per BOCA/ANS195 If end verticals exist,the left is exposed and the right is not exposed. If cantilevers exist,the left is exposed and the right is not exposed. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4)All plates are M20 plates unless otherwise indicated. 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 963 Ib uplift at joint 13 and 1134 Ib uplift at joint 10. 6)This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard 1W June 19,2000 AWARNINO-Ver(&design pamaneten and READ NOTES ON TMS AND REVERSE SIDE BEPORE USE. Design vaNd for use only with MITek connectors.This design Is based only upon parameters shown,and k for on Individual bulding component to be � Intoned and loaded vertloaNy. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is far lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction Is the responslbll ly of the erecta.Additional permanent bracing of the overoN structure Is the responsibility of the building designer.For general guidance regarding fabrication,qualtly control,storage,delivery,erection and bracing,consul GST-W Quality Standard,051-89 Bracing Specification,and HIR-91 M iTek® Handling Installing and Bracing Recommendation available from Truss Plate Institute,583 D'Onohlo Drive,Madison,W1 63719. Symbols Numbering System ,A,General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property t'/. *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches.Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer,erection supervisor,property securely seat. J2 J3 J4 owner and all other interested parties.. 1/8" TOP CHORDSC2 C3 2. Cut members to bear tightly against each other. o WEBS J5 Q 3. Place plates on each face of truss at each 0 - a: joint and embed fully. Avoid knots and wane *For 4 x 2 orientation,locate 0 " ; o at joint locations. plates I/8"from outside edge of _ o v 4. Unless otherwise noted,locate chord splices truss and vertical web. r a c, C6 o at I/4 panel length('-b"from adjacent joint.) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted,moisture content of �.. required direction of slots in J1 J8 J7 Js lumber shall not exceed 19%at time of fabrication. connector plates, 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber, * For tabular plating format rotor to the AROUND THE TRUSS STARTING AT THE LOWEST JOINT 7. Comber is a non-structural consideration and Mitek/Gang-Nail Joint/Plats Placement Chart. FARTHEST TO THE LEFT, is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type,size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4 perpendicular to slots, Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11.Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329,4922 ff.spacing,or less, if no ceiling is installed, loeo unless otherwise noted. SBCC! 87206,862]7,9190 12,Anchorage and/or load transferring WISC/DILHR 870040-N,930013-N,910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13.Do not overload roof or floor trusses with which bearings(supports)occur, _s® stacks of construction materials. 14.Do not cut or alter truss member or plate without prior approval of a professional engineer. ® MiTek® 15.Care should be exercised in handling. TM erection and installation of trusses. PANEL © 1993 Mitek� Holdings, Inc.�® CLIP 9 FORM018,019 � �'a'L® H"NO-AW o russ Truss Type ty y aice 198074 MCMGAB H07B MONO TRUSS 1 1 Diversified Forest Products, aycross, A1 502 19 MiTek Industries, Inc. Thu Jun 5:4 Pape—1 7-4-4 13.10-11 20-5-3 26-11-10 29-2-4 i 32-11-10 Scale=1:74.7 7-4-4 6-6-7 6-6-7 6-6-7 2-2-10 3-9-6 5x5= 4.00 F12 3x4= 3x4= 5 6 7 1.5x4 II 5x6 4 3 IX 4x4 2 U) 1 -1 V 6 13 12 11 10 9 8 3x5= 5x5= 5x8= 3x4= 1.5x4 II 2x5 6x6= 2-1-12 11-1-15 20-5-3 29-2-4 $0-2-4 32-11-10 2-1-12 9-0-3 9-3-4 8.9-1 1-0-0 2-9-6 Plate Offsets - LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.87 Vert(LL) 0.28 12 >999 M20 249/190 TCDL 10.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -0.43 11-12 >842 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) -0.07 9 n/a BCDL 10.0 Cade BOCA/ANS195 1 st LC LL Min I/dell = 360 Weight: 227 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 2-7-5 on center purlin spacing, except end verticals. BOT CHORD 2 X 4 SYP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 1-3-0 on center bracing. 1-12 2 X 4 SYP SS WEBS 1 Row at midpt 3-11, 5-10, 6-10,6-9,7-9 WEBS 2 X 4 SYP No.3 2 Rows at 1/3 pts 5-11 REACTIONS (Ib/size) 1=1193/0-3-8, 9=1422/0-3-8 Max Horz 1=623(load case 2) Max Upliftl=-858(load case 2), 9=-1139(load case 2) FORCES(lb)-First Load Case Only TOP CHORD 1-2=-2951, 2-3=-2243, 3-4=-1192,4-5=-1192, 5-6=-116, 6-7=38,7-8=26 BOT CHORD 1-13=2791, 12-13=2543, 11-12=1864, 10-11=341, 9-10=81, 8-9=0 WEBS 2-13=271, 2-12=-495, 3-12=528, 3-11=-897,4-11=-395, 5-11=1347, 5-10=-1005, 6-10=1078, 6-9=-1258,7-9=-136 NOTES 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 1 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 0 ft by 0 ft with exposure C ASCE 7-93 per BOCA/ANSI95 If end verticals exist,the left is exposed and the right is not exposed. If cantilevers exist,the left is exposed and the right is not exposed. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4)All plates are M20 plates unless otherwise indicated. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 858 Ib uplift at joint 1 and 1139 Ib uplift at joint 9. 6)This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard lot" June 19,2000 A WARMNO-ver(&design parameters and READ NOTES ON THIS AND REVERsc SME BEFORE USE. 411 Design valid for use only with MRek connectors.This design Is based only upon parameters shown,and Is for an Individual building component to be � Installed and loaded vedloally. 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 erecta.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regording fabrication,quality control.storage,delivery,erectlon and bracing,consult OST-88 Quality Standard,OSS-89 Bracing Specification,and HIB-91 M ITe k® Handling Installing and Bracing Recommendation available from Truss Plate Institute,583 D'Onofrlo Drive,Madison,WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property v/. *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches.Apply l, Provide copies of this truss design to the plates to both sides of truss and building designer,erection supervisor,property seat. J2 J3 J4 owner and all other interested parties.. hb" ,,securely TOP CHORDS C2C32 othemembers to bear tightly against each o WEBS JS � r. 3. Place plates on each face of truss at each _ h ; �� Q joint and embed fully, Avoid knots and wane *For 4 x 2 orientation,locate U O at joint locations. plates 1/$"from outside edge of a v 0 4, Unless otherwise noted,locate chord splices truss and vertical web. c7 cb o at 1/4 panel length(-6'from adjacent joint.) ca � *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted,moisture content of �. wired direction of slots in Jt J8 J7 J6 lumber shall not exceed 19%at time of required fabrication. connector plates. 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. *For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWEST JOINT 7. Camber is a non-structural consideration and Wok/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection. 8. Plate type,size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4 perpendicular to slots. Second in all respects,equal to or better than the dimension is the length parallel grade specified, to slots, BOCA 86-93,85-75,91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11.Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329,4922 ft.spacing, or less, if no ceiling is installed, unless otherwise Hated. SBCCi 87206,86217,9194 12.Anchorage and/or load transferring WISC/DiLHR 870040-N,930013-N,910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13.Do not overload roof or floor trusses with which bearings(supports)occur. ® stacks of construction materials, 14.Do not cut or alter truss member or plate without prior approval of a professional engineer. MiTek® 15.Care should be exercised In handling, ® TM erection and installation of trusses. ��® PANEL 0 1993 Mitek Holdings, Inc. oTruss Truss Type Uty y a Ice 198075 MCMGAB H08A MONO TRUSS 2 1 Diversified Forest Pro ucts, ,Waycross, GA 31502 4. -q9 s Ort 7 1999 MiTek Industries, Inc. Thu Jun 1 5:4 age 1 7-10-4 14-10-11 21-11-3 28-11-10 32-11-10 Scale=1:78.2 7-10-4 7-0-8 7-0-8 7-0-8 4-0-0 48= 4.00 12 3x4= 5 6 3x4 5x8 4 3 6x6 2 `n 1 -V1 r3 0 13 12 11 10 9 8 7 3x4= 3x4= 5x5= 3x4- 6x6= 1.5x4 II 45 30.2-4 3x4= 12-1-12 8-10-14 i 14-10.11 21-11-3 28-11-10 29*4 i 32-11-10 2-1-12 6-9-2 5-11-13 7-0-8 7-0-8 0-2-10 2-9-6 1-0-0 Plate Offsets LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.87 Vert(LL) 0.19 12 >999 M20 249/190 TCDL 10.0 Lumber Increase 1.25 BC 0.64 Vert(TL) -0.20 11-12 >999 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(TL) -0.06 9 n/a BCDL 10.0 Code BOCA/ANS195 1st LC LL Min I/deft = 360 Weight: 226 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-5-0 on center purlin spacing, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4-5-1 on center bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 2-13, 3-10,4-9, 5-9, 6-8 REACTIONS (Ib/size) 13=1207/0-3-8, 9=1407/0-3-8 Max Horz 13=669(load case 2) Max Upliftl3=-951(load case 2), 9=-1176(load case 2) FORCES(lb)-First Load Case Only TOP CHORD 1-2=759,2-3=-1884,3-4=-770,4-5=56, 5-6=39, 6-7=26 BOT CHORD 1-13=-718, 12-13=1855, 11-12=1434, 10-11=1438,9-10=731, 8-9=-61, 7-8=0 WEBS 2-13=-2806, 2-12=-177, 3-12=461, 3-11=130,3-10=-865,4-10=638,4-9=-1120, 5-9=-524, 5-8=180, 6-8=-147 NOTES 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 1 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 0 ft by 0 ft with exposure C ASCE 7-93 per BOCA/ANS195 If end verticals exist,the left is exposed and the right Is not exposed. If cantilevers exist, the left is exposed and the right is not exposed. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4)All plates are M20 plates unless otherwise indicated. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 951 Ib uplift at joint 13 and 1176 Ib uplift at joint 9. 6)This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASEIS) Standard June 19,2000 AWARMNO-Ver{f jT deefgn parameters and REM NOTES ON THIS AND R6 VSRSR SfDS BEFORE USE. Design valid for use only with MRek 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 fabrloatlon,quality control,storage,delivery,erectlon and bracing,consult OST-88 Quality Standard,081.89 Bracing Specification,and HIB-91 M iTek® Handling Installing and Bracing Recommendation available from Truss Plate Institute,$63 D'Onotrlo Drive,Madison,WI 53719. Symbols Numbering System _ PLATE LOCATION AND ORIENTATION Failure to Fon,+.. Center plate on joint unless Damage or Personal Iniu,, dimensions indicate otherwise. Dimensions are in inches.Apply 1, Provide copies of this truss design to the plates to both sides of truss and building designer,erection supervisor,property securely seat. J2 J3 J4 owner and all other interested parties., , ., TOP CHORDS 2, Cut members to bear tightly against each ;f� cz Z ,� other. a 3, Place plates on each face of truss at each Q U join#and embed fully.Avoid knots and wane *For 4 x 2 orientation,locate `` 3 oat joint locations, plates r/g"from outside edge of a �a 0 4. Unless otherwise noted,locate chord splices truss and ver#ical web. a.o at 114 panel length(}6"from adjacent joint.) *This symbol indicates the BOTTOM CHORDS 5, Unless otherwise noted,moisture content of aired direction of slots in J� J8 J7 J6 lumber shall not exceed 19%at time of required fabrication. connector plates. 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. *For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWEST JOINT 7. Camber is a non-structural consideration and MITek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection, 8. Plate type,size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and Q X 4 perpendicular to slots,Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slots. B©CA 86-93,85-75,91-28 10,Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design, Indicates location of required 11.Bottom chords require lateral tracing at 10 continuous lateral bracing. ICBG 1591, 1329,4922 ff.spacing,or less,if no ceiling is installed, 'Coe unless otherwise noted. SBCCI 87206,86217,9190 12.Anchorage and/or load transferring WISC/DILHR 870040-N,930013-N,910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13.Do not overload roof or floor trusses with which bearings(supports)occur. a stacks of construction materials. 14,Do not cut or alter truss member or plate El without prior approval of a professional engineer. MiTeko 15.Care should be exercised in handling, erection and installation of trusses. PANEII TM A&� e o 1993 Mitek Holdings, Inc. CL1P �(� ■rvr�ar�_,rras.a Job russ russ ype ty y aice 198076 MCMGAB H08B MONO TRUSS 1 1 Diversified Forest roducts, Vl-a—yc—r—o—ss—,—G—A-31-907--4—.O-'SZ s Zct 7 1999 MITek Industries, Inc. hu Jun 09:05:51 2000 Page 7-10-4 14-10.11 21-11-3 28-11-10 32-11-10 Scale=1:78.2 7-10-4 7-0-8 7-0-8 7-0-8 4-0-0 48= 4.00 12 3x4= 5 6 3x4 5x8 4 3 44 2 N 1 c%3 0 13 12 11 10 9 8 7 3x5= 3x4= 5x5= 3x4= 3x4= 1.5x4 II 2x5% 6x6= r 2-1-12 8-10-14 14-10-11 21-11-3 28-11-10 29,2-4 32-11-10 2-1-12 6-9-2 5-11-13 7-0-8 7-0-8 0-2-10 2-9-6 1-0-0 Plate Offsets - - - LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.97 Vert(LL) 0.29 12 >999 M20 249/190 TCDL 10.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -0.31 11-12 >999 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) -0.09 8 n/a BCDL 10.0 Code BOCA/ANSI95 1st LC LL Min I/defl = 360 Weight: 226 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 3-9-12 on center bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 3-10,4-9, 5-9, 5-8, 6-8 REACTIONS(Ib/size) 1=1193/0-3-8, 8=1422/0-3-8 Max Horz 1=669(load case 2) Max Upliftl=-845(load case 2), 8=-1182(load case 2) FORCES(lb)- First Load Case Only TOP CHORD 1-2=-2913, 2-3=-2527, 3-4=-1005,4-5=-110, 5-6=39, 6-7=26 BOT CHORD 1-13=2755, 12-13=2554, 11-12=1784, 10-11=1788, 9-10=954, 8-9=118,7-8=0 WEBS 2-13=220,2-12=-412, 3-12=800, 3-11=130, 3-10=-1020,4-10=727,4-9=-1215, 5-9=951, 5-8=-1252, 6-8=-147 NOTES 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 1 mi from hurricane oceanline, on an occupancy category I,condition I enclosed building, of dimensions 0 ft by 0 ft with exposure C ASCE 7-93 per BOCA/ANSI95 If end verticals exist, the left is exposed and the right is not exposed. If cantilevers exist,the left is exposed and the right is not exposed. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4)All plates are M20 plates unless otherwise indicated. 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 845 Ib uplift at joint 1 and 1182 Ib uplift at joint 8. 6)This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard 1W June 19,2000 AWAMNO-VerVy design parameters and READ NOTES ON THIS AND RBVZJM SIDE BEFORE USB. Design valid for use only with Mitek connectors.This design Is based only upon parameters shown,and k for an Individual building component to be � Installed and loaded vertically. Applicability of design paramslers and proper Incorporation of component is responslbEy of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only.Additional lemporary bracing to Insure stability during construction is the responsibility of the erecta.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,031.89 Bracing Specification,and HIB-91 M iTek® Handling Installing and Bracing Recommendation available from Truss Plate Institute,583 D'Onof o Drive,Madison,WI 63719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property jai. *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches.Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer,erection supervisor,property securely seat. J2 J3 J4 owner and all other interested parties.. Ye" �� TOP CHORDS c� Ca 2. Cut members to bear tightly against each other, O WEBS . J5 ¢ 3. Place plates on each face of truss at each o ¢ joint and embed fully. Avoid knots and wane *For 4 x 2 orientation,locate " �' ; o at joint locations, plates IM'from outside edge of a _ o v 4. Unless otherwise noted,locate chord splices truss and vertical web. o IA ca Cr u at panel length(+ 6"from adjacent joint.) � *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted, moisture content of -:.. required direction of slots in J� JB J7 J6 lumber shall not exceed 19%at time of q fabrication. connector plates. 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. * For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWEST JOINT 7. Camber is a non-structural consideration and MITek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT, practice is to camber for dead load deflection. 8. Plate type,size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4 perpendicular to slots. Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11.Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329,4922 ft,spacing,or less,if no ceiling is installed, unless otherwise noted. SSCCI 87206,86217,9190 12.Anchorage and/or load transferring WISC/DILHR 870040-N,930013-N,910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13.Do not overload roof or floor trusses with which bearings(supports)occur. ® stacks of construction materials, 14,Do not cut or alter truss member or plate without prior approval of a professional engineer, QD MiTek0 15.Care should be exercised in handling, erection and installation of trusses. PANEL TM O 1443 Mitek Holdings, Inc. CLIP FORM018.019 r'°''r,'''"'""-C� HVORO-ASPO Job russ russ ype ty y aice 198077 MCMGAB H09A MONO TRUSS 2 1 Diversified orest Products, E,Waycross, GA 315024.Z-STs Oct 7 1999 MITek Industries, Inc. Thu Jun 1 5:54 2000 Page 1 8-4-4 15-10.11 23-5-3 30-11-10 32-11-19 Scale=1:85.7 8-4-4 7-6-7 7-6-7 7-6-7 2-0-0 4x12 4.00 12 3x4= 5 6 3x4 &6% 4 3 6x6 2 r 1 r3 0 12 11 10 9 8 7 3x4= 3x4= 5x5= 6x6= 1.5x4 II 4x5- 3x4= i 2-1-12 11-1-15 19-11-12 29-2-4 30-2-p 2-1-12 9-0-3 8-9-13 9-2-8 1-0-0 2-9-6 Plate-OffsetsI10:U-Z-6,U-J-UI LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.93 Vert(LL) 0.19 11 >999 M20 249/190 TCDL 10.0 Lumber Increase 1.25 BC 0.98 Vert(TL) -0.30 10-11 >999 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(TL) -0.06 9 n/a BCDL 10.0 Code BOCA/ANS195 1st LC LL Min I/defl = 360 Weight: 223 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-2-15 on center purlin spacing, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 1-3-0 on center bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 6-7,4-9, 5-9, 6-8 2 Rows at 1/3 pts 2-12 REACTIONS (Ib/size) 12=1214/0-3-8, 9=1401/0-3-8 Max Horz 12=715(load case 2) Max Uplift 12=-939(load case 2), 9=-1219(load case 2) FORCES (Ib)-First Load Case Only TOP CHORD 1-2=808, 2-3=-1731,3-4=-937,4-5=88, 5-6=19, 6-7=25 BOT CHORD 1-12=-764, 11-12=1820, 10-11=1326, 9-10=563, 8-9=-12, 7-8=0 WEBS 2-12=-2810,2-11=-251, 3-11=479, 3-10=-711,4-10=810,4-9=-1084, 5-9=-432, 5-8=117, 6-8=-83 NOTES 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 1 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 0 ft by 0 ft with exposure C ASCE 7-93 per BOCA/ANS195 If end verticals exist, the left is exposed and the right is not exposed. If cantilevers exist,the left is exposed and the right is not exposed. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4)All plates are M20 plates unless otherwise indicated. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 939 Ib uplift at joint 12 and 1219 Ib uplift at joint 9. 6)This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard 1W June 19,2000 A WARNING-VerVy dei4n parameters and READ NOTES ON THIS AND REVERBS BIDE BEd9'ORE 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. AppBcabMy 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 msponsibSlty of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult OST-88 Quality Standard,DSB-89 Bracing SpecMca*m.and HIB-91 M iTek® Handling Installing and Bracing Recomon mendatiavailable from Truss Plato Institute,583 D'Onotrlo Drive,Madison,WI 83719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/. *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise, Dimensions are in inches, Apply 1, Provide copies of this truss design to the plates to bath sides of truss and building designer,erection supervisor,property securely seat. J2 J3 J4 owner and all other interested parties,. `fie TOP CHORDS G2 �� 2. Cut to bear tightly against each other. WEBS J5 3. Place plates on each face of truss at each *For 4 x 2 orientation,locate = �, a joint and embed fully.Avoid knots and wane u o at joint locations. plates 1/s"from outside edge of a �` r truss and vertical web, 0 a 4. Unless otherwise noted,locate chord splices Cr O at Iia panel length(*6"from adjacent joint,) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted,moisture content of �.. required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. *For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWEST JOINT 7, Camber is a non-structural consideration and For tabular Joint/Plate Placement Chart. FARTHEST TO THE LEFT, is the responsibility of truss fabricator, General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type,size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension Is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4 perpendicular to slots.Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-28 30.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11.Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBG 1591, 1329,4922 ft.spacing,or less,if no ceiling is installed, ic:�el unless otherwise noted. SBCCI 87206,86217,9190 12.Anchorage and/or food transferring WISC/DILHR 870040-N,930013-N,910080-N connections to trusses are the responsibility of BEARING others unless shown, Indicates location of joints at 13.Do not overload roof or floor trusses with which bearings(supports)occur. ® stacks of construction materials. 14.Do not cut or alter truss member or plate without prior approval of a professional engineer. MiTek15.Care should be exercised in handling, ® erection and installation of trusses. � � PANEL TM © 1M Mitek Holdings, Inc. � Ci1P Job russ Truss Type ty y once 198078 MCMGAB H09B MONO TRUSS 1 1 Diversified Forest Products, E,Waycross, GA3150-2- 4. - s ct 7 1999 MiTek Industries, Inc. Thu Jun 15 Page i 8-4-4 15-10-11 23-5-3 30-11-10 32-11-1p Scale=1:85.7 8-4-4 7-6-7 7-6-7 7-6-7 2-0-0 4x12 4.00 12 3x4= 5 6 3x4 6x6% 4 3 4x4 2 1 r1� 6 12 11 10 9 8 7 3x5= 3x4= 5x5= 3x4= 1.5x4 11 2x5 6x6= 2-1-12 11-1-15 19-11-12 29-2-4 30-2-p 2-1-12 9-0-3 8-9-13 9-2-8 1-0-0 2-9-6 Plate Offsets ,e ge, [lU:0-2-8,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.96 Vert(LL) 0.27 11 >999 M20 249/190 TCDL 10.0 Lumber Increase 1.25 BC 1.00 Vert(TL) -0.40 11-12 >903 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(TL) -0.08 8 n/a BCDL 10.0 Code BOCA/ANSI95 1st LC LL Min I/defl = 360 Weight: 223 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 *Except* TOP CHORD Sheathed, except end verticals. 1-3 2 X 4 SYP No.1 BOT CHORD Rigid ceiling directly applied or 1-3-0 on center bracing. BOT CHORD 2 X 4 SYP No.1 *Except* WEBS 1 Row at mldpt 6-7,4-9, 5-9, 5-8, 6-8 7-102 X4 SYPNo.2 WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) 1=1199/0-3-8,8=1415/0-3-8 Max Horz 1=715(load case 2) Max Uplift1=-836(load case 2), 8=-1222(load case 2) FORCES(lb)-First Load Case Only TOP CHORD 1-2=-2891, 2-3=-2239, 3-4=-1202,4-5=-79, 5-6=19, 6-7=25 BOT CHORD 1-12=2735, 11-12=2477, 10-11=1653, 9-10=771, 8-9=-99,7-8=0 WEBS 2-12=280,2-11=-498, 3-11=712, 3-10=-835,4-10=917,4-9=-1168, 5-9=1056, 5-8=-1301, 6-8=-83 NOTES 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 1 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 0 ft by 0 ft with exposure C ASCE 7-93 per BOCA/ANSI95 If end verticals exist,the left is exposed and the right is not exposed. If cantilevers exist,the left is exposed and the right is not exposed. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4)All plates are M20 plates unless otherwise indicated. 5) Provide mechanical connection(by others) of truss to bearing plate capable of withstanding 836 Ib uplift atjoint 1 and 1222 Ib uplift at joint 8. 6)This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASEIS) Standard lot" June 19,2000 AWARMNO-Veft design panasnetom and READ NOTES ONTMS AND REVERSE SIDE BEMJW USB. ® 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 � Instoled and boded vertbally. 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 b the responslblilty of the erector.Additional permanent bracing of the overall structure is the msponsbSBy of the building designer.For general guidance regarding fabrication,quality,control.st fage,delivery,erection and bracing,consull OST-BB Quality Standard,DSS-89 Bracing Specification.and 14I11-91 M iTek® Handfrb Handling Installing and Bracing Recommendation available from Truss Plate Institute,583 D'OnoDrive,Madison,WI 53719. Symbols Numbering System ©General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property t3/. *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches.Apply i. Provide copies of this truss design to the plates to both sides of truss and building designer,erection supervisor,property securely seat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. other. to bear tightly against each a WEBS J5 � 3, Place plates on each face of truss at each o „ joint and embed fully. Avoid knots and wane *For 4 x 2 orientation,locate U k �' ; o at joint locations. plates iW from outside edge of a 2:0 V 4. Unless otherwise noted,locate chord splices truss and vertical web. o at r/4 panel len th +6"from adjacent oint. *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted,moisture content of required direction of slots in Jt JB V J6 lumber shall not exceed 19%at time of fabrication. connector plates, 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. *For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWESTJOINT 7. Camber is a non-structural consideration and MiTek/Gang-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator.General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type,size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4 perpendicular to slots. Second in all respects,equal to or better than the dimension is the length parallel grade specified, to slots. BOCA 86-93,85-75,91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11,Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329,4922 ft,spacing,or less,if no ceiling is installed, 401 unless otherwise noted. SBCCI 6720b,8b217.9T90 12.Anchorage and/or load transferring WISC/DILHR 870040-N,930013-N,910080-N connections to trusses are the responsibility of BEARING others unless shown, Indicates location of joints at 13.Do not overload roof or floor trusses with which bearings(supports)occur. ® stacks of construction materials, 14.Do not cut or alter truss member or plate without prior approval of a professional engineer. ® MiTeke 15.Care should be exercised in handling, TM erection and installation of trusses. `� PANEL p 1"3 Mitek Holdings, Inc. ® CLIP MYDRQ,AIR 0 russ Truss Type ty y aice 198079 MCMGAB J15A MONO TRUSS 16 1 Diversified orest ro ucts, aycross, 5 4. - s ct 1 MiTek Industries, Inc. Thu Jun 15 Page 1 7.7-6 14-8-8 1411 10 Scale=1:35.4 7-7-6 7-1-2 0-3-2 4.00 F12 3x4 3 4 5x8 2 N 1 3x4= 9 2x5 8 6 5 1.5x4 11 3x4= 1.5x4 11 2-1-12 7-7-6 12-7-8 14-8-8 2-1-12 5-5-10 5-0-2 2-1-0 Plate Offsets - LOADING (psf) SPACING 2-0-0 CSI DEFL (in) floc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.71 Vert(LL) 0.07 1 >267 M20 249/190 TCDL 10.0 Lumber Increase 1.25 BC 0.45 Vert(TL) 0.06 1 >319 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) -0.01 7 n/a BCDL 10.0 Code BOCA/ANS195 1st LC LL Min I/defl = 360 Weight: 81 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 4-11-1 on center purlin spacing, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing. WEBS 2 X 4 SYP No.3 REACTIONS(Ib/size) 9=554/0-3-8,7=632/0-3-8 Max Horz 9=543(load case 4) Max Uplift9=-434(load case 2),7=-604(load case 4) FORCES(lb)-First Load Case Only TOP CHORD 1-2=727,2-3=127,3-4=-4,3-6=27 BOT CHORD 1-9=-688, 8-9=398, 7-8=404, 6-7=0, 5-6=0 WEBS 2-9=-1187,2-8=109, 2-7=-585, 3-7=-328 NOTES 1)This truss has been designed for the wind loads generated by 110 mph winds at 20 it above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 1 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 0 it by 0 it with exposure C ASCE 7-93 per BOCA/ANSI95 If end verticals or cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2)All plates are M20 plates unless otherwise indicated. 3) Provide mechanical connection(by others) of truss to bearing plate capable of withstanding 434 Ib uplift at joint 9 and 604 Ib uplift at joint 7. 4)This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard 1W June 19,2000 A WARM NG-verVy deetyn parameters and nLwD NOTES ON TWS AM REVZRS6 SIDS BZPOJW E=. 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 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 tracing SpeciRcallon,and NIS-91 M iTek® Nandling Installing and tracing Recommendation avatfrio able from Trust Plate Institute,583 D'OnoDilve,Madison,WI 83719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/. *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1, Provide copies of this truss design to the plates to both sides of truss and building designer,erection supervisor,property securely seat. J2 J3 J4 owner and all other interested parties., 1 /8 TOP CHORDS 2, Cut members to bear tightly against each `� " other, o WEBS J5 � 3, Place plates on each face of truss at each o h ; �� ; ¢ joint and embed fully.Avoid knots and wane *For 4 x 2 orientation,locate 0 ti o at joint locations, lates I/8"from outside edge of a p g o 4. Unless otherwise noted,locate chord splices truss and vertical web. �� o at 1/4 panel length(+6"from adjacent joint,) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted,moisture content of J1 J8 J7 J6 lumber shall not exceed 19%at time of required direction of slots in fabrication, connector plates. 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber, *For tabular plating formal refer to the AROUND THE TRUSS STARTING AT THE LOWEST JOINT 7. Camber is a non-structural consideration and MITek/Gang-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator, General WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection. 8. Plate type,size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4 perpendicular to slots. Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-28 10,Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required l 1.Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329,4922 ft,spacing,or less, if no ceiling is installed, 401�1 unless otherwise noted. SBCCI 8720b,86217,9190 12.Anchorage and/or load transferring WISC/DILHR 870040-N,930013-N,910080-N connections to trusses are the responsibility of BEARING others unless shown, Indicates location of joints at 13,Do not overload roof or floor trusses with which bearings(supports)occur, ® stacks of construction materials, 14.Do not cut or alter truss member or plate without prior approval of a professional engineer, MiTeka 15.Care should be exercised in handling, ® erection and installation of trusses.PANEL TM © 1993 Mitek Holdings, Inc. ® CLIP FORM018,019 """'G""L4L HMR0,A/R(9) Job T russruss ype ty y aice 198080 MCMGAB MONO TRUSS 3 1 Diversified oWaycross, A 15 4. - s ct 7 1 MI a ndustries, Inc. u Jun 1 age 7-7-6 14-8-8 14-11 to Scale=1:35.4 7-7-6 7-1-2 0-3-2 4.00 12 3x4% 3 4 5x8 2 Ln U) 1 3x4= 8 2x5 6 5 1.5x4 11 3x4= 1.5x4 11 2-1-12 7-7-6 12-7-8 14-8-8 2-1-12 5-5-10 5-0-2 2-1-0 Plate Uffsets LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.72 Vert(LL) 0.08 1 >253 M20 249/190 TCDL 10.0 Lumber Increase 1.25 BC 0.45 Vert(TL) 0.06 1 >304 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(TL) -0.01 5 n/a BCDL 10.0 Code BOCA/ANSI95 1st LC LL Min I/dell = 360 Weight: 81 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 4-11-1 on center purlin spacing, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing. WEBS 2 X 4 SYP No.3 REACTIONS(Ib/size) 5=528/0-3-8, 8=650/0-3-8 Max Horz 8=543(load case 4) Max Uplift5=-407(load case 4),8=-505(load case 2) FORCES(Ib)- First Load Case Only TOP CHORD 1-2=727, 2-3=-131, 3-4=-4, 3-5=-508 BOT CHORD 1-8=-688,7-8=615, 6-7=621, 5-6=0 WEBS 2-8=-1424, 2-7=109, 2-6=-553, 3-6=337 NOTES 1)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 1 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 0 ft by 0 ft with exposure C ASCE 7-93 per BOCA/ANSI95 If end verticals or cantilevers exist,they are exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2)All plates are M20 plates unless otherwise indicated. 3)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 407 Ib uplift at joint 5 and 505 Ib uplift at joint 8. 4)This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard Ike", June 19,2000 ArWARNMG-ver{fy assign para peters and READ NOras OW rats AM REVZJts6 srna SEMM use. Design valid for use only with MITek connectors.This design is based only upon parameters shown,and Is for an Indivlauol 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 GST-88 Quality Standard,DSR-89 Bracing Specification,and NIS-91 M iTek® Handling Installing and Bracing Recommendation available from Truss Plate Institute,583 D'Onofrlo Drive,Madison,WI 53719. Symbols Numbering System A,General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Gould Cause Property 13/14 *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise, Dimensions are in inches.Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer,erection supervisor,property securely seat. J2 J3 J4 owner and all other interested parties., TOP CHORDS 2 Cut members to bear tightly against each C' " dWEBS J5 o U joint and embed fully.Avoid knots and wane *For 4 x 2 orientation,locate o at joint locations. plates i/8"from outside edge of a r o a. 4. Unless otherwise noted,locate chord splices truss and vertical web. a NC, o of 1 1 panel length(+O from adjacent joint,) *This symbol indicates the BOTTOM CHORDS 5, Unless otherwise noted,moisture content of r.. required direction of slots in J1 J8 V J6 lumber shall not exceed 19%at time of fabrication, connector plates, 6. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. * For tabular plating formal refer to the AROUND THE TRUSS STARTING ATTHE LOWEST JOINT 7. Comber is a non-structural consideration and MiTek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator.General WEBS ARE NUMBERED FROM LEFT To RiGHT. practice is to camber for dead load deflection. 8. Plate type,size and location dimensions PLATE SIZE shown indicate minimum plating requirements, The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9, Lumber shall be of the species and size,and 4 X 4 perpendicular to slots. Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slots, BOCA 86-93,85-75,91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11.Bottom chords require lateral bracing at 30 continuous lateral bracing, ICBO 1591, 1329,4922 ft,spacing,or less,if no ceiling is installed, 14e unless otherwise noted, SBCCI 87206,86217,9190 12,Anchorage and/or load transferring WISC/DILHR 870040-N,930013-N,910080-N connections to trusses are the responsibility of BEARING others unless shown. indicates location of joints at 13,Do not overload roof or floor trusses with which bearings(supports)occur. ® stacks of construction materials. 14.Do not cut or after truss member or plate M1 without prior approval of a professional engineer. MiTek0 15.Care should be exercised in handling, TM erection and installation of trusses. Q 1993 Mitek Holdings, Inc. ® CLIP rORM016•019 ® NMRO-ASR —J-015-- russ russ ype Uty ely a ice 198081 MCMGAB T03A MONO TRUSS 3 1 Dlversl re orest roducts, ,Waycross, 15 . - s ct 7 MI ek In ustries, nc. u un 1 age 7-10-14 15-0-0 20-11-10 Scale=1:50.0 7-10-14 7-1-2 5-11-10 4.00 12 1.5x4 11 4 5x5 3 4x4 2 rn 1 3x4= 7 6 5 2x5% 5x5= 3x4= 2-0-0 10-3-4 20-11-10 2-0-0 8-3-4 10-8-6 Plate Offsets - LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.84 Vert(LL) 0.10 1 >194 M20 249/190 TCDL 10.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -0.37 5-6 >626 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) -0.03 5 n/a BCDL 10.0 Code BOCA/ANS195 1 st LC LL Min I/defl = 360 Weight: 110 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 4-9-7 on center purlin spacing, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 5-2-7 on center bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 4-5, 2-7 REACTIONS(Ib/size) 5=757/0-3-8, 7=897/0-3-8 Max Horz 7=481(load case 2) Max Uplift5=-688(load case 2),7=-732(load case 2) FORCES(lb)-First Load Case Only TOP CHORD 1-2=756, 2-3=-972, 3-4=0,4-5=-176 BOT CHORD 1-7=-715, 6-7=1112, 5-6=556 WEBS 2-6=-276, 3-6=536, 3-5=-732, 2-7=-1993 NOTES 1)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 1 mi from hurricane oceanline, on an occupancy category I, condition 1 enclosed building, of dimensions 0 ft by 0 ft with exposure C ASCE 7-93 per BOCA/ANSI95 If end verticals exist, the left is exposed and the right is not exposed. If cantilevers exist, the left is exposed and the right is not exposed. If porches exist,they are not exposed to wind. The lumber DOL increase Is 1.33, and the plate grip increase is 1.33 2)All plates are M20 plates unless otherwise indicated. 3) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 688 Ib uplift at joint 5 and 732 Ib uplift at joint 7. 4)This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard 1W June 19,2000 AWAmNG-verW design parameter+and READ NOTES ON TMS AND REVERSE swz BEFORE USE. Design voild for use only with MITek connectors.This design Is based only upon parameters shown,and Is fa 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 responslblitty of the erector.Additional permanent bracing of the overall structure Is the responslbittty of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult OST-68 Quality Standard,DSS-89 Bracing SpecMcation,and NIS-91 M iTek® Handling Installing and Bracing Recommendation available from Truss Plate Institute,583 D'Onof io Drive,Madison,WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property is/, *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches,Apply 1, Provide copies of this truss design to the plates to both sides of truss and building designer,erection supervisor,property securely seat. J2 J3 J4 owner and all other interested parties., TOP CHORDS 2. Cut members to bear tightly against each C2 ca other. O WEBS J5 cr 3. Place plates on each face of truss at each *For 4 x 2 orientation,locate o �, �ti joint and embed fully.Avoid knots and wane O at joint locations, plates 118"from outside edge of (L truss and vertical web, a 4. Unless otherwise noted,locate chard splices o at /4 panel length(+6"from adjacent joint.) *This symbol indicates the BOTTOM CHORDS 5, Unless otherwise noted, moisture content of r.. required direction of slots in J1 J8 V J6 lumber shall not exceed 19%at time of connector plates, fabrication. 6, Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. *For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWEST JOINT 7. Camber is a non-structural consideration and MITek/Gang-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator,General WEBS ARE NUMBERED FROM LEFT TO RIGHT, practice is to camber for dead load deflection. 8. Plate type,size and location dimensions PLATE SIZE shown indicate minimum plating requirements, The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9, lumber shall be of the species and size,and 4 X 4 perpendicular to slots.Second in all respects,equal to or better than the dimension is the length parallel grade specified, to slots. BOCA 86-93,85-75,91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17A8 provided at spacing shown an design. Indicates location of required 11.Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBG 1591, 1329,4922 ft,spacing, or less,if no ceiling is installed, 4011' unless otherwise noted, SBCCI 87206,86217,9190 12,Anchorage and/or load transferring WISC/DILHR 870040-N,930013-N,910080-N connections to trusses are the responsibility of BEARING others unless shown, Indicates location of joints at 13.Do not overload roof or floor trusses with which bearings(supports)occur, �s® stacks of construction materials, 14.Do not cut or after truss member or plate without prior approval of a professional engineer, ® M iTekG 15.Care should be exercised in handling, TM erection and installation of trusses. 0 1993 Mitek Holdings, Inc. ' CLtP FORM018,019 � Job russ russ ype tyy alce 198082 MCMGAB T03B MONO TRUSS 20 1 (versified Forest Products, ,Waycross, 1 4. - s ct 1999 MiTek Industries, Inc. Thu Jun 15 4 2000 Page 1 7-10-14 15-0-0 22-1-2 29-2-4 32-11-10 Scale=1:82.3 7-10-14 7-1-2 7-1-2 7-1-2 39-6 4.00 12 34 3x4� 6 5 3x4 5x6 4 3 4x4 2 1 r3 0 3x5=12 11 10 9 8 7 3x4= 3x4= 5x5= 3x4= 1.5x4 II 6x6= 10-34 19-8-12 29-2-4 3p 2-a 1034 9-5-8 9-5-8 1-0-0 2-9-6 Plate Offsets LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.99 Vert(LL) 0.27 11 >999 M20 249/190 TCDL 10.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.43 10-11 >840 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(TL) -0.08 8 n/a BCDL 10.0 Code BOCA/ANSI95 1 st LC LL Min I/defl = 360 Weight: 221 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed, except end verticals. BOT CHORD 2 X 4 SYP No.2D *Except* BOT CHORD Rigid ceiling directly applied or 1-3-0 on center bracing. 7-10 2 X 4 SYP No.2 WEBS 1 Row at midpt 6-7,4-9, 5-9, 5-8, 6-8 WEBS 2 X 4 SYP No.3 REACTIONS(Ib/size) 1=1193/0-3-8, 8=1422/0-3-8 Max Horz 1=757(load case 2) Max Upliftl=-814(load case 2), 8=-1273(load case 2) FORCES (Ib)-First Load Case Only TOP CHORD 1-2=-2904, 2-3=-2328, 3-4=-1225,4-5=-95, 5-6=36, 6-7=26 BOT CHORD 1-12=2746, 11-12=2529, 10-11=1728, 9-10=911, 8-9=80,7-8=0 WEBS 2-11=-466, 3-11=704, 3-10=-821,4-10=823,4-9=-1187, 5-9=961, 5-8=-1247, 6-8=-148, 2-12=240 NOTES 1)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 1 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 0 ft by 0 ft with exposure C ASCE 7-93 per BOCA/ANSI95 If end verticals exist,the left is exposed and the right is not exposed. If cantilevers exist,the left is exposed and the right is not exposed. If porches exist,they are not exposed to wind. The lumber DOL increase Is 1.33,and the plate grip increase is 1.33 2)All plates are M20 plates unless otherwise indicated. 3) Provide mechanical connection(by others) of truss to bearing plate capable of withstanding 814 Ib uplift at joint 1 and 1273 Ib uplift at joint 8. 4)This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard 1W June 19,2000 A WARMNG-Ver-W design pararnsters and R&W Homs ON TaiS AM RevaRse WDZ BZMJ a use. Design valid for use only with MRsk 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 responslbSlty of building designer-not truss designer.Bracing shown is fa lateral support of Individual web member only.Additional temporary bracing to Insure stability during construction is the responsibility of the erecta.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,dellvery,erection and bracing,consull OST-BS Quality Standard,032-69 Siccing Specification,and HIB-91 M iTek® Handling Installing and Bracing Recommendation available from Truss Plats institute,$83 D'Onohb Drlvs,Madison,WI$3719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1'/,. *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer,erection supervisor,property securely seat, J2 J3 J4 owner and all other interested parties., TOP CHORDS 2, Cut members to bear tightly against each " " other, o WEBS JS � 3, Place plates on each face of truss at each o h ; �� 3 Q joint and embed fully. Avoid knots and wane *For 4 x 2 orientation,locate U ti o at joint locations. plates 1/8"from outside edge of a 0 4. Unless otherwise noted,locate chord splices truss and vertical web. � �� o at 1/4 panel length(+6"from adjacent joint,) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted,moisture content of wired direction of slots in J1 J8 J7 Js lumber shall not exceed 19%at time of required fabrication. connector plates, 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber, *For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWEST JOINT 7. Camber is a non-structural consideration and MITek/Gang-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator.General WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection. 8. Plate type,size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4 perpendicular to slots. Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCS 17.08 provided at spacing shown on design. Indicates location of required 11.Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329,4922 ft,spacing,or less, if no ceiling is installed, 401�1 unless otherwise noted. SBCCI 87206,86217,9190 12.Anchorage and/or load transferring WISC/DILHR 870040-N,930013-N,910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13,Do not overload roof or floor trusses with which bearings(supports)occur, ® stacks of construction materials, 14.Do not cut or alter truss member or plate without prior approval of a professional engineer, M iTek0 15,Care should be exercised in handling, ® erection and installation of trusses. nNETM © 1993 Mitek Holdings, Inc. FORM018,019 -Ham® OfMRO-AIR0 r Job russ russ ype ty y aice 198083 MCMGAB T03BX MONO TRUSS 15 1 Diversifiedorest Products, Waycross, GA 31502 4.0-32 s Oct 7 1ITek Industries, Inc. Thu Jun 1 age 1 7-10-14 15-0-0 22-1-2 29-2-4 32-11-10 Scale=1:82.3 7-10-14 7-1-2 7-1-2 7-1-2 39-6 4.00 12 34 3x4 6 5 3x4 5x6% 4 3 4x4 2 rn 1 cif 6 3x5=12 11 10 9 8 7 3x4= 3x4= 5x5= 7x8= 1.5x4 11 3x4= 10-34 19-8-12 29-2-4 3o-2-0 10-3-4 9-5-8 9-5-8 1-0-0 2-9-6 Plate sets -QI LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.94 Vert(LL) 0.24 11 >999 M20 249/190 TCDL 10.0 Lumber Increase 1.25 BC 0.94 Vert(TL) -0.41 10-11 >852 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(TL) -0.08 9 n/a BCDL 10.0 Code BOCA/ANSI95 1st LC LL Min 1/defl = 360 Weight: 221 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 1-3-0 on center bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 6-7,4-9, 5-9, 6-8 REACTIONS(Ib/size) 1=1143/0-3-8, 9=1471/0-3-8 Max Horz 1=757(load case 2) Max Upliftl=-770(load case 2),9=-1317(load case 2) FORCES (Ib)-First Load Case Only TOP CHORD 1-2=-2753, 2-3=-2177, 3-4=-1071,4-5=59, 5-6=36, 6-7=26 BOT CHORD 1-12=2603, 11-12=2386, 10-11=1583, 9-10=766, 8-9=-51,7-8=-0 WEBS 2-11=-467, 3-11=705, 3-10=-822,4-10=823,4-9=-1187, 5-9=-509, 5-8=181, 6-8=-148, 2-12=240 NOTES 1)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 1 mi from hurricane oceanline, on an occupancy category I, condition 1 enclosed building,of dimensions 0 ft by 0 ft with exposure C ASCE 7-93 per BOCA/ANSI95 If end verticals exist,the left is exposed and the right is not exposed. If cantilevers exist,the left is exposed and the right is not exposed. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2)All plates are M20 plates unless otherwise indicated. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 770 Ib uplift at joint 1 and 1317 Ib uplift at joint 9. 4)This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard 1W June 19,2000 A WARmINo-verym design parameters and READ A/ordss Om Tars AmD 1Z mmw smds Rzronz um. 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. AppScabSlty of design parameters and proper kncorpoiation of component b msponslalllty 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 k the responsibility of the erecta.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-8111 Quality Standard,DSS-89{racing Specification,and NI111-91 M iTe k® Handling Installing and Srockv Recommendation available from truss Plate Institute,583 D'Onoib Drive,Madison,W153719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property ti3i. *Center plate on joint unless Damage or Personal injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer,erection supervisor,property securely seat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS 'F- " " 2 Cutmembers to bear tightly against each O WEBS J5 a: 3. Place plates on each face of truss at each *For Q x 2 orientation,locate 0 - X 0 3 �� ; joint and embed fully. Avoid knots and wane 0 O at joint locations. plates r/a"from outside edge of a " _ o 0 Q. Unless otherwise noted,locate chord splices truss and vertical web. F a C? o at /4 panel length(*b"from adjacent joint.) *This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted,moisture content of required direction of slots in J8 J7 J6 lumber shall not exceed 19%at time of fabrication. connector plates. b. Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. * For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWEST JOINT 7. Camber is a non-structural consideration and Welk/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RiGHT. practice is to camber for dead load deflection. 8. Plate type,size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and 4 X 4 perpendicular to slots. Second in all respects,equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93,85-75,91-28 10.Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11.Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329,4922 ft.spacing,or less,if no ceiling is installed, 4c*e unless otherwise noted. SBCCI 8720b,86217,9190 12.Anchorage and/or load transferring WISC/DILHR 870040-N,930013-N,910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13,Do not overload roof or floor trusses with which bearings(supports)occur. ® stacks of construction materials. 14.Do not cut or alter truss member or plate without prior approval of a professional engineer. MiTeke 15,Care should be exercised in handling, erection and installation of trusses. PANEL TM © 1993 Mitek Holdings, Inc. CLIP FORM0181019 -"1°'�® 01"P044/A0 Job russ russ Type ty y alce 198084 MCMGAB T03X MONO TRUSS 53 1 Diversified orest roducts, ,Waycross, A 15 sOct 7 1 Mie In ustries, Inc. Thu Jun 1 Page 1 7-10-14 15-0-0 22-1-2 29-2-4 ( 32-11-10 Scale=1:82.3 7-10-14 7-1-2 7-1-2 7-1-2 3-9-6 4.00 12 3x5 3x4 6 5 3x4 5x6 4 3 5x5 7:5- 2 m 1 Cl, d 12 11 10 9 8 7 3x4= 3x4= 5x5= 7x8= 1.5x4 II 45 3x4= 2-0-0 10-3-4 19-8-12 29-2-4 3a2-fl 2-0-0 8-3-4 9-5-8 9-5-8 1-0-0 2-9-6 Plate offsets - :0-2-8,U-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.85 Vert(LL) 0.18 11 >999 M20 249/190 TCDL 10.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -0.35 10-11 >931 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(TL) -0.06 9 n/a BCDL 10.0 Code BOCA/ANS195 1st LC LL Min I/defl = 360 Weight: 222 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-6-3 on center purlin spacing, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 1-3-0 on center bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 6-7,4-9, 5-9, 6-8, 2-12 REACTIONS(Ib/size) 9=1403/0-3-8, 12=1211/0-3-8 Max Horz 12=757(load case 2) Max Uplift9=-1269(load case 2), 12=-918(load case 2) FORCES (lb)-First Load Case Only TOP CHORD 1-2=756, 2-3=-1786, 3-4=-969,4-5=59, 5-6=36, 6-7=26 BOT CHORD 1-12=-715, 11-12=1831, 10-11=1391, 9-10=701, 8-9=-51, 7-8=0 WEBS 2-11=-199, 3-11=444, 3-10=-684,4-10=719,4-9=-1093, 5-9=-509, 5-8=181, 6-8=-148, 2-12=-2778 NOTES 1)This truss has been designed for the wind loads generated by 110 mph winds at 20 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 1 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 0 ft by 0 ft with exposure C ASCE 7-93 per BOCA/ANSI95 If end verticals exist,the left is exposed and the right is not exposed. If cantilevers exist,the left is exposed and the right is not exposed. If porches exist,they are not exposed to wind. The lumber DOL increase Is 1.33, and the plate grip increase is 1.33 2)All plates are M20 plates unless otherwise indicated. 3) Provide mechanical connection (by others)of truss to bearing plate capable of withstanding 1269 Ib uplift at joint 9 and 918 Ib uplift at joint 12. 4)This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASEIS) Standard 1W June 19,2000 A WARMNO-verVy design parameter and READ NOTES ON THIS AND REVERSE SIDE BEPORE USE. Design valid lot 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 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 erecta.Additional permanent bracing of the overall structure is the responsibility of the bustling designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult OST-88 Quality Standard,DSS-89 Bracing Specification,and HIS-Ol M iTeke Handling Installing and Bracing Recommendation available from Truss Plot*Institute,593 D'OnoSlo Drive,Madison,WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property t3/. *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches,Apply 1, Provide copies of this truss design to the plates to both sides of truss and building designer,erection supervisor,property securely seat. J2 J3 J4 owner and all other interested parties„ Ye' TOP CHORDS 2, Cut members to bear tightly against each ? z other, J5 3. Place plates on each face of truss at each *For 4 x 2 orientation,locate r h joint and embed fully. Avoid knots and wane U = at joint locations. plates r/8"from outside edge oftruss and vertical web, O a 4, Un�ess otherwise noted,locate chord splices o at /4 panel length(+6"from adjacent joint,) *This symbol indicates the BOTTOM CHORDS 5, Unless otherwise noted,moisture content of �.. required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of fabrication, connector plates. 6, Unless expressly noted,this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWEST JOINT 7, Camber is a non-structural consideration and MITek/Gang-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT, is the responsibility of truss fabricator.General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8, Plate type,size and location dimensions shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size,and Q X 4 perpendicular to slots.Second in all respects,equal to or better than the dimension is the length parallel grade specified, to slots, BOCA 86-93,85-75,91-28 10,Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11.Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329,4922 ft,spacing,or less,if no ceiling is installed, 4e unless otherwise noted. SBCCI 87206,86217,9190 12,Anchorage and/or load transferring WISC/DILHR 870040-N,930013-N,910080-N connections to trusses are the responsibility of BEARING others unless shown, Indicates location of joints at 13,Do not overload roof or floor trusses with which bearings(supports)occur, a stacks of construction materials, 14,Do not cut or alter truss member or plate without prior approval of a professional engineer, ® MiTeke 15.Care should be exercised In handling, TM erection and installation of trusses. „ �, CLlPEt Q 1993 Mitek Holdings, Inc. FORM018,019 c+nvo-nw� RQya�A® 02'.14+'20Ji_1. 14:0R 912'_1446737 Mc;Mu FA6E 0,21 tate r h G V +�ppartm eat of btate i . r I certify the attached is a true and correct copy of the application by MOTEL CONSTPUCTION MANAGEMENT GROUP, INCORPORATED, a Georgia f corporation, authorized to transact business within the State of Florida on June 25, 19c39 as shoran by the records of this office. The dOcUM—on'i numbor sof this cotperation is F9000003297. z b 1 Givers under my hand and the Great Seal of the State of Florida at Tallahassee, tho Capitol, this the Twenty-fifth day of June, 1889 WE CR2EQ22 (1-99) i 17 February 2004 Mayport Road Nrlacrt,L.C. !'10 Kirit Patidar,Managing Partner 907 Petrrsun Street Douglas, Georgia 31533 Daryl L.Ournler,Presidem/Orvner Motel Cotutruction Mertageatnt Group,Inc. P. 0. lox 2127 Valdosta,Georgia 316N-2127 Re; NOTICE Of CO,MMENCENILN i' Deur Mr.Oursler; Hilton T. and Scott Meadows, Principals of Divenitied Environmental Planning 61L37 Merrill Road Jacksonville, Florida 32277 - Telephoto 900744.1417, are submitting our Plants and related documents to the City of Atlantic peach Building Department torr iii February 2000. Mr. non Ford is the Chid Building tidal at 9041247-MM. Be Aar indicated thed revie*s by his department usually take about ten (10) working days. We have already rectived apprtwal of tht Landscape Plaut►subject to additional mitigation and the addition of one more 2.112" oak tree. At needed, Scott sad KHOO, will continue to handle this Issue for us with the City. You may contact them dir*ctiy or contact me and 1 will wurk with them. Pleas# consider this your NOTICT OF COMMENCEMENT consistent with all of the terms and conditions of our Agrttrnent for you to perform construction work and iorviees on my project. 'You should plan to eommeace.Site clesring and petperatlan on or about 7 March 2{1110 subject to our Plans having been approved by the City to the extent that such work may comtment@. Please assure that all required Workmen's Corrrpegsaftuo General and Automotive Usbility Insurance, and Builder's Risk Insurance Certificates along with other required pmeoustruction documents are in my possession before commeaccment. The general Liability and Builder's Risk Certifitahs should show Keen EriEinetrillg Live oak. Florida., Kevin Knowks Eagiitcerittg of Jacksonville, Florida; and Diverslfled Environmental Planning of Jacksonville,Florida as also insured. Sincerely, Kirit Patider,Mraaging Partner Marport Road Partners.L.C. to •d 02114/2000 15:17 904 200182 PAGE A-2 J"M 1t'�IPAI:2 sesi�li R..A o K M� POST OFFICE Box 14211 PALATKA,FLORIDA 32178-1429 w1riGULATlON OF STORM se Mv+CF,f l�Ntl7ti 'll"M V"y'CHAP , b..w.r MIRWTnW) nregr,tr�Fla QinV-*F%V*&M1 aw.107 "Osaeso" fIS1N VM11Nrh Pob 407J07JIOD lod%armb,molft II10n Mie* .n rM�7SOi rli♦illl�i,llpla,7li9ea10i t80,w'7.ae1.1ei0 W7306079 407• b ae1.lti►J10i PERMIT NO. 42-031-52001-1 TwAA+FLMSSUEDe1 iL**aM1A99 AUTHORIZATION: A new stormwater system with stormwater treatment by exfiltration trench to serve Holiday Inn Express at Mayport, a 1.51 acre prooct to be constructed"as per plans received by the District on 7/2V1999. LOCATION Section: 8 Township: 2 S Range: 29 County Nome: Dwat ISSU@D TO: Kirit Patidar 907 N. Patterson Ave. Doulhias, GA 31533 This document shall serve as the formal permit for construction and operation of stormwater management system in accordance with Chapter 40C•42, F.A.C., issued by the staff of the St. Johns Fisher:Nester Management District on 1012111999. This permit is subject to the standard limiting conditions and other spedal conditions appro*fod by the staff. These conditions are enclosed. This permit is a legal document and should be kept with your other important records. The permit requires the submittal of an As-bulit certification and may require submittal of other documents. All information provided in compliance with permit conditions should be submitted to the District office from which the permit wale Issued. An As•bulit certification form is attached. Complete this form within 30 days of completion of construction of the parmitled system, Including all site work, Upon receipt Pf the As-built cortification, staff will inspect the project site. Once the project is found to be in compliance with all permit requirements;, the permit may be converted to its operation phase and responsib?lity transferred to the operation and maintenance entity in accordance with chopW,40C-42.028, F.A.C. Permit issuance does not relieve you from the responsibility for obtaining permits from any federal, state, and/or local agencies asserting concurrent jurisdiction over this work. Please note that if dewatering is to occur during any phase of construction or thereafter and the surface water pump(s), wells, or flacMities are Capable of withdrawing one million gallons of water per day or more, or an average of 100,000 gallons per day 4r more over a year, and any discharge is to be off-site, you must apply for and obtain a Consumptive Use Permit (400-2) from the District prior to starting the dewatering, Please contact the District if you need additional information or spplicatltm materials. Dan noe0h• aF4ift4#* Duma orranet7oe7,7naA*vgen 011ie Mason,seegetAgr WAie7m Ktr► Fetal»+brw atACFI At�RNlN10 s'.Moui7we wispiest slJ1tk Jetl K .7annings "Morn M Segal Ometrlss 0.Long CIAy Albright Reid Hughes wiruwo win" AIOONA EW IAFa WNP OAvrad weN C,2/14/2000 15:17 9047200182 PAGE 03 This permit does not convey to Permittee any property rights nor any rights or privileges other than those specified herein, nor relieve the Permittee from complying with any law, regulation or requirement affecting the rights of other bodies or agencies. All structures and works installed by Permittee hereunder shall remain the property of the PermWee Permittee agrees to hold and save the St. Johns River Water Management District and its Successors harmless from any and all damages, claims, or liabilities which may arise from permit issuance. Said application, including all plans and specifications attached thereto, is by reference made a part hereof. This Permit may be revoked, modified, or transferred at any time pursuant to the appropriate provisions of Chapter 373, Florida Statutes In the event you sell your property, the permit will be transferred to the new owner, if we are notified by you within thirty days of the sale. Please assist us in this matter so as to maintain a vaid permit for the new property owner. Thank you for your cooperation and if this office can be of any further assistance to you, please do not hesitate to contact use. t. William C. Wilson, Prefeselonal Engineer - Department of Resource Management CC, District Permit FN* Enclosures: As-bu#t CertMiestion Form Limitiing Conditiotns Special Condition Sheet, It applicable Kevin C. Knowles 7806 S. Aquarius Circle JacksonvVie. FL 32216 02/14120@0 15:17 9047200182 PAGE 02 Iwo at worm=11110WOM owe" POST OFFICE BOX 1421 PALATKA.FLOfRIbA,211'8-1429 GULATION OF STOR[�l�/ATER MAN. SAL FiJtlFx+eue�wl+�w�as \in �SI��t• ( IiV�iiV�CMAP urr`nte t tnrTeRs orlMTInNO r OFWWP F%WW VAC DAD 107 100 eW 00" *Iwo vftw r nays 4074074= ledmamY,fwft-lm a,&,, 1,7YIf1411ti0f k"6V*»,/Ynr 1N3"1 a too�01JeT40a0 W770-gN 401 or_""ft PERMIT NO. 42-031-52001-1 TMOMLLPISSUEDa1 At1THORQATION: A new stormwater system with stormwater treatment by exfiltration trench to serve Holiday Inn Express at Mayport, a 1.51 acre prtlod to be constructed as per plans received by the District on 7/27/1999. LOGATIUN Siwillon: 8 Township; 2 8 Range: 29 County Nam*: Dwell ISSUOID T0: Kirit Patidar 907 N. Patterson Ave. Doughlas, GA 31533 This document shall serve as the formal permit for construction and operation of storrnwaier management system in accordance with Chapter 40C•42, F.A.C., issued by the staff of the St. Johns liver Water Management District on 10/21/1999. This permit is subject to the standard limiting conditions and other spedial conditions apprCyed by the staff. These conditions are enclosed. This permit is a legal document and should be kept with your other important records. The permit requires the submittal of an As-built certification and may require submittal of other documents. All inforfriatlon provided in compliance with permit conditions should be submitted to the District office from which the permit wads Issued. An As•bullt certification form is attached. Complete this form within 30 days of comp!etlon of construction of the permitted system, inctudng all site work. Upon receipt of the As-built certification, staff wth Inspect the project site. Once the project i9 found to be in compliance with all permit requirements, the permit moy be converted to its operation phase and responsib;lity transferred to the operation and maintenance entity in accordance with chopW-40C-42.028, F.A.C. Permit issuance does not relieve you from the responsibility for obtaining permits from any federal, state, and/or local agencies asserting concurrent jurisdiction over this work. Please note that it dewatering is to occur during any phase of construction or thereafter and the surface water pumps), wells, or facltiies are tapable of -Mthdrawing one million dations of water per day or more, or an average of 100,000 gallons per day or more over a year, and any discharge is to be off-site, you must apply for and obtain a Consumptive Use Pbrmit (400-2) from the District prior to starting the dewatering. Please contact the District if you need addRional information or sppltCatllm. materials. Dan nwoh. VJMAww Duane oltnnetrosr,Tne s~ Oh&Mr son,81CAMAY Wrllam Koff 7a"'NOPAICMM M 201manoic" .left K Jaatrrinps wBMam M Sepal � Oma1An lorry s•PAGUITM Gley Attarl0ht field NuprNa MWTUINO MAMANO APOPKA fMr LAP6 WNP! 04YMM MAa1 eV1412000 15:17 9047200182 PAGE 03 This permit does not convey to Permittee any property rights nor any rights or privileges other than those specified herein, nor relieve the Permittee from complying with any law, regulation or requirement affecting the rights of other bodies or agencies. All structures and works installed by Permittee hereunder shall remain the property of the Permittee Permittee agrees to hold and save the St. Johns River Water Management District and its successors harmless from any and all damages, claims, or liabilities which may arise from permit issuance. Said 4 application, including all plans and specdications attached thereto, is by reference made a part hereof. This Permit may be revoked, modified, or transferred at any time pursuant to the appropriate provisions of Chapter 373, Florida Statutes In the event you sell your property, the permit will be transferred to the new owner, if we are notKled by you within thirty days of the sale. Please assist us in this matter so as to maintain a vagd permit for the new property owner. Thank you for your cooperation and it this office can be of any further assistance to you, please do not hesitate to contact us. t. William C. Willson, Professional Engineer - Department of Resource Management CC: District Permit File Enolosuree: As-bul t Certftaition Form UmAirtg Conditions Special Condition Sheet, If applicable Kevin C. Knowles 7806 S. Aquariva Circle Jacksonville. FL 32216 , Whole Building Performance Method for Commercial Buildings Form 40OA-97 ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs FLA/COM-97 Version 2 . 2 PROJECT NAME—BEST WESTERN HOTEL PERMITTING OFFICE : ADDRESS : _SR AlA _Atlantic Beach _ATLANTIC BEACH, FLORIDA CLIMATE ZONE : _3 OWNER: _KIRIT PATIDAR PERMIT NO: _ AGENT: JURISDICTION NO:_261100 BUILDING TYPE : _Hotel / Motel CONSTRUCTION CONDITION: New construction DESIGN COMPLETION: Finished Building CONDITIONED FLOOR A_REA: _1500 NUMBER OF ZONES : 1 MAX. TONNAGE OF EQUIPMENT PER SYSTEM: 3 COMPLIANCE CALCULATION: METHOD A DESIGN CRITERIA RESULT ------ -------- ------ ----------------- A. WHOLE BUILDING 95 . 24 100 . 00 PASSES PRESCRIPTIVE REQUIREMENTS : LIGHTING EXTERIOR LIGHTING 800 . 00 4075 . 00 PASSES LIGHTING CONTROL REQUIREMENTS PASSES HVAC EQUIPMENT COOLING EQUIPMENT 1 . SEER 11 . 60 10 . 00 PASSES HEATING EQUIPMENT 1 . HSPF 8 . 30 6 . 80 PASSES AIR DISTRIBUTION SYSTEM INSULATION REQUIREMENTS 1 . Unconditioned Space 6 . 00 4 . 20 PASSES , REHEAT SYSTEM TYPES USED NO REHEAT SYSTEM is USED WATER HEATING EQUIPMENT 1 . Et 0 . 80 0 . 78 SL 0 . 00 0 . 02 PASSES PIPING INSULATION REQUIREMENTS 1 . Circulating 1 . 00 0 . 64 PASSES -------- - --------------------------------------------------------------------- COMPLIANCE CER`1'TFICATION: I hereby certify that the plans and Review of the plans and specifica- specifications covered by this calcu- tions covered by this calculation lation are in compliance with the indicates compliance with the Florida Energ,,�'��.� i y Code. Florida Energy Efficiency Code. PREPARED BY: / QC` Before construction is completed, DATE: _ " . ih this building will be inspected for compliance in accordance with I hereby certify that this building is Section 553 . 908, Florida Statutes . in compliance with the Florida Energy BUILDING OFFICIAL: Efficiency Code . DATE: OWNER/AGENT: DATE: I hereby certify(*) that the system design is in compliance with the Florida Energy Efficiency Code . SYSTEM DESIGNER REGISTRATION/STATE ARCHITECT MECHANICAL: PLUMBING ELECTRICAL: LIGHTING (*) Signature is require w ere Florida law requires design . to, be performdd by registered design professionals . Typed names and registration numbers may be used where all relevant information is contained on signed/sealed plans . BUILDING ENVELOPE SYSTEMS COMPLIANCE CHECK 401 . ------GLAZING--ZONE 1-------------------------------------------=----v- Elevation Type U Sc VLT Shading Area (Sgft) --------- --------------- ---- ---- ---- -------------- ------- North Commcrcial 0 . 92 . 88 . 89 None 40 North Commercial 0 . 92 . 88 . 89 Continuous Ove 40 Total Glass Area in Zone 1 = 80 Total Glass Area = 80 402 . ------WALLS--ZONE 1------------------------------------------------ --- Elevation Type U Insul R Gross (Sgft) --------- ------------------- ------------- -- --- ------- ----------- North 1/2"STUCCO, PW, 2X4 ,R-11, 5/8"GYPBO . 080 11 500 East 5/8"DW/2X4/5/8"DW . 081 11 300 South 5/8"DW/2X4/5/8"DW . 081 11 500 West 5/8"DW/2X4/5/8"DW . 081 11 300 Total Wall Area in Zone 1 = 1600 Total Gross Wall Area = 1600 403 . ------DOORS--ZONE 1------------------------------------------------ -- Elevation Type U Area (Sgft) --------- ------------------------------------------ ----- ---------- North 1 . 75 GLASS 0 . 7 40 West 1 . 75 GLASS 0 . 7 20 Total Door Area in Zone 1 = 60 Total Door Area = 60 404 . ------ROOFS--ZONE 1------------------------------------------------ --- Type Color U Insul R Area (Sgft) ------------------------------------ ------ ----- ------- ---------- DRYWALL ROOF White . 048 19 1500 Total Roof Area in Zone 1 = 1500 Total Roof Area = 1500 405 . --- ---FLOORS-ZONE 1------------------------------------------------ --- Type Insul R Area (Sgft) ------------------------------------------------ ------- ---------- Slab on Grade/Uninsulated 0 1500 Total Floor Area in Zone 1 = 1500 Total Floor Area = 1500 406 . ------INFILTRATION--------------------------------------------------( --- CHECK _ Infiltration Criteria in 406 . 1 .ABCD have been met . , MECHANICAL SYSTEMS CHECK --------------------------------------------------------- ---- --- HVAC load sizing has been performed. (407 . 1 .ABCD) 407 . ------COOLING SYSTEMS----------------------------------------------- --- Type No Efficiency IPLV Tons ---------------------------- --- ---------- ----- -------------- 1 . Split System 1 11 . 6 0 2 . 97 408 . ------HEATING SYSTEMS----------------------------------------------- --- Type No Efficiency BTU/hr -------------------------------- --- ----- -------------- 1 . Split System 1 8 . 3 40000 409 . ------VENTILATION---------------------------------_------------------ --- Ventilation Criteria in 409 . 1 .ABCD have been met . ( CHECK 410 - -----AIR DISTRIBUTION SYSTEM---------------------------------------- --- CHECK -----------------------=---------------------------------- --- --- Duct sizing and design have been performed. (410 . 1 .ABCD) AHU Type Duct Location R-value ------------ ----------------------- ---------------------- ------- 1 . Air Source Heat Pump Unconditioned Space 6 CHECK ------------------------------------------------------ ---- --- Testing and balancing will be performed. (410 . 1 .ABCD) 411 . -----PUMPS AND PIPING-ZONE ----------------------------------------- --- " Basic prescriptive requirements in 411 . 1 .ABCD have been met . PLUMBING SYSTEMS 411 . -----PUMPS AND PIPING-ZONE 1--------------------------------------- --- Type R-value/in Diameter Thickness --- --------------------- ---------- -------- --------- 1 . Circulating 6 1 . 5 1 412 . -----WATER HEATING SYSTEMS-ZONE 1---------------------------------- --- Type Efficiency StandbyLoss InputRate Gallons 1 . > 75, 000 Btuh . 80 0 199000 100 ELECTRICAL SYSTEMS CHECK 413 . -----ELECTRICAL POWER DISTRIBUTION--------------------- --- ----- --- Metering criteria in 413 . 1 .ABCD have been met . 414 . -----MOTORS--------------------------------------------------- ----- --- Motor efficiencies in 414 . 1 .ABCD have been met . 415 . -----LIGHTING SYSTEMS-ZONE 1--------------------------------------- --- Space Type No Control Type 1 . No Control Type 2 No Watts Area (Sgft) ---------- --- -------------- --- -------------- --- ------ ---------- Lobby 1 On/Off 6 On/Off 3 3800 1500 Total Watts for Zone 1 = 3800 Total Area for Zone 1 = 1500 , Total- Watts = 3800 Total Area = 1500 CHECK Lighting criteria in 415 . 1 .ABCD have been met . 16 . Operation/maintenance manual will be provided to owner. (102 . 1) ---------------------------------------------------------------------------- t" i8 .2041 W4! 1 'l a+'4411: '17 February 2WO Mayport Road Partner%,L. C. ('16 Kirit Patidmr,Managing Partner ' 907 Pettrtwon Street DOU00s,Georgia 31.113 , Daryl L. Oursler,rrmident/Owner Motel Construction Manogomtnt Group,Inc. T. A. Not 2127 Valdosta,Georgia)I M-2127 Ret NOTICE OF COMMEN(.'i HIEN l' Dear Mr.Ourslert Hiltot T. and Scott Meadows, Principals of Divenifled Environmental Planning W7 Merrill Road Jacksonville, Florida 32277 - Telephone 9W,44.1417, are submitting our Plans and related documents to the City ut Atlantic Reach Building Department ion lel February 2000. Mr. Don Ford to the Chief Building Offlr.lal at 904!241-Nltlkl. We her indicsW that reviews by his department usually take about ten (10) working days. We have already received approval of the i..and+cape Plan&subject to additional mitigation and the addltinn of one more 2.1/2" oak tree. As needed, Scott sad Hilton will continue to handle this issue for us with the City. You may contact them directly of contact me and 1 rill work with them. Pleas# consider this your VOTICT OF COMME:VC'ENEVI' eoaslsteat with all of the ter•tas and conditions of our Agretmert for you to perforin construction work mod asrvices on my project. You should plan to cocnT este Site clearing and preparation or or about 7 Marcb 2(Xltt subject to our Plane baying been approya by the City to the extent that such work may commence. Please "sure that all rtgoimd Worktmea's ComWsafto,General and Automotive Liability Insurance, and Builder's (tisk lasuraaec Certificates along witb ober required pre-coostruction doevastnts are in my podocssioe before commeacement. Irbe General Liability and Builder's Risk Certificates should chow K,ettn En`in"ring Live Oak. Florida: Kevin Knowles Engineering of Jacksonvilit, Florida( and Diverdfled kavirournestal Planning of Jacksonville,Florida as also Insured, Sincerely, 4�� A,,� �-- — /Grit Pailder,Ntonaging Partner Mayport Road Portaers.L.C. -- told WH S0: TT 00-8T-$3d CITY OF ATLANTIC BEACH PERMIT CALCULATION SHEET Address,P,_ .- Date ? , 2.- l - 00 Heated Sauare Footage@ $ ( � per sq ft = Garage/Shed @ $ per sq ft = $ arpor /Porch 4-l'O'O @ S per sq ft = $ /01A (/4 C� Deck @ $ per sq ft = $ Patio @ S per sq ft = S TOTAL VALUATION : SCJ Toial Valuation 1st S -S 0Q ,600 33 ?�, t� D Re aining Value $1.60per thousand or portion thereof TOTAL BUILDING FEE $ + 1/1 Filing Fee ( ) Fireplaces @ $15 . 00 BUILDING PERMIT FEE $ 4 WATER IMPACT FEE $ ev T , r, C ,° �) r., � SEWER IMPACT FEE $_ - 7" -5 0 PA' V hC;�, O -40--WATER METER/TAP q n $ CAPITAL IMPROVEMENT SEWER, TAP • �. ly?q)'�-RADON (HRS) . 0050 $ 70 9? 3. SECTION.. H PAVING HYDRAULIC SHARES $ r "' CROS CONNECTION $ - 0 n ",,� r �jO SURCHARGE . 0050 S 13 OTHER $ GRAND TOTAL DUE ADDITIONAL PERMITS OR FEES : Mechanical Plumbing Electric/New Electric/Temp ; SwimmingPool Septic Tank Well Sign Finish Floor Elevation Survey Other CALCULATIONS and/or NOTES : M.C.M.G., Inc. Motel Construction Management Group, Inc. PO Boz 2127 Valdosta GA 31604-2127 (912)244-8737 office (912)244-5225 fax March 23, 2000 City Hall Attn: Don Ford CEI fD"" 800 Seminole Road City Hall, Fl. 32233 MAR 2 4 20GO t:ity of Atlantic Beach Re: Purposed Best Western Sulldln8 and Zoning Atlantic Beach, FI. Dear Mr. Ford: Enclosed you will find a set of the purposed truss drawings for the Best Western Inn and Suites at State Road A-1A, Atlantic Beach, Florida. Please review drawings and contact my office with any questions or concerns that you may have. I appreciate your help in this matter. Sincerely, �._ e Jr. Vice- sident PLAN REVIEW CHECKLIST PROPERTY DESCRIPTION: �— M 0 T k t OWNER: [ ] 1. Determine Occupancy Classification of the structure. Select occupancy classification t which most accurately fits the use of the Building. (Chapter 133) [vj'y 2. Determine actual physical properties of building. a. Determine building area each floor. (Area definition Chapter 62) [v b. Determine grade elevation for building. (Grade definition Chapter 132) [ c. Determine building height in feet above grade. (Height definition Chapter 62) [„r]00' d. Determine building height in stories. (Story definition Chapter B2) [ e. Determine separation distance from exterior walls to assumed and common property lines. (Property line definition Chapter B2) f. Determine percent of exterior openings per floor. �7a [v]� 3. Determine minimum Type of Construction necessary to accommodate proposed structure. (Chapter B6) [� a. Determine maximum allowable heights and floor areas for Types of Construction and Occupancy classification. (Table 6500) [� b. Check allowable height and area increases permitted. (Chapter B5) [✓� 4. Check detailed Occupancy requirements. (Chapter 64) 5. Check detailed Construction requirements [� a. Fire Protection of Structural Members (Chapter B6 &Table 8600) b. Fire Protection Requirements(Chapter B7 and Table B700) c. Means of Egress Requirements (Chapter B10) [� d. Special restrictions if in Fire District. (Appendix BF The provisions of Appendix BF are applicable only where specifically adopted by Ordinance) [ 6. Review design as related to standards. (Chapters B16- B26) [�J 7. Check other requirements as necessary. a. Construction projecting into public property(chapter B32) [v}� b. Elevators and conveying systems (Chapter B30) C. Sprinklers, standpipes and alarm systems(Chapter 139) [ d. Use of combustible materials on the interior(Chapter 138) [� e. goofs and roof structures (Chapter B15) f. Light,ventilation and sanitation (Chapter B12) [ ] g. Other '� - ©o CITY OF ATLANTIC BEACH BUILDING DEPARTMENT Date By: �--� on C. Ford, Building bfficial don/sb.1 CITY OF ATLANTIC BEACH DEPARTMENT OF BUILDING 800 SEMINOLE ROAD-ATLANTIC BEACH,FL 32233-TEL: 247-5826-FAX: 247-5877 Permit Number: 19973Address: 2389 MAYPORT ROAD Permit Type: COMMERCIAL ATLANTIC BEACH, FL 32233 Class of Work: NEW Township: Range: Book: Proposed Use: HOTEUMOTEL Lot(s): Block: Section: Square Feet: Subdivision: Est. Value: Parcel Number: Improv. Cost: 1,833,324.00 Date Issued: 4/28/2000 Name: MAYPORT ROAD PARTNERS, L.C. Total Fees: 49,360.15 Address: 907 PETERSON Amount Paid: 49,360.15 DOUGLAS, GEORGIA Date Paid: 4/28/2000 t Phone: (912)384-5190 Work Desc: CONSTRUCT NEFff,BEST WESTERN MOTEL PER PLANS RADON.14942-SCHG.29888 MOTEL CONSTRUCTIQ MANAGEMENT GR PERMIT 6,496.00 WATER IMPACT FEE 8,440.00 SEWER IMPACT FEE 28,500.00 RADON GAS-H.R.S. 70.97 RADON CAB 5% 3.74 CAPITAL IMPROVE. 3,900.00 SEWER TAP 1,600.00 CROSS CONNECTION 200.00 CONST.SURCHARGE 134.50 SCHARGE/ATL.BCH. 14.94 TREE BARRAS' FOOTING SLAB COVER UP FRAMING FINAL ELECTRIC CERTIF/OCCUPANCY INSULATION I I NOTICE;_INSPECTIONS`.MUST BE REQUESTED AT LEAST 24 HOURS PRIOR TO INSPECTION BUILDING MATERIAL, RUBBISH AND DEBRIS FROM THIS WORK MUST NOT BE PLACED IN PUBLIC SPACE, AND MUST BE CLEARED UP AND HAULED,AWAY BY EITHER CONTRACTOR OR OWNER "FAILURE TO COMPLY WITH THE CONSTRUCTION LIEN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDIING'IMPROVEMENTS" ISSUED ACCORDING TO APPROVED PLANS WHICH ARE PART OF THIS PERMIT AND SUBJECT TO REVOCATION FOR VIOLATION OF APPLICABLE PROVISIONS OF LAW. . w ABUILDIN ATLANTIC BEACDEPT. *. CITY OF 4&aodw Bbl-0;/OZKI.(s Office of Building Official REQUEST FOR INSPECTION Date —d �"� Q� Permit No. A.M RI ceived 3 9 A�RIo Job Address Locality or Owner's /� Name Contractor liC BUILDING CONCRETE LLE PLUMBING MECHANICAL Framing ❑ Footing Cl Rough Wiring ❑ Rough ❑ Air Cond. & ❑ Re Roofing ❑ Slab ❑ Temp Pole Top Out ❑ Heating Insulation ❑ Lintel ❑ Final ❑ Sewer ❑ Fire Place ❑ Pre Fab READY FOR INSPECTION A.M. Mon. Tues. Wed. Thurs. Friday P.M. Q C� A.M. Inspection Made P.M. Inspector Final Inspection ❑ Certificate of Occupancy ❑ C—f��V Date CITY OF ATLANTIC BEACH DEPARTMENT OF BUILDING 800 Seminole Road -Atlantic Beach, FL 32233-Tel: 247-5826- Fax: 247-5877 ELECTRICAL PERMIT 21:11-i 11 Permit Number: 19926 Address: 2389 MAYPORT ROAD Permit Type: ELECTRICAL ATLANTIC BEACH, FL 32233 Class of Work: TEMPORARY POLE Township: Range: Book: Proposed Use: HOTEL/MOTEL Lot(s): Block: Section: Square Feet: Subdivision: Est. Value: Parcel Number: Improv. Cost: Date Issued: 4/21/2000 Name: M.C.M.G Total Fees: 25.00 Address- 1421 POPPY AVENUE Amount Paid: 25.00 PENSACOLA, FL 32507 Date Paid: 4/21/2000., Phone: (912)244-8737 Work Desc: CS4/0 20GAAMPS 1'PH 3W 240V 21'RWALUM/OHEAD TEMP POLE/POLE ADDR.#2367 ALLSTATE ELECTRICAL: CONTR. INC PERMIT 25.00 FINAL ELECTRtC' NOTICE - iSPECTIONS MUST BE REQUESTED AT LEAST 24 HOURS PRIOR TO INSPECTION BUILDING MATERIAL, RUBBISH AND DEBRIS FROM THIS WORK MUST NOT BE PLACED WPUBLIC SPACE,AND MUST BE CLEARED UP AND HAULEt'AWAY BY'EITHER.CONTRACTOR OROWNER "FAILURE TO COMPLY W TH'THE CONSTRUCTION LIEN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOS xI3UIL:OING'IMP'ROVEMENTS" ISSUED ACCORDING TO APPROVED PLANS WHICW,ARE PART OF THIS PERMIT AND SUBJECT TO REVOCATION FOR VIOLATION OF APPLICABLE PROVISIONS OF LAW. $25.0014 Date: 4/24/68 61 Receipt: 8652884 lr� J'A CHECKS 1658 ATLA IC BEACH UILD DEPT. 66180683221888 CITY OF SOO SEMINOLE ROAD ATLANTIC BEACH. FLORIDA 3223.?-5-145 TELEPHONE (904) 247-5800 FAX (904) 247-5805 SGNCOM 852-5800 DATE '` - JEA Construction & Maintenance 2325 Emerson Street Jacksonville, FL 32207 Attention: Connie Re: Final Electrical Inspections Dear Connie: Final Inspections on the following locations have been completed and approved: PERMIT NO. ADDRESS /q9;2� -2S g�j l�/ 77 oz- 9 /0'a "Zo Please call me at 904-247-5826 if you have any questions. Sincerely, ATLANTIC BEACH BUILDING DEPARTMENT REQUIRED FIRE RESISTANCE IN HOURS TYPE IV TYPE V TYPE VI TYPES STRUCT PROTECTED PROTECTED PROTECTED ELEM. I II III 1-HOUR UNPROT. 1-HOUR UNPROT. 1-HOUR UNPROT. PARTY AND FIRE WALLS {a} 4 4 4 4 4 4 4 4 4 INTERIOR BEARING WALLS {1} Supporting columns, other bearing walls or more than one floor: 4 3 2 1 NC 1{h} 0{h} 1 0 Supporting one floor only: 3 2 1 1 NC 1 0 1 0 Supporting roofs only: 3 2 1 1 NC 1 0 1 0 INTERIOR NONBEARING PARTITIONS See B704.1, B704.2 and B705.2 COLUMNS {q} See {1} B605 Supporting other columns or more than one floor: 4 3 H{d} 1 NC 1 0 1 0 Supporting one floor only: 3 2 H{d} 1 NC 1 0 1 0 Supporting roofs only: 3 2 H(d} 1 NC 1 0 1 0 BEAMS, GIRDERS, TRUSSES & ARCHES See {1} B605 Supporting columns or more than one floor: 4 3 H{d} 1 NC 1 0 1 0 Supporting one floor only: 3 2 H{d} 1 NC 1 0 1 0 Supporting roofs only: 1 1/2 1 H{d} 1{e,p} NC{e} 1 0 1 0 {e,p} {e, f,p} FLOORS & FLOOR/CEILING ASSEMBLIES See {1} B605 {n) {n,o} {n} {m,n,o} {o} 3 2 H{o} 1 NC 1 0 1 0 ROOFS & ROOF/CEILING ASSEMBLIES {g} See B605 1 1/2 1 H{d} 1 NC 1 0 1 0 {e,p} {e, f,p} {e,p} {e} EXTERIOR BEARING WALLS and gable ends of roof {g,i,j } ) (% indicates percent of protected and unprotected wall openings permitted. See B705.1.1 for protection requirements. ) Horizontal separation (distance from common property line or assumed property line) . 0 ft to 3 ft {c} : 4 (0%) 3(0%) 3(0%) 2 (0%) 1 (0%) 3 (0%) 3(0%) 1 (0%) 1 (0%) {b} {b) {b} over 3 ft to 10 ft {c} : 4 (10%) 3 (10%) 2 (10%) 1 (10%) 1 (10%) 2 (10%) 2 (10$) 1 (20%) 0(20%) {b} {b} {b} over 10 ft to 20 ft {c} 4 (20%) 3(20%) 2 (20%) 1 (20%) NC(20%) 2 (20%) 2 (20%) 1 (40%) 0 (40P6) (b) (b) {b} over 20 ft to 30 ft: 4 (40$) 3 (40%) 1 (40%) 1 (40%) NC(40%) 1 (400 1 (40%) 1 (600 0 (60%) over 30 ft: 4 (NL) 3 (NL) 1(NL) 1(NL) NC(NL) 1 (NL) 1 (NL) 1 (NL) 0 (NL) EXTERIOR NONBEARING WALLS and gable ends of roof {g,i,j } (% indicates percent of protected and unprotected wall openings permitted. See B705.1.1 for protection requirements. ) Horizontal separation (distance from common property line or assumed property line) . 0 ft to 3 ft {c} : 3 (0%) 3 (0%) 3 (0%) 2 (0%) 1 (0%) 3 (0%) 3 (0%) 1(0%) 1 (0%) {b} {b} {b} over 3 ft to 10 ft {c} : 2 (10%) 2 (10%) 2(l0%) 1 (10%) 1 (10%) 2 (10%) 2 (10%) 1 (20%) 0 (20%) {b} {b} {b} over 10 ft to 20 ft {c} 2 (20%) 2 (20%) 2 (20%) 1 (20%) NC(20%) 2 (20%) 2 (20%) 1 (40%) 0(40%) {b} {b} {b} over 20 ft to 30 ft: 1(40%) 1 (40%) 1 (40%) NC(4096) NC(40%) 1(40%) 1 (40%) 0 (60%) 0(60%) over 30 ft {k) : NC NC NC NC NC NC NC 0 0 (NL) (NL) (NL) (NL) (NL) (NL) (NL) (NL) (NL) For SI: 1 ft = 0.305m. NC = Noncombustible NL = No Limits H = Heavy Timber Sizes NOTES: {a} See B704.5 for extension of party walls and fire walls. {b) See B704.5 for parapets. {c) See B705 for protection of wall openings. {d} Where horizontal separation of 20 ft or more is provided, wood columns, arches, beams, and roof deck conforming to heavy timber sizes may be used externally. {e) In buildings not over two stories approved fire retardant treated wood may be used. {f} In one-story buildings, structural members of heavy timber sizes may be used as an alternate to unprotected structural roof members. Stadiums, field houses and arenas with heavy timber wood dome roofs are permitted. An approved automatic sprinkler system shall be installed in those areas where 20 ft clearance to the floor or balcony below is not provided. {g} See B1517 for penthouses and roof structures. Ih) The use of combustible construction for interior bearing partitions shall be limited to the support of not more than two floors and a roof. {i} Exterior walls shall be fire tested in accordance with B601.3. The fire resistance requirements for exterior walls with 5 ft or less horizontal separation shall be based upon both interior and exterior fire exposure. The fire resistance requirements for exterior walls with more than 5 ft horizontal separation shall be based upon interior fire exposure only. Ij } Where Appendix BF <BF101> is specifically included in the adopting ordinance, see BF102.2.6 for fire resistance requirements for exterior walls of Type IV buildings in Fire District. Ik} Walls or panels shall be of noncombustible material or fire retardant treated wood, except for Type VI construction. Il} For Group A - Large Assembly, Group A - Small Assembly, Group B, Group E, Group F. Group R occupancies and Automobile Parking Structures, occupancies of Type I construction, partitions, columns, trusses, girders, beams, and floors may be reduced by 1 hour if the building is equipped with an automatic sprinkler system throughout, but no component or assembly may be less than 1 hour. Im} Group A - Large Assembly (no stage requiring proscenium opening protection) and Group A - Small Assembly occupancies of Type V Unprotected construction shall have 1-hour fire resistant floors over any crawl space or basement. In} For Group B and Group M occupancies of Type IV or Type V construction, when five or more stories in height a 2-hour fire resistant floor shall be required over the basement. {o} For unsprinklered Group E occupancies of Type III, Type IV Unprotected, Type V Unprotected or Type VI Unprotected, floors located immediately above useable space in basements shall have a fire resistant rating of not less than 1 hour. Ip} In buildings of Group A, B, E, and R occupancies, the required fire resistance of the roof or roof/ceiling assembly including the beams, girders, trusses, or arches that support the roof only may be omitted where every part of the roof structural members have a clear height of 20 ft (6096 mm) or more above any floor, mezzanine or balcony. Iq} See B701.4. TABLE 2.32 OUTDOOR AIR REQUIREMENTS FOR VENTILATION OF RESIDENTIAL FACILITIES (Private Dwellings,Single,Multiple) Applications Outdoor Requirements Comments Living areas 0.35 air changes per hour but not For calculating the air changes per hour,the volume of the living spaces shall include all less than 15 cfm(7.5 Us)per person areas within the conditioned space.The ventilation is normally satisfied by infiltration and natural ventilation.Dwellings with tight enclosures may require supplemental ventilation supply for fuel-burning appliances,including fireplaces and mechanically exhausted appliances. Occupant loading shall be based on the number of bedrooms as follows:first bedroom,two persons;each additional bedroom,one person.Where higher occupant loadings are known, they shall be used. Kitchens' 100 cfm(50 L/s)intermittent or 25 Installed mechanical exhaust capacity`.Climatic conditions may affect choice of the ventila- cfm(12 Us)continuous or openable tion system. windows Baths, 50 cfm(25 L/s)intermittent or 20 Installed mechanical exhaust capacity`. toilets' cfm(10 L/s)continuous or openable windows Garages: Separate for 100 cfin(50 L/s)per car Normally satisfied by infiltration or natural ventilation each dwell- ing unit Common for 1.5 cfm/ft'(7.5 Us•mZ) See"Enclosed parking garages;'Table 2.1 several units w In using this table,the outdoor air is assumed to be acceptable. through adjacent living areas to compensate for the air exhausted.The air supplied n Climatic conditions may affect choice of ventilation option chosen. shall meet the requirements of exhaust systems as described in 5.8 and be of suffi- The air exhausted from kitchens,bath,and toilet rooms may utilize air supplied tient quantities to meet the requirements of this table. set so that 1000 ppm CO,is not exceeded. 1 n the event CO, 2.Calculate the critical space outdoor air fraction by is controlled by any method other than dilution,the effects dividing the critical space outdoor air requirement by the of possible elevation of other contaminants must be con- critical space supply flow rate. sidered(see Refs 12-18). 3.Evaluate Equation 6-1 or use Fig.3 to find the cor- 6.1.3.1 Multiple Spaces.Where more than one space rected fraction of outdoor air to be provided in the system is served by a common supply system,the ratio of outdoor supply. to supply air required to satisfy the ventilation and thermal Rooms provided with exhaust air systems, such as control requirements may differ from space to space.The kitchens, baths, toilet rooms, and smoking lounges, may system outdoor air quantity shall then be determined using utilize air supplied through adjacent habitable or occu- Equation 6-1 (see Refs 24 and 25). piable spaces to compensate for the air exhausted.The air supplied shall be of sufficient quantity to meet the require- Y = X/[1 + X — Z) (6-1) ments of Table 2. In some cases,the number of persons can- where not be estimated accurately or varies considerably. In other Y = V,,,/VS = corrected fraction of outdoor air in sys- cases,a space may require ventilation to remove contami- tem supply nation generated within the space but unrelated to human X = Vo„/Vs, = uncorrected fraction of outdoor air in occupancy (e.g., outgassing fropi building materials or system supply furnishings). For these cases, Table 2 lists quantities in Z = V�,I Vs,. = fraction of outdoor air in critical space. cfm/ft'(L/s•mZ)or an equivalent term. If human carcino- The critical space is that space with the gens or other harmful contaminants are suspected to be greatest required fraction of outdoor present in the occupied space,other relevant standards or air in the supply to this space. guidelines(e.g.,OSHA, EPA)must supersede the ventila- V,,, = corrected total outdoor air flow rate tion rate procedure. Vs, = total supply flow rate, i.e., the sum of all supply When spaces are unoccupied, ventilation is not gen- for all branches of the system erally required unless it is needed to prevent accumulation V„n = sum of outdoor air flow rates for all branches on of contaminants injurious to people,contents,or structure. system Design documentation shall specify all significant assump- V�, = outdoor air flow rate required in critical spaces tions about occupants and contaminants. Vs, = supply flow rate in critical space 6.1.3.2 Recirculation Criteria.The requirements for ventilation air quantities given in Table 2 are for 100%out- Equation 6-1 is plotted in Fig. 3. The procedure is as door air when the outdoor air quality meets the specifica- tions for acceptable outdoor air quality given in 6.1.1.While 1. Calculate the uncorrected outdoor air fraction by these quantities are for 100% outdoor air,they also set the dividing the sum of all the branch outdoor air requirements amount of air required to dilute contaminants to acceptable by the sum of all the branch supply flow rates. levels.Therefore,it is necessary that at least this amount of ASHRAE STANDARD 62-1989 11 4 ' I BOARD OF PROFESSIONAL ENGINEERS JOHN P DANIELSENGINEERING INC(EB JONES MAH YBC INSPECTION&TESTING INC(EB CONSULTANT,INC(EB 5239) GASEILL RHODES(EB 3074) 3727) TOWN HARBOR BLVD 5035) ARCHITECTS INC A RATON,FL 33433-5099 307 NE 36TH AVE#2 80 MONROE AVE#900 4711 SW 72ND AVE SUITE MEMPHIS,IN 38103-2469 MIAMI,FL 33155.4517 s ASSOCIATES(EB 1121) OCALA,FL 32671-1307 IBM ENGIN.&INSPECT.SERVICES(EB I CHRISTIE AVE JONES-BAILS ARCHITECTS(EB 4273) 4996) ERYVIL.LE,CA 94608.1931 JOHN P STOPEN ENGINEERING(EB 2868) ENGINEERS INC 2139 N UNIVERSITY DR#171 PARTNERSHIP 1903 WELBY WAY GtAGH&ASSOCIATES INC(EB 4110) 103 E WATER ST TALLAHASSEE,FL 32308.4428 CORAL SPRINGS,FL 33071-6137 JACKSON ST SYRACUSE,NY 13202-1146 ITLAND,FL 32751-5570 ]ONES,EDMUNDS&ASSOC INC(EB 1841) IGEN ENGINEERING AND APPLIED(EB JOHN R CAMPBELL&ASSOCIATES(EB 730 N WALDO ROAD 4188) ROSE INC(EB 4198) 4181) GAINESVILLE,FL 32601- SCIENCES INC 0 HARTFORD HWY INC 5700 SW 34TH ST i BOX 6568 3525 N COURTENAY PKY#1 JORDAN,JONES&GOULDING,INC.(EB P 0 BOX 14288 THAN,AL 36301-3302 MERRITT ISLND,FL 32953.8102 5397) GAINFSVILJE,FL 32608-S367 2000 CLEARVIEW AVE#200 STIDHAM AND ASSOCIATES INC(EB JOHN R TOSCANO,INC(EB 4351) ATLANTA,GA 30340-2100 KEAST&HOOD CO(EB 2165) 1 2751 NE 9TH ST 400 MARKET ST N MONROE STREET POMPANO BEACH,FL 330624236 JOSEPH E GAUDET&ASSOCIATES(EB PHILADELPHIA,PA 19106.2513 LLAHASSEE,FL 32301- 3915) JOHN SEARCY&ASSOCIATES,INC(EB INC KEELER-WEBB ASSOCIATES,INC(EB WALTER RESEARCH CORP.(EB 5400) 4805) THE PIERS AT PENNS LNDG#5 5246) 019TH ST N 6015 MORROW ST E PHILADELPHIA,PA 19106.1421 9830 BAUER DR#200 PETERSBURG,FL 33716.3704 POST OFFICE BOX 24803 [ APOLIS,IN 462$0,772„ JACKSONVILLE,FL 32217-2125 JOSEPH R LORING&ASSOC INC(EB h- MOBILITY SERVICES INC(EB 3795) 2770) Ol HARWIN DR#115 JOHN TALBERT d ASSOCIATES INC(ED 1 PENNSYLVANIA PLATA OSTON,TX 77036-1611 2236) NEW YORK,NY 10119- 6 248 N FRONT ST f ENTERPRISES OF THE(EB 4875) WILMINGTON,NC 28401-3920 JOSEPH ROLES AND ASSOC INC(EB 3948) 'ASURE COAST INC 1208 N UNIVERSITY DR UTH FIA PRO.LAND SURVEYORS JOHN WARE&ASSOCIATES,INC(EB 4692) PLANTATION,PL 33322.4724 KEHLER ENGINEERING ASSOC,INC(EB 4694) l JENSEN BEACH BLVD NSEN BEACH,FL 34957- 455 E PACES FERRY RD NE#334 JOYNER ENGINEERING SERVICES(EB 6813-A SW 81ST ST ATLANTA,GA 30305-3320 5061) MIAMI,FL 33143.7707 f I ENGINEERING CORPORATION(EB 7821 CORONET LN 1) JOHN ZIMMERMAN CONSULTANTS INC PENSACOLA,FL 325144560 KEITH&SCHNARS INC-LAKELAND(EB 00 GEORGIA AVE#H-51 (EB 5561) 3102) EST PALM BCH,FL 33405-1470 555 S FEDERAL HWY SUITE 210 JUAN R.MARTINEZ&ASSOC INC(EB DIVISION BOCA RATON,FL 33432.- 1751) 2525 DRAKE FIELD RD#7 IN A CARPENTER&ASSOC,P.C.(EB 8500 W FLAGL.ER ST#105 LAKELAND,FL 33811-1360 7) JOHNSON&ALBRECHT CO.(EB 295) MIAMI,FL 33144-2043 17 CHURCH STREET 705 COURT'ST KEITH d SCHNARS INC-STUART DIV(EB !\SHVILLE,TN 37203- CL EARWATER,FL 34616-5507 JULIAN C JOHNSON P E(EB 1241) 225) 4812 W EUCLID AVE 141 FLAGI.ER AVE IN A GRANT JR INC(EB 50) JOHNSON&STOVER INC(EB 4718) TAMPA,FL 33629-8226 STUART,FL 34994.2139 i33 N FEDERAL HWY 1256 PARK ST SCA RATON.FL 33431.6003 STOUGHTON,MA 02072-3745 JULIUS LEES CONS ENGINEERS PA(EB KEITH&SCHNARS P A(EB 1337) 5606) 6500 N ANDREWS AVE RN B SMITH ENGINEERS INC(EB 1688) JOHNSON ENGINEERING,INC(EB 642) 1221 MYSTIC WAY FT LAUDERDALE,FL 33309-2132 i NE 3RD AVE 2158 JOHNSON ST WEST PALM BCH,FL 33414- T LAUDERDALE,FL 33301-3234 P O BOX 1550 KEI LER,MARCHIGIANI d WOLFMAN(EB FORT MYERS,FL 33901-3408 JUNGBRANNEN ASSOCIATES,INC.(EB 4673) ON B WEBB&ASSOCIATES INC(EB 54)5) 8720 GEORGIA AVE 3 JOHNSON-FREY DESIGN GROUP INC(EB 177 MILK ST SILVER SPRING,MD 209103602 119 MAGUIRE 13LVD#150 5499) BOSTON,MA 02109-3404 RLANDO,FL 32803-3725 304-A S BLVD KELLEY ENGINEERING INC(EB 4231) NEW PT RICHEY,FL 34652- JUSTICE CENTER JOINT VENTURE(EB 4131 NW 13TH ST#224 HN C BRENDLA&ASSOCIATES(EB 760) 5230) GAINESVILLE,FL 32609-1863 JOHNSON-PREWITC&ASSOC,INC(EB 111 RIVERSIDE AVE C 1042) JACKSONVILLE,FL 322021921 KENNEDY CONSULTING SERVICE(EB HS 82ND AVE 850 W VENTURA AVE 5047) INELJAS PARK,FL 34665-1716 CLEWISTON,FL 334403410 JW BUCKHOLZ TRAFFIC ENGIN,INC(EB DIV OF COLLEY CORP 5181) 414 MARY AVE iRN C LANDON d ASSOCIATES INC(EB JOHNSONICREEKMORE/FABRE(FB 3066) 1 SAN JOSE PL#24 P O BOX K 96) CONSULTING ENGINEERS JACKSONVILLE,FL 32257-7572 NEW SMYRNA BC,FL 32168-6726 122 US HIGHWAY 19 S 119 E GREGORY 5T 'ALM HARBOR,FL 34684-3723 PENSACOLAFL 32501.4971 K d R ENGINEERS&CONSTRUCTORS(EB KENNEDY ENGINEERING INC(EB 1988) 5065) 3005 26TH ST W#D IHN E MEEKS,PROF ASSOCIATION(EB JOHNSON,HERNANDEZ ASSOC INC(EB INC BRADENTON,FL 34205-3739 14) 4290) 222 CHURCH ST#201 !6 CORAL CENTER 8510 NW 56TH ST#200 SUITE KENNEDY,LYNCH d ASSOCIATES(EB MIA MITE 5 MI,FL 33166-3329 KISSIMMEE,FL 34741-5004 5474) T LAUDERDALE,FL 33306 2027 MANATEE AVE W#A JOHNSTON'S ENGINEERS,INC(EB 966) K S ROGERS CONSULTING ENGINEER(EB BRADENTON,FL 34205-5836 )HN FRITH ASSOCIATES INC(EB 5273) 900 SHADY LN 3681) 1920 GOLDLEAF ST KISSIMMEE,FL 34744-4970 INC KENNETH BALK d ASSOCIATES INC(EB DRLANDO,FL 32811-5344 1495 FOREST HILL BLVD 4353) JONES&HENRY ENGINEERS,INC.(EB CENTRE PLACE PROFESSIONAL PARK 1066 EXECUTIVE PARKWAY DR#200 )HN J KASSNER d CO,INC(EB 1220) 4809) SUITE F SAINT LOUIS,MO 63141.6340 5 OHIO DR 2000 W CENTRAL AVE WEST PALM BCH,FL 334066073 LAKE SUCCESS,NY 11042-1111 TOLEDO,OH 43606-3946 K425 BEACON &ASSOCIATES INC(EB 4897) K.Y.T.(EB 5557) 44425 BEACON CIR#201 311N J RUSKAI,P E INC(EB 5424) JONES d RATCLIFF INCORPORATED(EB 4340 S HOPKINS AVE#43 WEST PALM BCH,FL 33407-3271 7181 COLLEGE PKY#40 4168) TITUSVILLE,FL 32780 FORT MYERS,FL 33907-5641 1117 N PALAFOX ST IGLSSINCER&SHEPARD ENGINEBRIN(EB PENSACOLA.FL 32501-2607 KAN MENTA&ASSOCIATES,INC(EB 3911) 3111) DON M ARRIBAS&ASSOC INC(EB 4530) PO BOX 3033 2500 VISTA LN JONES ARCHITECT'S-ENGINEERS INC(EB 145 SEVIL.IA AVE CLARKSVIL LE,TN 37043.3033 MIAMI,FL 331565746 1324) CORAL GABLES,FL 33134-60M PO BOX 540166 KESSLER d GEHMAN ASSOCIATES(EB ORLANDO,FL 32854-0166 KBC CONSULTANTS INC(EB 3576) 640) 4711 SW 72ND AVE INC MIAMI,FL 33155.4517 1511 NW 6TH ST 273 GAINESVILLE,FL 326014019 No. ENGINEERS—Consulting (Continued) (CI-Civil,EI-Electrical,Me-Mechanical,SI-Site,St-Soil&Foundation,St-Structural) Harpster Engineering&Surveying,Inc.(Ci)..436 N.Grandview Ave.,Daytona Beach,FI.32118. . . 904-253-3241 r Harris,Steven E.(Me)..2273 Lakewood Dr.,Nokomis,FI.34275 . . . . . . . . . Fax 941-966-5014 941-966-4122 a. Hart,Harold,&Assocs.,Inc.(EI)..4201 Gray St.,Tampa,Fl.33609 . . . . . . . Fax 813-287-5704 813-287-2719 k'•. Hartman&Assocs.,Inc.(Ci)..550 Balmoral Cir.,N.,Jacksonville,FI.32218 . . Fax 904-751-3161 904-751-3159 Haszlakiewicz,Marian(St)..5051 Kestrai Park Dr.,Sarasota,FI.34232 . . . . . Fax 941-924-0899 941-924-0899 N Haywood,Arthur,Engineering(St)..4479 Millwood Ln.,Tallahassee,FI.32312 . . . . . . . . . . . . . 850-893-2444 ` Heath Engrg.,Inc.(Me)..2607,Azeele St,,.Tampa,Fl.33609, . . _,, „ . Fax 813-870-1788 813-879-6349 Hedgecock,Craig R.(Ci)..27 N.W.48th Blvd.,Gainesville,Fl.32607 . . . . . . . . . . . . . . . . . . . 352-377-9928 $ Hedj Engineering(Ci)..1487 2nd St.,Sarasota,FI.34236. . . . . . . . . . . . . . Fax 941-954-5645 941-955-9948 Heidt&Assocs.,Inc.(Ci)..2212 Swann Ave.,Tampa,Fl.33606. . . . . . . . . . Fax 813-253-2478 813-253 5311 Heinzman Engineering(Ci)..2919 Case Ave.,Bradenton,FI.34207 . . . . . . . . . . . . . . . . . . . . 941-758-6169 Halle Engineering Corporation(Ci,Si)..9058 Fryland Rd.,Orlando,FI.32817. . . . . . . . . . . . . . . 407-657-4530 Hellmuth,Obata&Kassabaum,Inc.(EI,Me)..1 Tampa City Center,Ste.3000,Tampa,FI.33602 . . 813-229-0300 Heiman,Hurley,Charvat,Peacock,Inc...222 W.Maitland Blvd.,Maitland,FI.32751 Fax 407-628-3269 407-644-2656 Henderson&Bodwell(Ci)..10353 Orangewood Blvd.,Orlando,FI.32821. . . . Fax 407-351-4075 407-351.1727 Henderson Engineering,Inc.(Ci)..3501 S.Main St.,Ste. 1,Gainesville,Fl.32601 Fax 352-372-3373 352-371.9778 v Hensley,R.A.,&Assocs.(EI)..7257 N.W.Fort Blvd.,Gainesville,Fl.32607 . . Fax 352-331-3953 352-331-3953 Hentschel Engineering,Inc.(0). P.O.Box 2656,Brandon,Fl.33509 . . . . . . Fax 813-948-8019 813-654-8495 Hilborn,Werner,Carter&Assocs.(Ci)..1627 S.Myrtle Ave.,Clearwater,FI.33756 Fax 727-585.2392 727-584.8151 i, Hiler,Neal,Engineering,Inc.(Ci,Si)..1415 West State Rd.434,Longwood,Fl.32750 Fax 407-339-8020 407-339-8001 o Hill,Boring,Dunn&Associates,Inc.(Ci)..7950 Belfort Pkwy.,Ste.1600,Jacksonville,Fl.32256. Fax 904-281-0971 904-281.1121 Hiller Elec.Engineering,Inc.(EI)..1000 Winderley PI.,Apt.123,Maitland,FI.32751. Fax 561-451-4886 407-275-1566 Hines,Hartman&Assocs.(Me,EI)..114 E.5th Ave.,Tallahassee,FI.32303 . . . . . . . . . . . . . . . 850-224-7922 Hodge Consulting Engrs.,Inc.(Ci,EI,Me)..1674 N.W.19th Lane,Gainesville,Fl.32605 Fax 352-374-8099 352-374-8099 Holas,Frank,&Assocs.(Me)..P.O.Box 23656,Jacksonville,FI.32241 . . . . . Fax 904-262-8160 904-268-0148 Holder Engineering Corp.(Ci,Si). P.O.Box 161726,Altamonte Springs,Fl.32716 Fax 407-689-8499 407-889-2917 Hole-Montes&Assocs.(Ci)..2100 S.Tamiami Trl.,Venice,FI.34293 . . . . . . Fax 941-492-2161 941-492-2450 Hollis Engineering,Inc.(Ci)..605 E.Robinson St.,Ste.450,Orlando,Fl.32801 . Fax 407-841-9149 407-422-1118 s' Honeycut&Assoc.,Inc.(Ci)..605 S.Palm Ave.,Titusville,FI.32796. . . . . . . Fax 407-269-7847 407-267-6233 s Hood,William,&Assocs.,Inc.(Ci)..8411 Bay Meadows Way,Jacksonville,FI.32256 . . . . . . . . . 904-733-4575 Hough Engineering,Inc.(Ci):.928 14th St.,W.,Bradenton,A.34205 . . . . . . Fax 941-747-4072 941-747-4838 Houghton,Steven M.,Inc.(Ci)..6516 Superior Ave.,Sarasota,FI.34231 . . . . Fax 941-927-0833 941-927-0834 Howse&Associates(Ci)..1008 Pennsylvania Ave.,Saint Cloud,FI.34769. . . Fax 407-892-9351 407-892-9350 Howse,Ron(Ci)..7 E.17th St.,Saint Cloud,FI.34769 . . . . . . . . . . . . . . . Fax 407-957-1019 407-957-3308 Hoyle,Tanner&Assocs.,Inc.(Ci)..3452 Lake Lynda Dr.,Ste.151,Orlando,Fl.32817 Fax 407-380-1830 407-380-1919 ?, { Hubbard Assn.,Inc.,The(CI,EI,Me,St)..3110 Spring Glen Rd.,Jacksonville,FI.32207. Fax 904-346-5412 904-398-4667 Hugenschmidt,Robert J.(Ci)..P.O.Box 17431,Tampa,Fl.33682 . . . . . . . . Fax 813-961-5839 813-968-1081 Hulsberg,Jeffrey K.(Ci)..3015 Hartley Rd.,Jacksonville,FI,32257. . . . . . . . Fax 904-260-4367 904-886-2401 i' Huston,Jerry C.(0)..6326 W.Holiday St.,Homosassa,Fl.34446 . . . . . . . . Fax 352-628-1191 352-628-6350 Hydrotech,Inc.(Ci)..P.O.Box 249,Newberry,FI.32669 . . . . . . . . . . . . . . . . . . . . . . . . . . . 352-472-4097 ICF Kaiser Engineers,Inc.(0)..2200 Lucien Way,Ste.150,Maitland,FI.32751 Fax 407-660-0250 407-660.1719 ICF Kaiser Engineers,Inc.(Ci,Me)..5808 Breckenridge Pkwy.,Tampa,FI.33610 Fax 813-246-5919 813-246.9522 ILA Engrg.Co.,Inc.(Ci,St,Me,EI)..5105 Pine Top PI.,Orlando,Fl.32819 . . . Fax 407-876-0885 407-876-5900 IMDC Corp.(EI,Me)..1350 N.Orange Ave.,Ste.200,Winter Park,Fl.327,89. . . . . . . . . . . . . . . 407.645-4049 Industrial Electric Testing,Inc.(EI)..11321 W.Distribution Ave.,Jacksonville,FI.32256 Fax 904-260-0737 904-260.8378 ' Ingley,Campbell,Moses&Assocs.,Inc.(Me)..904 S.Main St.,Gainesville,FI.32601 Fax 352-372-0186 352-372-1911 International Engrg.Consultants,Inc.(Ci)..5740 Old Cheney Hwy.,Orlando,FI.32807 Fax 407-281-1790 407-281-1775 ( Intl.Engrg.Svc.Design Group,Inc.(St)..7200 Lake Ellenor Dr.,Orlando,FI.32809 . . . . . . . . . . 407-858-9520 International Engineers(Ci)..4422 Pine Tree Rd.,Lynn Haven,FI.32444. . . . . . . . . . . . . . . . . 850-265-3705 t Interplan Practice Ltd.(Ci)..933 Lee Rd,Ste.120,Orlando,FI.32810 . . . . . . . . . . . . . . . . . . . 407-645-5008 Inwood Consulting Engrs.,Inc.(Ci)..3504 Lake Lynda Dr.,Ste.365,Orlando,Fl.32817. Fax 407-273-3662 407-273-3661' r, e Ivey Engineering(Me)..4503 Irvington Ave.,Ste.7,Jacksonville,FI.32210. . . Fax 904-388-7979 904-388-6611 Ivey,Harris&Walls,Inc.(Ci,EI,Me,Si,St)..631 S.Orlando Ave.,Ste.200,Winter Park,Fl.32789. Fax 407-629-7883 407-629-8880 y JMI Engineers,Inc.(St)..1424 Piedmont Dr.,E.,Tallahassee,FI.32312. . . . . Fax 850-385-3545 850-385-7450 l J&M Testing Lab,Inc.(Sf)..1308 Breakyard Rd.,Chipley,FI.32428 . . . . . . . . . . . . . . . . . . . 850-638-1506 1 JZH Engineering,Inc.(Ci)..8018 Degas Ct.,Jacksonville,FI.32277 . . . . . . . Fax 904-744-0043 904-744.2983 I Jacobs Engineering Group,Inc.(Ci,Me,St)..P.O.Box 2008,Lakeland,FI.33806 Fax 863-665-5323 863-665-1511 Jadav,Manhar K.(Ci,St,Si)..33549 Overton Dr.,Leesburg,FI.34788 . . . . . . Fax 352-323-3331 352-323-3330 I Jenkins,Thomas E.,&Associates(Ci)..1414 Virginia Ave.,Lynn Haven,FI.32444 Fax 850-265-8997 850-265.3224 F Johnson,Frey,Turzak Group,Inc.(St)..6216 Grand Blvd.,New Port Richey,FI.34652 . . . . . . . . 727-848-2921 I 1: Johnson,G.L.,Co.,Inc.(EI)..13824 Walsingham Rd.,Largo,FI.33774. . . . . . . . . . . . . . . . . . 727-596-2029 f Johnson,John B.(Ci)..349 Cypress Landing Dr.,Longwood,Fl.32779 . . . . . Fax 407-330-9515 407-788.3418 f Johnson,S.,Consultants,Inc.(Ci)..6501 Arlington Expwy.,Jacksonville,FI.32211 Fax 904-721-8464 904-721-1888 f Johnston's Engineers,Inc.(Ci)..900 Shady Ln.,Kissimmee,FI.34744. . . .•.. Fax 407-847-6140 407-847-2179 Jones,Edmunds&Assocs.,Inc.(0)..324 S.Hyde Park Ave.,Tampa,Fl.33606 Fax 813-254-6860 813-258-0703 . Ct ' Jones,Edmunds&Associates,Inc.(Ci,Me)..730 N.E.Waldo Rd.,Bldg.A,Gainesville,FI.32641 : . 352-377.5821 h Jones,James E.,&Assocs.(St)..1211 N.Westshore Blvd.,Tampa,FI.33607. Fax 813-289-8293 813-289.4101 & Jones&Pellicer,Inc.(Ci,Si)..906 Anastasia Blvd.,Ste.A,Saint Augustine,Fl.32084 . . . . . 904.824-6115 Joshi,N.H.,&Assocs.(Ci,St,EI,Me)..6317 Arlington Rd.,Jacksonville,FI.32211 . . . . . . . . . . . . 904-743-1481 & June Engineering Consultants,Inc.(Ci)..71 E.Church St.,Ste.200,Orlando,FI.32801 . . . . . . . . 407-839-6000 h KCI Technologies,Inc...5650 Breckenridge Pk.Dr.,Tampa,FI.33610. . . . . . Fax 813-740-0158 813-740-2300 N KEM Engrs.,Inc.(Ci,Me,Sf,St,Si,EI)..556 Central Ave.,Saint Petersburg,FI.33701 Fax 727-896-8662 727-894-4668 N KLG Paige,Inc.(EI,Me)..950 S.Winter Park Dr.,Casselberry,FI.32707 . . . . Fax 407-830-6836 407-830-6622 N ° KTD Consulting Engrs.,Inc.(Me,EI)..430 E.Semoran Blvd.,Ste.202,Casselberry,FI.32707 . . . . 407-834-7900 IVN K 2 ENGINEERING,INC. (See our adv page 354) 7804'U.S.Hwy.301 S.,Riverview,FI.33569 . . . . . . . . . . . . . . . . . Fax 813-677-9340 813-677-0706 N Kashmiry&Assocs.,Inc.(EI)..8777 San Jose Blvd.,Ste.401,Jacksonville,Fl.32217 Fax 904-739-2333 904-739-2000 N Keen En a in Inc: CI 9263 Count Rd.417,Live Oak;FI.32060 04-362-4781 N "'Mis'ter, .W.,&Assocs.,Ind TCtSty�rheHtflrrte3f31dt ,`J' tsrS 32201/ max $ 0 Keith&Schnars(Ci)..2525 Drane Field Rd.,Lakeland,FI.33811 . . . . . . . . . Fax 863-646-3378 863-646-4771 N 360 Search online! www.thebiuebook.com �r s' Enter 1 to have fixtures automatically installed, enter 2 if not. YOUR SELECTION PLEASE ? 1 PAGE 1 OF 1 MCFADDEN A. NEWELL PROJECT: BESTWESTCORRIDOR CONSULTING ENGINEER JACKSONVILLE, FLORIDA DATE: 02-29-2000 ESD INC. LIGHTING PROGRAM DESIGNER: McFAN <*I"B$e Jr-47L c2 ROOM WIDTH HCC CCR PC PCC FIXTURE NO. FIX REQD. DESIGNATION LENGTH HRC RCR PW PFC FIX DESCRIPTION FIX INST. DESIGN F.C. AREA HFC FCR PF LLF C.U. PFC MULT. ACT F.C. CORRIDOR 5.00 0.00 0.00 80 80 22 2 .99 226.00 7.70 7 .87 50 20 0.5X4 2F32 PLVR CO 3.00 5 1, 130.00 0.30 0.31 20 99 32 1.0 5.02 PRESS ANY KEY TO CONTINUE: 1�1aP Enter 1 to have fixtures automatically installed, enter 2 if not. YOUR SELECTION PLEASE ? 1 PAGE 1 OF 1 MCFADDEN A. NEWELL PROJECT: BESTWESTCORRIDOR CONSULTINv ENGINEER JACKSONVILLE, FLORIDA DATE: 02-29-2000 ESD INC. LIGHTING PROGRAM DESIGNER: McFAN ROOM WIDTH HCC CCR PC PCC FIXTURE NO. FIX REQD. DESIGNATION LENGTH HRC RCR PW PFC FIX DESCRIPTION FIX INST. DESIGN F.C. AREA HFC FCR PF LLF C.U. PFC MULT. ACT F.C. CORRIDOR 5.00 0.00 0.00 80 80 22 2 .99 226.00 7 .70 7 .87 50 20 0.5X4 2F32 PLVR CO 3.00 5 1, 130.00 0.30 0.31 20 99 32 1.0 5.02 PRESS ANY KEY TO CONTINUE: Enter 1 to have fixtures automatically installed, enter 2 if not. YOUR SELECTION PLEASE ? 1 PAGE 1 OF 1 t �ZNADEEM ZEBOUNI, P.E. Tel: (904)285-9890 Fax:(904)273-4254 April 12, 2000 Mr. Don Ford, Building Official Atlantic Beach Building Department City Hall 800 Seminole Road Atlantic Beach, Florida 32233-5445 Re: Best Western Motel 2389 Mayport Road Atlantic Beach, Florida Dear Mr. Ford: Using the truss gravity load reactions indicated on the roof truss shop drawings, I made a cursory review of the foundation plan you furnished me. As you requested, the emphasis was on the perimeter and interior footings shown in typical sections A/S2-20 and B/S2-20, consecutively. Follows are my comments and recommendations: • The soil report dated March 2, 2000 by Universal Engineering Sciences( Project No. 90434-001-01 and Report No. 03538) is a result of their preliminary investigations which were performed prior to determining the locations of the building, pond and pavement. Insure that the recommendations in Section 5.6 are implemented and request from UES to review the plans to determine if additional borings are required to submit their final recommendations and conclusions. • Even though the 2500 PSF allowable net bearing capacity under the perimeter thickened slab is not exceeded, request from the Engineer of Record to consider adding mild reinforcement with a standard hook, at equal spacing,to prevent potential cracking of the slab at the point where the slab starts to thicken. • In Section 5.3.2 Foundation Size of the Preliminary Recommendations by UES states that the minimum size of a continuous footing is 18 inches, even though the soil bearing pressure may not be achieved. The interior thickened slab is only 12 inches wide.4Also, request from the Engineer of Record calculations to demonstrate that the net soil bearing pressure does not exceed 2500 PSF in areas of load concentrations, such as on both sides of the lobby along the northern corridor wall • Comply with the recommendations for floor slab construction under Section 5.3.6 of the UES report. 200 EXECUTIVE WAY, SUITE 216 • PONTE VEDRA BEACH, FLORIDA 32082 • E-MAIL:NZebouni@aoi.com • To prevent differential displacement of the ends of the roof trusses where they meet over the center of the corridor, request from the Engineer of Record to provide you with a detail to join the ends of the tru s. If yo av any questions or require further assistance, please let me know. in N. Z bouni, P.E. NG :tjv APR-23-00 WED 21 : 17 KEEN ENGINEERING 904 3624757 P. 02 KEEN ENGINEERING 8t SURVEYING, INC. 9263 COUNTY ROAD 417 LIVE OAK,FLORIDA 32060 904/362-4787 Mr.Don Ford City of Atlantic Beach 800 Seminole Road �. Atlantic Beach,I'L:32233-5445 RE: BEST WESTERN MOTEL Buddingand ening ATLANTIC BEAM Dear Mr.Ford; The following items or clarifications are in response to your letter of April 20,2000. 1. The soil report#03538 by Universal Engineering Sciences will be followed during the construction of the motel Including Section 5.6. 2. No other reinforcement will be required where the slab thickens. 3. The interior bell footings are 12 inches wide at the bottom and are more than adequate as designed with an approximate loading of 936 psf at the party walls between rooms and 1,257 psf at the corridor walls.The bell footings will remain as on the submitted plans. 4. See attached calculations and item#3 response above. 5. There are no heavy loads in the motel other than on the footings.The 4"thick concrete stab is adequate.Also the report was based on a three-story motel and not the two story to be built. The soil consultant was assuming an approximate 50%increase over the actual design.Also these are recommendations only by the soil consultant with no calculations performed on their part. 6. A Simpson A35F framing anchor or a 2 x 4 x 16"long can be fastened at the joint line in the bottom chord of the truss.If a 2 x 4 is used,center on the joint and nail with a minimum of(3) 16d nails on each side of joint. 7. The lights on top of the columns at the pool with be a minimum of 51-8"above the surface/edge of the pool.The V-6"dimension is in error. 8. Fire sprinkler drawings will be submitted and certified by the fire sprinkler company/consultant. 9. The doors to housekeeping and guest laundry rooms will be 1-hour type B doors. It additional information or clarification is required,please advise. Sincerely; Curtis E.Keen copy:MCMC N 3 d" bwat[beb.doe r CITY OF ATLANTIC BEACH Fixture Unic Worksheet for Wacer Impact Fee FIXTURE UNITS ARE ESTABLISHED AS T:iE ?!EASURE:iENT OF WAT'R OZ"aND FIR EAC3 WATER FIXTURE UNIT INSTALLED AND CONNECTED TO TiiE C_7Y ,;AT7-R SYS^!. ME WATER SUP?LY CIIL_RGE IS HEREBY FI:CED AT :N i tiTY DOL:.�F.S PER FIXTURE UNIT CONNECTED TO THE CIT': WATER SYSTE2!. _BATHROC+( GROUP CONSISTI:HG OF SERV_CE S_�IK TRAP STAND WATER CLOSET. L,VATORY & BATH (8) j TUE OR SHOWER STALL (6) �� t WA:ER C:,OSE_ «, WATT CLOSET. ARK OPERATE:) (4) VALVE 0 F E kTsD (2) _3Aid?'JE/5HOU-ER (2) URINAL WALL L:? (») SHCWE'R GROUP PER HEkD (3) e_GGR DR.a::; (:} w SHOWE3 STALL DOMESTIC (2) LAUNDRY LaVATflRY (:) C0:'3::iATI ON S:NK A. 21 T _ WASHING MACHINE (3) ? PCT, SC;,7Ea': DISH'iASHiE.R (2) :ASH SINK EAC: SET G FAuC :C (2) YITC!lE:H SI?tX (Z) DE'HT:L. LAVATORY (i) LI7C3SZH7. WIB WASTE DE.'HTAL UNIT OR CUSPIDOR (!) GRI?iD EY (3) 3IDE7 (L) UR:NAL STALL, WASHGU: FLIISxZ2{G x;:i SINX (8) CO2'.BI:IA7__ON A.ND TRAY W:T- FOCI) OLSPOS. (4) URINAL, MESTAL, SY?!30N JET DRINKING FOUNTAIN (1/Z} BLOWOUT (2) LAVATORY. 3kuEj/3EAU7Y ZCE YAKER SHOP (2) SURGZ'ONS SINK (3) LAVATORY, SURGEONS (�} JACUZZI (2) " URINAL STALL, WASHOUT (4) TOTAL FIXiVRE UNITS 1 $Z0 _ { .00 EA(m JOB IRFOR"ATI ON ERS �� MA`/dad{q- QQ _ ! 1j�sT WF s i FQN i'IpTrs c ApR-25-00 WED 21 :17 KEEN ENGINEERING 904 3624787 11. 03 KEEN ENGINEERING & SURVEYING, INC. Boa '8--r..$r-- ZZZ SHEET No. F Or! 9263 COUNTY ROAD 417 CALCULATED BY� DATE LIVE OAK, FLORIDA 32060 CHECKED BY DATE (904) 362-4787 SCALE rni ,, i... . .. . .,.. . �. .. .�. . .g �V ..�` ' i i. i .. .�... .i..... �. .. .t City 'Ott ' an 1c C'�1Ci1; All 0 0 .. � .. > / y.. ..j. .. .. ✓ani nii�g.�. j j.j. -�;/� `' .�'/'�� . .��9.�' �� .�,.� ,fix../�'•..�'.'' . �.'�� .. . � ` �.�. :.�L/v.��iz��L..�.�,�. ..: .V.i.�J;...r;r�!.rr..�^ .!��i..,J�'.,.� t ,., t .. ' .. � .. �:•.�a./...i .. Ca�c� •Rs :PAF . . .. , .D.. s.rac .-. .. �..; . . oQ :,. .... .. St . t .. t .. . .. , . ... . . :1 . 0-4 ....... j. j. j. i. .j. ... i. .. ; .. .;.... .;_ . .y. ..:.... ...... y. i.., a. . j. .. j. , ,;. Tcs..S .. .. -..221.x'0..:.OZA . . 3.t. '.. �f. ' ... '= ' 7 . AVZ j..., _.... �/ ' .T� •rte• • '.;:,%; tt • ° Im UNIVERSAL " Da •Jackso Nile Boach ENGINEERING SCIENCES SL Aug attm larm Consu4v In:Goc%chtiical Engineering•Erwvomnentel Science• •Or is WS •OalnssviNs ConWudion Materials 7WkV•7hreehod InWeobn •Fort Mysts •Ror:iIWOQo •Met Pairn Own Ocala .'Tempe March 2, 2000 Mr. Fred Carlo, Jr., Vice President Mote!Construction Management Group 313 Janet Street Valdosta, Georgia 31602 Reference: PROPOSAL FOR CONSTRUCTION MATERIALS TESTING Best Western Hotel S.R. AIA - Mayport, Florida UES Proposal No. 2000)-162 Dear Mr. Carlo, Thank you for the opportunity to submit this Fee Schedule for the construction materials testing services on the above referenced project. This project would be serviced by our local Jacksonville office. We offer the same competitive pricing as in other areas of Florida and Georgia with the ability for immediate response within Northeast Flonda/Southeast Georgia. Since our office performed the geotechnical engineering on this project for Mr. Patidar, we are already familiar with the soil conditions on this site. We are very proud of our ability to provide professional attd efficient construction materials testing. Our fleet of technicians are fully equipped to perform the full-range of soil, concrete and asphalt testing in the field. We would enjoy being able to provide you with construction materials testing services on this or any other projects you may have. If there is any additional information you might need; please do not hesitate to call. We look forward to talking with you to discuss how we can help you on any of your future projects. Respectfully submitted, UNIVERSAL ENGINEERING SCIENCES u to Ma� Sid T. Howell Ss Project Coordinator/ Construction Services Manager Business Development SM;STHImmi 6950 Phillips Highway, Suite 1 e Jacksonville, Florida 32215 - (9o4) 286-0757 • FAX (904) 296-0748 Mar-02-00 05:45A UNIVERSAL ENGINEERING SCIENCES, INC. Construction Materials Testing & Inspection Services Best Western Hotel S.R.AIA - Mayport, Florida UES Proposal No, 2000.)-152 March 2, 2000 SOIL,AND EARTHWORK In-place Density Test, Soil or Limerock(4 tests minimum per trip), each . . . . . . . . . . . . . . . . . . . $ 18.00 Limerock Thickness Check in Conjunction with Density Test, each . . . . . . . . . . . . . . . . . . . . . . $ 5.00 Laboratory proctor Compaction Test(ASTM a 698 or D 1557), each . . . . . . . . . . . . . . . . . . . . $ 65.00 LBR or CBR Test, each . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . $160.00 Gradation Test,each . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . $ 20.00 Sample Pickup(proctors, LBRs,etc., if separate trip required). . . . . .. . . . . . . . . . . . . . . . . . . . $ 35.00 CONCRETE AND ASPHALT Concrete Sampling (including Sampling up to 3 Cylinders, Pickup, Storage at UES Laboratory and Testing), per set . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . $ 52.00 Each Cylinder Sampled in Excess of 3 per set. . . . . . . . . . . . . . . . . . . . . . . , , . . . . . .$ 10.00 For Air Content Test or Unit Weight Test, each . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .$ 10.00 Compressive Strength Test of Cylinders made by others, including reserves, each . . . . . . . . . . . $ 10.00 One man with equipment for concrete or asphalt coring, per hour , . . . . . . . . . . . . . . . . . . . . . . . $ 4200. Compressive Strength Test of concrete cores, each . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .$ 10.00 Marshall Stability Test of Asphalt (3 Pill), each . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . , . $ 65.00 Extraction and Gradation Test of Asphalt, each _ . . . . . . . . . . . . . . . . . . . , . . . . . . . , . . . . . . . $160.00 Density and Thickness of Asphalt Core, each. . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . $ 9.50 Sample Pickup(contractor made cyls., bulk asphalt samples, etc., it separate trip required). . . . $ 35.00 STRUCTURAL STEEL Visual Weld and Bolt Torque Inspection (Minimum 4 hours per trip), per hour. . . . . $ 40.00 Ultrasonic Testing (Minimum 4 hours per trip), per hour . . . . . . . . . . . . . . . . . . . . . . . . . . . . $ 55.00 Magnetic Particle Testing (Minimum 4 hours per trip),per hour . . . . . . . . . . . . . . . . . . . . . . $ 55.00 Liquid Dye Penetrant Testing (Minimum 4 hours per trip), per hour . . . . . . . . . . . . . . . . . . $ 55.00 BASIS OF COSTS.AND STANDBY,TIME The field testing rates are based on standby time at job sate, after arrival, of 15 minutes or less. Standby time in excess of 15 minutes at the job site will be invoiced at$30,00.1tour, computed to the nearest 1/4 hour. Tests performed before 7:00 A.M.,after 5:30 P.M., on weekends and holidays will be invoiced at listed rates multiplied by 1.25. raEOTECHNICAUMATERIALS ENGINEERING & TECHNICIAN SERVICES Engineering Consultation Services may be provided for evaluation of construction problems when requested. Staff Engineer, per hour . . . . . $ 50.00 Senior Engineer, P.E., per hour, . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . $ 75.00 Engineering Technician, per hour(2 hour minimum per trip) . . . . . . . . . . . . . . . . . . . . . . . . . . $ 30.00 Senior Engineering Technician, per hour(2 hour minimum per trip). . . . . . . . . . . . . . . . . . . . . $ 38.00 Travel Charges(Round Trip) . . . . . . . . . N-'C FOR OTHER SERVICES,PLEASE CONTACT 3USIE MARKLAND OR SID HOWELL SO4-286-0757 rear—ue—uU Ut3:45A UNIVERSAL ENGINEERING SCIENCES, INC. WORK AUTHORIZATION 1 PROPOSAL ACCEPTANCE FORM Unlversal Engineering ScIances,Ino (UES)Is pleased 10 prmide the services described below.The purpose,of this document is to describe the terns under whim the services will be prevt0W and to obtain forma!authorization. PROJECT NAME: Best Western Hotel Unit Fee Schedule-construction Materials Testing PROJECT LOCATION: S.R.AIA - Mayport, Florida CLIENT NAME: Mr_ Fred Carlo,Jr_,Vice President Date: March 2, 2000 Mote!Construction h4anaRement Group CLIENT ADDRESS: 313 ,Janet Street Phone No.: 912-244-8737 Valdosta, Georgia 31802 Fax No.: 912-244-5225 I. Scope of Services and Understanding of Project (See attached proposal or as indicated below) As Shown on UES Proposal No. 2000)-152 (attached) It. Contract Docwnerrts. The foilu mng documents form part of this Agreement and are incorporated hereln by referral: A. UES General Conditions 2, UES Proposal Dated: Mar:h 2. C. Plana,reports,spocificeWris and other docurrerits provided by the Client prior to illi*Agreement date. D. Other exhibits marked and described as follows, in the event of am/inconsistency or conflie,em*V the Contract Documents,the provision in the Contract Dooument first listed above shall govern. 111. Authority to proceed and for payrnent, fro be completed by Client) If the Invoice is to be mailed for approval to someone other then the account charged.phase indicate whore below: Sooal Security Number or Firm Federal Identification No. Address: Attention- Tgie: IN WITNESS WHEREOF,the parties have Caused this agreement to be executed by their duly"twized representatives CLIENT UNIVERSAL ENGINEERINCZSCIENCE3 BY(Signature) BY(Signature) ) Q TYPED NAME TYPED NAME Su"Markland TITLE TITLE Protect Coordirstor r eusiness art _ DATE. BATE; k4rch 2,2t70rJ RETURN EXECUTED COPIES TO UNIVERSAL ENGINEERIt+IG SCIENCES $950 PHILLIPS HIGHWAY.SURE 1,JACKSOWLLE,FLORIDA 32216 TELEPHONE-111104-29647671 FAX: UM496-07e8 UNIVERSAL ENGINEERING SCIENCES P.SELIMIMMY GEOTE,CH.d1.CALEXPLORATIO.N Proposed Hotel S.R. A 1 Mayport, Florida UES Project No. 90434-001-01 UES Report No. 03538 January 29, 1999 Prepared for. Mr. Kirit Patidar 907 North Patterson Avenue Douglas, Georgia 31533 Prepared by. UNIVERSAL ENGINEERING SCIENCES 6950 Phillips Highway, Suite One Jacksonville, Florida 32216 Phone (904) 296-0757 Fax (904) 296-0748 CONSULTANTS: Geotechnical Engineering • Environmental Sciences • Construction Materials Testing • Threshold Inspection OFF7CES: Daytona Beach - Jacksonville - DeBary - St.Augustine - Orlando Gainesville • Fort Myers - Rockledge • West Palm Beach • Ocala - Tampa rrar-uc-uu urs:4bA ...... UNIVERSAL MOM In: •Ja�kaonWils ENGINEERING SCIENCES ;64',1x+. Consultants In:Geotechnical Enginewing•EnAOnawnhl Sciemgss- •ONlndc Ccn*1ructbn Malwiels Testing•Thre&hW Inspeotbn •Fon Wyersvim Fort M .Flod"dw •West Pain Beech .OOala •Tan" January 29, 1999 Mr. Kirit Patidar 907 North Patterson Avenue Douglas, Georgia 31533 Subject: REPORT OF PRELIMINARY GEOTECHNICAL EXPLORATION Proposed Hotel SR AIA, Mayport, Florida UES Project No. 90434-001-01 and Report No. 03538 Dear Mr. Patidar: Universal Engineering Sciences has completed a preliminary geotechnical exploration for the proposed hotel facility on S.R. A1A in Mayport, Florida. This report contains the results of our preliminary investigations, an engineering interpretation of these with respect to the project characteristics described to us, and recommendations for groundwater control, foundation design, pavements, retention pond considerations and site preparation. A summary of our findings is as follows, • The borings generally encountered a thin, surficial layer of topsoil underlain by very loose to medium dense sand, sand with silt and sand with clay to the terminaticr, depth of the borings at 25 feet below the existing grade. Stabilized groundwater levels were measured at depths ranging between 5 to 7 feet below existing grade. • We have preliminarily recommended the proposed structure be supported on conventional, shallow spread foundations with an allowable soil bearing pressure of 2,500 pounds per square foot. This bearing capacity assumes the reccmmendatiens presented in Section 5.6 are followed. • Pavements should be designed as a function of the anticipated traffic loadings. We have recommended using a three-layer flexible pavement section consisting of stabilized subgrade, limerock course and a surface course in the proposed parking and drive areas or using a rigid pavement section. • At the time of this report the locations of the building, pond and pavement areas had not been determined. Therefore, once final structure locations become available, we recommend that UES review the plans to determine if additional borings need 6950 Phillips Highway, Suite 1 • Jacksonville, Florida 32216 • (904) 296-0757 • FAX (904) 296-0748 ® Mar-02-00 08:46A P'O7 to be performed. 0 We recommend only, normal, good practice site preparation techniques to prepare the existing subgrade to support the proposed structure and pavement areas. We appreciate this opportunity to be of service as your geotechnical consultant on this phase of the project and look forward to providing the materials testing and observation that will be required during the construction phase. If you have any questions or if we may be of any further service, please contact us. Respectfully submitted, UNIVERSAL ENGINEERING SCIENCES Lesli M. Lewis, P.E. Jeffrey S. Pruett, P.E. Project Engineer Branch Manager P.E. Number 50047 P.E. Number 50775 LML/JSP/amg Mar-02-00 08:46A P•O8 TABLE OF CONTENTS 1.0 PROJECT INFORMATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 1.1 Site Location and Description . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 1.2 Project Description . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 1.3 Purpose . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 2.0 FIELD EXPLORATION 2 2.1 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . , . . . . . . . . . . . . . 2 2.2 SPT Borings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 3.0 LABORATORY INVESTIGATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 4.0 GENERAL SUBSURFACE CONDITIONS . . . . . . . . . . . . . . . . . . . . . . . . 2 4.1 General Soil Profile . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . , . . 2 4.2 Groundwater Level . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 4.3 Normal Season High Groundwater Level . . . . . . . . . . . . . . . . . . . . . . 3 4.4 Review of Soil Survey Map . . . . . . . . . . 3 5.0 RECOMMENDATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 5.1 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 5.2 Groundwater Control . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 5.3 Building Foundation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 5.4 Pavements . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 5.5 Retention Pond Considerations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 5.6 Site Preparation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11 5.7 Construction Related Services . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 6.0 REPORT LIMITATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 APPENDIX A - SOIL.BORING DATA APPENDIX B - IMPORTANT INFQRMATION ABOJT .Y._OUR GEOTECHNICAL ENGINEERING REP= Mar-02-00 08:46A r.v� UES Project No.90434-001-01 UES Report No,03538 Januery29, 1999 1.0 PROJECT 1NE9AMT14.M 1.1 Site Location and Description The site for the proposed hotel facility is located on S.R. A1A in Mayport, Florida. The subject property is heavily wooded and undeveloped, Adjacent properties are generally either wooded and undeveloped or developed with commercial or municipal facilities. 1.2 Project Description We were provided with a plan which shows the existing adjacent roads and the boundaries of the subject property. We understand this project consists of constructing a three-story building with adjacent pond and pavement areas. It is assumed the structure will not require more than three feet of fill and will be supported on shallow foundations with maximum loads as follows: Wall loads: 5 kips per liner foot. Column Loads. 100 kips Floor Loads: 100 pounds per square foot If actual building loads or fill heights vary from these conditions, then the recommendations in this report may need to be re-evaluated. Any changes in these conditions should be provided so the need for re-evaluation of our recommendations can be assessed. 1.3 Purpose The purposes of this investigation were: • to investigate the general subsurface conditions at the site; • to interpret and review the subsurface conditions with respect to the proposed construction; and ; • to provide preliminary geotechnical engineering recommendations for groundwater control, foundation design, pavement and retention pond design, and site preparation. Our investigation was confined to the zone of soil likely to be stressed by the proposed construction. Our work did not address the potential for surface expression of deep geological conditions. This evaluation requires a more extensive range of field services than performed in this study. We will be pleased to conduct an investigation to evaluate the probable effect of the regional geology upon the proposed construction, if you desire. 1 UES Project No.90434.001-01 UES Report No. 03538 January 29, 1999 2.0 FIR DEXPL4RAT ON 2.1 General A field exploration was performed on January 20, 1999. The borings were randomly performed across the subject property. The locations were determined in the field by our personnel using taped measurements from existing roadways and should be considered accurate only to the degree implied by the method of measurement used. The locations of the soil borings are presented in Appendix A: Boring Location Plan. Samples of the soils encountered will be held in our laboratory for your inspection for 60 days unless we are notified otherwise. 2.2 SPT Borings To explore the general subsurface conditions within the site, we located and performed six Standard Penetration Test (SPT) borings, drilled to depths of approximately 6 to 25 feet below the existing ground surface in general accordance with the methodology outlined in ASTM D 1586. A summary of this field procedure is included in Appendix A. Split-spoon soil samples recovered during performance of the borings were visually classified in the field and representative portions of the samples were transported to our laboratory for further evaluation. 3.0 LABORATORY INVESTIGATION Representative soil samples obtained during our field exploration were visually classified in our laboratory by a geotechnical engineer. The classifications were conducted in general accordance with ATM D 2488 (Unified Soil Classification System). 4.0 GENERA SUBSURFACE CONDITIONS 4.1 General Soil Profile, A graphical presentation of the generalized subsurface conditions are included in Appendix A on the Boring Logs. The following table summarizes the soil conditions encountered. 2 UES Project No.90434-001.01 UES Report No,03538 January 29, 1999 TABLE 1 GENERAL SOIL PROFILE Typical Depth From To Soil Description USC' 0 0.5 Dark Gray Sand with Sill and Roots(topsoil) SP-SM 0.5 25 Very Loose to Medium Dense Brown or Gray Sand, Sand SP:SP-SM; with Silt or Clay SP-SC ' Unified Soil Classification 4.2 Groundwater Level Stabilized groundwater levels, where encountered, were recorded at depths from 5 to 7 feet below ground surface at the time of drilling. It should be noted the borings were performed following a period of low rainfall. In addition, it should be anticipated the groundwater level will fluctuate due to seasonal climatic variations, surface water runoff patters, construct on operations, and other interrelated factors. 4.3 Normal Seasonal High Groundwater Level The normal seasonal high groundwater level typically occurs in the August-September period at the end of the rainy season. The seasonal high groundwater level is affected by a number of factors. The drainage characteristics of the soils, the land surface elevation, relief points such as drainage ditches, lakes, rivers, swamp areas, etc., and distance to relief points are some of the more important factors influencing the seasonal high groundwater level. Based on our interpretation of the site conditions including the boring logs and Duval County Soil Survey, we estimate the normal seasonal high groundwater level at the site to be approximately 2 feet above the levels measured during our field operations resulting in groundwater levels ranging from 3 to 5 feet below existing grade. It is possible that higher groundwater levels may exceed the estimated normal seasonal high groundwater level as a result of significant or prolonged rains. Design for normal seasonal high groundwater conditions instead of the extreme conditions generally is more appropriate. 4.4 Review Of Soil Survey Map Based on the 1978 Soil Survey for Duval County, Florida, as prepared by the U.S. Department of Agriculture Soil Conservation Service, the type at the site are identified primarily as Cornelia fine sand and Leon fine sand. Table 2 below summarizes the characteristics of these soil series obtained from the soil survey: 3 UES Project No.90434.001-01 UES Report No, 03536 January 29, 1999 TABLE 2 SUMMARY OF SOIL SURVEY INFORMATION Soil Type Drainage Permeability Seasonal High (in/hr) Groundwater (feQt) Comelie Excessively Drained 0.6 to 20 >6 Leon Po2U Drained 0,6 to 20 1 5.0 PREL IMINARY.RECOMMENDATION3 5.1 General The following recommendations are made based upon a review of the attached soil test data, our understanding of the proposed construction, and experience with similar projects and subsurface conditions. If the structural loadings change significantly from those discussed previously, we request the opportunity to review and possibly amend our recommendations with respect to those changes. As previously mentioned, once final building, pavement and pond locations become available, UES should review the plans to determine if additional borings or recommendations are needed. In this section of the report, we present our preliminary recommendations for groundwater control, building, pavements, site preparation, and construction related services. 5.2 Groundwater Control As previously mentioned, it is our opinion the water levels may rise to within 2 feet above the measured levels. The existing groundwater table depths at each boring location appear in Appendix A: Boring Logs. We recommend positive drainage be established and maintained on the site during construction. We further recommend permanent measures be constructed to maintain positive drainage from the site throughout the life of the project. We recommend all foundation and pavement grade designs incorporate the seasonal high groundwater conditions. 5.3 Building Foundations 5.3.1 Bearing Pressure The maximum allowable net soil bearing pressure for use in shallow foundation design should not exceed 2,500 psf. Net bearing pressure is defined as the soil bearing pressure at the foundation bearing level in excess of the natural overburden pressure at that level. The foundations should be designed based on the maximum load which could be imposed by all loading conditions. 4 UES Project No.90434-001-01 UES Report No,03538 January 29, 1999 5.3.2 Eoundaha --Sita The minimum widths recommended for any isolated column footings and continuous wall footings are 24 inches and 18 inches, respectively. Even though the maximum allowable soil bearing pressure may not be achieved, these width recommendations should control the size of the foundations. 5.3.3 Bearing D—eWh The exterior foundations should bear at a depth of at least 12 inches below the exterior final grades and the interior foundations should bear at a depth of at least 12 inches below the finish floor elevation to provide confinement to the bearing level soils. It is recommended that stormwater be diverted away from the building exterior to reduce the possibility of erosion beneath the exterior footings. 5.3.4 Bearing Mategaj The foundations may bear in either the compacted suitable natural soils or compacted structural fill. The bearing level soils, after compaction, should exhibit densities equivalent to 95 percent of the Modified Proctor maximum dry density (ASTM D 1557)to a depth of at least two feet below the foundation bearing levels. 5.3.5 Settlement Estimates Post-construction settlement of the structure will be influenced by several interrelated factors, such as (1) subsurface stratification and strength/compressibility characteristics; (2)footing size, bearing level, applied loads, and resulting bearing pressures beneath the foundations; and (3) site preparation and earthwork construction techniques used by the contractor. Our settlement estimates for the structure are based on the use of site preparationlearthwork construction techniques as recommended in Section 5.6 of this report. Any deviation from these recommendations could result in an increase in the estimated post-construction.settlements of the structure. Due to the sandy nature of the near-surface soils, we expect the majority of settlement to occur in an elastic manner and fairly rapidly during construction. Using the recommended maximum bearing pressure, the assumed maximum structural loads and the field and laboratory test data which we have correlated to geotechnical strength and compressibility characteristics of the subsurface soils, we estimate that total settlements of the structure could be on the order of one inch or less. Differential settlements result from differences in applied bearing pressures and variations in the compressibility characteristics of the subsurface soils. Because of the general uniformity of the subsurface conditions and the recommended site preparation and earthwork construction techniques outlined in Section 5.6, we anticipate that differential 5 ti�ar-uc-uu urs: 5csa UES Project No. 90434-001.0 VES Report No.03538 January 29, 1999 settlements of the structure should be within tolerable magnitudes (less than one-half inch). 5.3.6 FLQQL,5labs After completing the site preparation procedures outlined in this report, the soils underlying the building areas should be suitable for slab-on-grade support. We recommend a minimum thickness of 6 inches be maintained for the concrete floor slab where heavy loads are anticipated, such as in storage areas. In lightly loaded pedestrian walk areas, we recommend a minimum thickness of 4 inches be maintained. Also, it is recommended the floor slab bearing soils be covered with an impervious membrane to reduce moisture entry and floor dampness. A 6-mil thick plastic membrane is commonly used for this purpose. Care should be exercised not to tear large sections of the membrane during placement of reinforcing steel and concrete. 5.4 Pavements 5.4.1 Genal A rigid or flexible pavement section could be used on this project. Flexible pavement combines the strength and durability of several layer components to produce an appropriate and cost-effective combination of available construction materials. We have provided a flexible pavement section with a 20-year design life. Concrete pavement has. the advantage of the ability to"bridge" over isolated soft areas, and it typically has a longer service life than asphalt pavement. disadvantages of rigid pavement include an initial higher cost and more difficult patching of distressed areas than occurs with flexible pavement. 5.4.2 Flexible {�ttl Payemeitt Because traffic loadings are commonly unavailable, we have generalized our flexible pavement design into two groups. The group descriptions and the recommended component thicknesses are presented in Table 3: Pavement Component Recommendations. The structural numbers in Table 3 are based on a structural number analysis with the stated estimated daily traffic volume for a 20-year placement design life. 6 Mar-02-00 08: 52A P-02 UES Project No.90434-001-01 UES Report No.03538 January2g, 1999 TABLE 3 Flexible Pavement Component Recommendations ComponentThickness(inches Structural Stabilized Base Surface Traffic Group Number Sub rade Course Course Parking lots and driveways- 2.7 12 6 1-5 -light duty Parking lots and driveways- 3.2 12 8 2 11 110--avy di Illy I Parking lots and driveways -light duty: 1,000 cars and light panel and pickup trucks per day, (average gross weight of 4,000 pounds), two tractor-trailer trucks per week(H-20 loading),and two trash trucks per week(46,000 pound gross weight) Parking lots and driveways-heavy duty: Driveways and access pavements; twenty 18-wheel tractor-trailer trucks per day(H-20 loading) Stabilized Subarade After it is stripped of grass and organics, the exposed subgrade should be compacted in place according to the requirements in the"Site Preparation"section of this report. Further, beneath the Iimerock base course, the subgrade materials should be stabilized to a minimum Limerock Bearing Ratio (LBR) of 40 percent or Florida Bearing Value (FBV)of 75 psi,as specified by Florida Department of Transportation (FDOT)requirements for Type B Stabilized Subgrade. The stabilized subgrade should be compacted to 98% of the Modified Proctor maximum dry density (ASTM D 1557). The primary function of stabilized subgrade beneath the base course is to provide a stable and firm subgrade so that the Iimerock can be properly and uniformly placed. Depending upon the soil type, the subgrade material may have sufficient stability to provide the needed support without additional stabilizing material. Generally sands with silt or clay should have sufficient stability and may not require additional stabilizing material. Universal Engineering Sciences should review the soils exposed on the finish grades in order to evaluate whether or not additional stabilization will be required beneath base course. 42se course We recommend the base course be Iimerock. Limerock should have a minimum LBR of 100 percent and should be mined from an FDOT approved source Place Iimerock in maximum 6-inch lifts and compact each lift to a minimum density of 95 percent of the 7 Mar-02-00 08: 53A P-UJ UES Project No.90434.001.01 UES Report No.03538 January 29, 1999 Modified Proctor maximum dry density. Perform compliance testing for limerock to a depth of one foot at a frequency of one test per 10,000 square feet, or at a minimum of two test locations, whichever is greater. Surface Course In light duty areas where there is occasional truck traffic, but primarily passenger cars, we recommend using an asphaltic concrete, FDOT Type S-III, which has a minimum stability of 1,500 pounds. Asphaltic concrete mixes should be a current FDOT approved design of the materials actually used. Test samples of the materials delivered to the project to verify that the aggregate gradation and asphalt content satisfies the mix design requirements. Compact the asphalt to a minimum of 95 percent of the Marshall design density. After placement and field compaction, the wearing surface should be cored to evaluate material thickness and to perform laboratory densities. Obtain cores at frequencies of at least one core per 3,000 square feet of placed pavement or a minimum of two cores per day's production. in parking lots, far extended life expectancy of the surface course,we recommend applying a coal tar emulsion sealer at least six months after placement of the surface course. The seal coat will help to patch cracks and voids, and protect the surface from damaging ultraviolet light and automobile liquid spillage. Please note that applying the seal coat prior to six months after placement may hinder the"curing"of the surface course, leading to its early deterioration.. 5.4.3 Rigid (CQncre e)Pavement As a concrete pavement subgrade, we recommend using the existing surficial sands or recommend clean fine sand fill (SP), densified to at least 95 percent of Modified Proctor test maximum dry density(ASTM D 1557)without additional stabilization, with the following stipulations: 1. Subgrade soils must be densified to at least 95 percent of Modified Proctor test maximum dry density(ASTM D 1557)for a depth of at least 2 feet, or the full depth of fill, whichever is greater, prior to placement of concrete. 2. The surface of the subgrade soils must be smooth, and any disturbances or wheel rutting corrected prior to placement of concrete. 3. The subgrade soils must be moistened prior to placement of concrete. 8 Mar-02-00 08: 53A P-O4 UES project No.90434-001-01 UES Report No.03538 January 29, 1999 4. Concrete pavement thickness should be uniform throughout, with exception to the thickened edges (curb or footing). We recommend using the design shown in the following table for standard duty concrete pavements (total equivalent of 18-kip single-axle loads of 14,600 pounds). TABLE 4 Concrete Pavement Recommendations STANDARD DUTY UNREINFORCED CONCRETE PAVEMENT Minimum Pavement Thickness Maximum Control Joint Spacing Minimum Sawcut Depth 5 incites 10 Feet x 10 Feet 1.1/4 Inches Our recommended design for heavy duty concrete pavement (total equivalent of 18-kip single-axle loads of 51,100 pounds) is shown in.the table below. TABLE 3 Concrete Pavement Recommendations HEAVY DUTY UNREINFORCED CONCRETE PAVEMENT Minimum Maximum Control Minimum Pavement Thickness Joint Spacing Sawcut Depth 6 Inches 14 Feet x 14 Feet 1-3/4 Inches As an alternate heavy duty pavement section where frequent heavy duty loading is anticipated (total equivalent of 18-kip single-axle loads of 335,800 pounds), the thickness of the concrete should be increased to 7 inches, as shown. TABLE 6 Concrete Pavement Recommendations ALTERNATE HEAVY DUTY JUNREINFORCEDI NCRETE PAVEMENT Minimum Maximum Control Minimum Pavement Thickness Joint Spacing Sawcut Depth 7 Inches 14 Feet x 14 Feet 1 1-3/4 Inches We recommend using concrete with a minimum 28-day flexural strength (modulus of rupture) of at least 600 pounds per square inch. Layout of the sawcut control Joints should form square panels, and the depth of sawcut joints should be at least 1/4 of the concrete slab thickness. We recommend allowing Universal to review and comment on the final concrete pavement design, including section and joint details (type of joints, joint spacing, etc.), prior to the 9 nar-uc-vu uts: 5,�fa r.va UES Project No. W434-001-01 UES Report No.03538 January 29, 1999 start of construction. For further details on concrete pavement construction, please reference the "Guide to Jointing of Non-Reinforced Concrete Pavements" published by the Florida Concrete and Products Association, Inc., and "Building Quality Concrete Parking Areas", published by the Portland Cement Association. 5.4.4 Effects of.Groundwater One of the most critical influences on the pavement performance in Northeast Florida is the relationship between the pavement subgrade and the seasonal high groundwater level. Many roadways and parking areas have been destroyed as a result of deterioration of the base and the base/surface course bond. We recommend the seasonal high groundwater and the bottom of the base course or concrete pavement be separated by at least 18 inches. 5.4.5 Curbing We recommend that curbing around the landscaped sections adjacent to the parking lots and driveways be constructed with full-depth curb sections. Using extruded curb sections which lie directly on top of the final asphalt level, or eliminating the curbing entirely, can allow migration of irrigation water from the landscape areas to the interface between the asphalt and the base. This migration often causes separation of the wearing surface from the base and subsequent rippling and pavement deterioration. 5.4.6 Construction Traffic Light duty roadways and incomplete pavement sections will not perform satisfactorily under construction traffic loadings. We recommend that construction traffic (construction equipment, concrete trucks, sod trucks, garbage trucks, dump trucks, etc.) be re-routed away from these roadways or that the pavement section be designed for these loadings_ 5.5 Retention Pond Considerations 5.5.1 Borrow Suitability The borings were planned, in part, to provide an indication of the suitability of excavated soils from the proposed pond as suitable fill soil. Based on the boring results and classification of the soil samples, the sands (SP) and sand with silts (SP-SM) would be considered suitable for use as structural fill. The sands with clay (SP-SC) could also be used as structural but will more difficult to compact due to its sensitivity to moisture. it should be anticipated approximately 12 inches of the soil will contain small amounts of organic material (topsoil) and should be considered unsuitable as structural fill, but could be used in landscape berms. 10 rear-uc-uu its: ass+ ' " UES Project No.90434.001-01 UES Report No.03538 January 29, 1999 It should be anticipated the soils in the proposed pond area that are below the groundwater level will have moisture contents in excess of the Modified Proctor optimum moisture content and will require stockpiling or spreading to bring the moisture content within 2 percent of the soil's optimum moisture content corresponding to the required degree of compaction. 5.6 Preliminary Site Preparation Recommendations We recommend normal, good practice site preparation procedures. These procedures include: stripping the site of vegetation, backfilling to grade with engineered fill and compacting the subgrade. A more detailed synopsis of this work is as follows: 1. Prior to construction, the location of existing underground utility lines within the construction area should be established. Provisions should then be made to relocate interfering utilities to appropriate locations_. It should be noted that if underground pipes are not properly removed or plugged, they may serve as conduits for subsurface erosion which may subsequently lead to excessive settlement of overlying structures. 2. Strip the proposed construction limits of all grass, roots, topsoil and other deleterious materials within and 5 feet beyond the perimeter of the proposed building and to within and 3 feet beyond the perimeter of the proposed paved areas. Expect clearing and grubbing to depths of approximately 6 to 12 inches across most of the site. 3. A dewatering system is not anticipated to be required for this project However,the site should be graded to direct surface water runoff from the construction area. 4. Proof-roll the subgrade with a heavily loaded, rubber-tired vehicle under the observation of a Universal Engineering Sciences geotechnical engineer or his representative. Proof-rolling will help locate any zones of especially loose or soft soils not encountered in the soil test borings. Then undercut, or otherwise treat these zones as recommended by the engineer. 5. Compact the subgrade from the surface by a heavy weight vibratory roller(a 10-ton roller,static weight)until you obtain a minimum density of 95 percent of the Modified Proctor maximum dry density (ASTM 0-1557), to a depth of 2 feet below the base of the foundations In the building limits. The 12 inches of soil directly beneath the pavement base should be compacted to 98 percent of the- Modified Proctor Maximum Dry Density. Due to the relatively deep groundwater levels at the subject site, moisture may need to be added to the soils in order to achieve the required compaction. 11 UES Project No. 50434-001-01 UES Report No.03538 January 29, 1999 Care should be exercised to avoid damaging any nearby structures while the compaction operation is underway. Prior to commencing compaction, occupants of adjacent structures should be notified and the existing conditions of the structures be documented with photographs and survey (if deemed necessary). Compaction should cease if deemed detrimental to adjacent structures and Universal Engineering Sciences should be contacted immediately. It is recommended the vibratory roller remain a minimum of 50 feet from existing structures. Within this zone, use of a bulldozer or a vibratory roller operating in the static mode is recommended. Should the bearing level soils experience pumping and soil strength loss during the compaction operations, compaction work should be immediately terminated and (1) the disturbed soils removed and backfilled with dry structural ill soils which are then compacted, or(2) the excess moisture content within the disturbed soils allowed to dissipate before recompacting. 6. Test the subgrade for compaction at a frequency of not less than one test per 2,500 square feet per foot of fill depth, 7. Place fill material, as required. The fail should consist of"clean:"fine sand with less than 5 percent soil fines. You may use fill materials with soil fires between 5 and 10 percent, but strict moisture control may be required. Place fill in uniform 10- to 12-inch loose lifts and compact each lift to a minimum density of 95 percent of the Modified Proctor maximum dry density. The last 12 inches of fill beneath the parking areas should be compacted to 98% of the Modified Proctor maximum dry density. Stabilize this zone with limerock as provided in Section 5.4.2, unless a final review of the finish grades indicate a stable soil is present. 8. Perform compliance tests within the fill at a frequency of not less than one test per 2,500 square feet per lift in the building area, or at a minimum of two test locations, whichever is greater. In paved areas, perform compliance tests at a frequency of not less than one test per 10,000 square feet per lift, or at a minimum of two test locations, whichever,is greater. 9. Test all footing cuts for compaction to a depth of 2 feet. Additionally, we recommend you test one out of every four column footings, and one test per every 200 lineal feet of wall footing. 5,7 Construction Related Services We recommend the owner retain Universal Engineering Sciences to perform construction materials tests and observations on this project. Field tests and observations include verification of foundation and pavement subgrades by performing quality assurance tests on the placement of compacted structural fill and pavement courses. We can also provide concrete testing, pavement section testing, structural steel testing, and general 12 Mar-UZ-UU 05: 55A f'•va UES Project No.90434.001-01 UES Report No.03538 January 29, 1999 construction observation services. The geotechnical engineering design does not end with the advertisement of the construction documents. The design is an on-going process throughout construction, Because of our familiarity with the site conditions and the intent of the engineering design, we are most qualified to address problems that might arise during construction in a timely and cost-effective manner. 6.0 LIMITAT O During the early stages of most construction projects, geotechnical issues not addressed in this report may arise. Because of the natural limitations inherent in working with the subsurface, it is not possible for a geotechnical engineer to predict and address all possible problems. An Association of Engineering Firms Practicing in the Geosciences (ASFE) publication, "Important Information About Your Geotechnical Engineering Report' appears in Appendix B, and will help explain the nature of geotechnical issues. Further, we present documents in Appendix. B: Constraints and Restrictions, to bring to your attention the potential concerns and the basic limitations of a typical geotechnical report. 13 I I APPENDIX A SOIL BORING METHODOLOGY Mar--02-00 08: 55A P. 10 iii GEOTECHNICAL EXPLORATION PROPOSED HOTEL MAYPORT, FLORIDA BORING LOCATION PLAN UNIVERSAL 01-30.99 1 LMI. 01.30 ELRING_ V-50, nmr.rsi Nn. 904.34-001 01 1 firpuml'40 uj!.7ju A 1 ig UNIVERSAL. ENGINEERING SCIENCES F'KUJFCTNO.: bUAi4ODt.p1 BORING LOG RCPCIRI'NO.: 71558 93 PACE: A•2 PROJECT: PROPOSED MOTEL bORING DESIGNATION, 131 ^MfacT: 1 of 1 MAYpQRTROAD SECTION: TOWNSHIP RANUe MAYPORT,HDR10A CLIENT: KEITH PATIDAR G S.ELEVATION(If) OATS,^,TARTEC: 1170199 LOCATION: SEE F1UISING LOCATION PLAN WATER TABLE(fl); 58 DATE FINISH11:0 1/20199 REMARKS: DATE OF READING: 012DM DRILLED EY UES CST.W.S'W.T.(it) TYPE OF SAMPLING. ASTM 1)15106 S S A BLOWS N I Y ATTCROERG DEPTH M M 200 bk" LMITS K RORC. PER 6' (BLOWS: W T OESCRIPTION T, (FT.} Il1CREMEN'1 f 1 ) j O (° 1?y} ,Art CONT. E L ! LL F'I 1 (�� i Very loom.dark brawn SAND with Silt and Roots Ji x$!14 TOPSOIL) Very 100-50 tO I006.Bahl gray SAND(SP) 4 2-3 5 1i Loose t0 rhodium d0mse brown.SAND with Silt (Sp-SM) 1 IX 1 ► 4-4.5 9 ` 5 j 3-a-a t, 4 I 10 1 _.� 2 5 7 12 I � j Mediumdens brown SAND with(Idly(Ftp:�C} ! j I 15 / 8.11 10 11I I I I k I 1I Loose light gray.SANc] 1' �p 1 3-7 10 � i z I i I V I/' s ri 11. 20 2S I __... m � —VL—VV VOI .70N • [PAAGE: FCT NO. 90434-n01-01 UNIVERSAL ENGINEERING SCIENCES - - BORING LOG RTNO.: 03bsa A•J PRO.ItCt. PROPOSED HOTEL 60I41NGDCSIGNATIUN BZ MICET: 1 of 1 MAYPORT ROAD SECTION I OVYNN)IP ItANCC: MAYPORT,FLORIDA CI IFN I KEITH PATIGAR G S.ELFVATIMN(h): nATC STARTED: 112M9 LOCATION. SEE BORIN:i LOCATION PLAN WATF12 TABLE(ft): 7.0 DATE FINISHED 1120:'g REMARKS. DATE OF READING 01120/99 rRILLCD BY: tics EST.UV S.W T.(h). TYPE OF SAMPLINC: As 1 M n 15813 S I ° nTTCRBERC:.I A BLOWS P PER Nt�WY 200 M<: LMiT: K CIRC. DEPTH R 6" 1(tiLsW.T.t H I DE" K1 CR!PTN ,/o) ( (F1+ CONT (FT) P INCHtWNT l 1'7.) ( ( �) -----i L'. DA Y) i (%) C � I pl 0 — Very Iom dark txown SANT with Silt and Roots - - \LSP-SM,TOPSOIL) { t' 1-0-0 D Very loose to l0aee light gray SAND(SP) 1-1-3 ^ i I i ; s i once to medium dons,brvrvn SAND with Silt 3-4-4 t4 f j:1 (SP-SM1 �i 3-3-3 I i; 1 i I 2•3.3 L; 11 6 12 15 I 27 I I I• I I� I I I 15 14-13.14 I 27 I .III I I I I l l I 7 L.oase brown SANG with Clay(SF'•SC) • { �. I � ` r -4 j 2-3-4 I uj I r 1 I ' � 1 Medium dense light gray SANG(SPj j rl 1'10 -VG-VV VO: pOH PROJECT NO 90430-MI-01 UNIVERSAL ENGINEERING SCIENCES 29 HE PORT NO.: 73538 BORING LOG - PAGE: A-4 PROJECT PROPOsrn HOTEL BOUNG DEMNA11rNv B3 -HELT 1 of 1 MAYPORT HC)AD SECTION TOWNSHIP RANGE MAYPORT,ELUR1I3A CI TENTKFITI,PATIDAR G^.ELEVATION(11)• GATE S i ARTEG: 1170109 LOCATION, *EE BORING 1 OCIATION PLAN WATER WILE(R). d.9 LAI F FINISHED: 1120199 REM4RKS. DATE OF READING:, 01120:94 DRILLED HY uF. EST W.9!N.T.(R): TYPE OF-SAIAMINC': ASTM I)1586 5 S + A BLOWS Ni Y ATTERHERG CEPTH M I I M S 200 , M11K I LIMITS K v',NT IFT.1 P PERK" (GLOWS! WT 8 i DE„CRIr+11I?N (/) ('�) (FT.' G�.NT. C INCREMENT i FT) 8 Ll PI DAY) %) i 0 — " Wry toose oa*brown SAND wdn Silt anti Roots i �I � I :. �1SP-SM:TQPS31Ll J� I11 I Very looso to loose tght play SANO(SP) FY AAV 1•0-0 U Loo"brown SAND vdth SA 2 33 6 i trI I S v 4s J i I i 1^ • k I' I Deme brown SAN with SIH(SP-,^,M;HARDPAN; I Modium.dense brown SAND w1h SIN jt -3 15 7 it-il 21 I r I � I MRdjI1FT1 dense light y:.y SAND(SP) 2CS � 2-5-0 W I n � , 1 L25 3.10.8 111 Mar-02-00 08: 57A t PROJEC.1 NO: 90434 001-01 UNIVERSAL ENGINEERING SCIENCES - 93 RtFORT NO: 03S.38 BORING LOG PAC.r. ' A-$ PROJECT: rRoHOscD!4O'EL EORING DESIUNATiON: B4 s)1EE1. 9 Of 1 MAYHORTROAD SFCTION: TOWNSHIP: RANGE MAYPORT,FLORIDA CLICNT: KEITH PATIDAR G.S ELEVATION(N): UA IF.r,TARTEU, 1/1,0144 LOCATION WC DORING LOCA I ION PLAN WATER TABLE(H) 6.6 DATE FIN15HED: 1120199 REMARKS DATE OF READING; 0112010 13RILLED BY UFS EST.WS W.T.(ft): Tyi,+of SAMPLING: A61 M D 150b + + S S Y ATI � OEPTH IM rER6- +(MLOWWIW.T I M DESCRIPTION 200 IK URC, LIMIT, IFT.i I CONT, (FT.) ;P INCRtMFNT, t T.) Q 0,L) ('<1 i.— I ..P! DAY) I ('A) E I L Very 70015E dark W—L, SANE)WHn Silt and Rcotr. ` Very kxise to IoosC light gray SAND f.SP) i I 100 0 5 ! 1 Loose to medium dense brown SANG with SA (SP-SM) 697 15 ; + i J 4-4.4 ! y I 1 3.2.? 4 I l I ,-14 7 I . .� I Dense brown SAND wYth S It(UP-SM;HARDPAN) I i X' I Medium dente brrwn SANG wih Silt(SP-SM; 15 -1 TO ?3.17 I 25 I I I i f} I; lITi j � i J + I I i W UNIVERSAL ENGINEERING SCIENCES PROdEC1'NO w434•001.01 _ BORING LOQ kFPOP TNO 03633 PAGE A-6 PHA.IFCT: PROPOSCD HOTEL BORING'DESIGNATION: 135 SHL-Fr 1 of 1 MAYPORT ROAD SECTIt'N. TOWNSHIPRANGE MAYP Our,I`LORIDA CtIFNT' KEITH PATIDAP. GS.lLFVATION(n) DATE SAARTCD: 1120M LOCATION SEE HARING LOCATK)N PLAN WATFR TABLE(R): 5.0 DATE FINIt;NED: 120!49 REMAtiK^,. DATE OF READING ()120190 WILLCO SY; tIFS f57 VV.S.W.T.(II) TYPE or!3AMPLINC ASIMD IC,Bti A I I Y ATIFR15CRC I I DEPTH M GLOWS N M 2ckl Mc LIMITS K C. 11 (FT) p PER 6^ (BLOWSr W.T 8 UrscRIPTION I (rT. CONTL INCRLmF•NT FT.) I O (' ) ; (A) E L LL PI D ,/ �-� `"' `' Vcry!ansa dOr'K brawn SAND w&tt 3ilt snd Pants I � � t! I Y VSP•$M:TC7PSCiL) __ � i T I Very loose to lone light gray SA?Jn(SP) I I i I nose bruwn SAND with Sift(SP-SM) i 3-4-3 i I ( I I 2-3-4 7 . ►,' r 1 1 � I I I I I I I I i I I I I I i I i I j i ki ri I I ur I � rh I j 11{I i t; 1 m UNIVERSAL ENGINEERING SCIENCES PR[t.1ECTNU- 901:34-001.01 BORING LOG RtVt-RT NO.' n3538 a ID I PA,E: A-'f PROJCCT PROPOSED HU ItL BORING OfSIGNATK)N Bfi ',I4EET 1 Of 1 MAYr'OHT ROADF..CTION. TOWN SI IP: RANI r, MAYPOR'I t-IORMA CLIENT: KEITH PATIDAR G.S.EI FVATION(fl) DATC STAHTF.D! 1t20!W LOCAL ION 3EE BUHING LO,ATION PLAN WATER TABLE(11) NE DATE 1-INIS?IEC) 1120199 REMARK", (SATE OF READING: Oif20199 DRLLED NY UES EST W,3.W T.(N): I YPE OF SAMPLING ASTM U Iblt6 S A GLOWS i N Y I ATTERBr K OItC. DEPTH I M PER ti' M -200 AAC 11,41TS (I-T.) W tnlrwS/ w.1 B DESCRIPTION ("ei (FT,i CONT. EINIjXh&AFNT FT.') { r1AY) !%! , LL I -l.l PI Very Iooso dark arcwn:AND with Silt and Rovts t ( 1 I Voty boss to mono Iighl Stay SAND(SP) I 2-3-3 E (3 I 1 Loose to medium dcnsc brown SAND with 31It � I I 5-7-7 14 t' 4-4- �I I I i I I I 4 I I I � I � I i i i I I i I � v 71 I I U a I z I I j N f UNIVERSAL KEY TO BORING LOGS ENGINEERING SCIENCES SYMBOLS UNIFIED CLASSIFICATION SYSTEM MAJOR ONI'MON'S GROUP SYMBOLS i TYPICAL NAMESWeif 2T Number of F710wS of a j OW tn+rltunoaoutug M no lin*stow-s.4 140-fb Weigftl Falling 30 in. I CLEANS Required to Drive Standard GRAVELS Po-4y orwead Wawa one gr..e-none Spoon Onu PoO. SQL{or mon of Gp --tures, Wile or no Ilnde On Y aaQ1e eectlen 4• stsMid/dA ( Sill enWs, VM Welgnt at brill ROBS s No. d Mw GRAVELS Y gavel--coil-411 mrtl�raf e IM TM -111NESO:Yy grovws, growl-lana-clay CG mi-iwas 1 S Thin-Wall Shelby Tube 1 tlr.dis►ur0ad Sampler Used 1 e 1Y411-Wowd elende one Ordway"mall. L= SWCLEAN IIINo a no Mp SANDS SANDS 1f10>< Percent Core Recovery from C 5 Poonr groead !mile and gravelly 1 V l lNre iA�SR7i Ree Rock Care C)riliing Operations of coarse donde, rule o•no rho IYwctldn ponds No. a Now SANDS 5M silly woo. Band-sih -et.rd. l I MRI 1 Semple taken at thiS Ldvel w Lr1NES SC laerey-.mea. fond-dor mivivre- SdmDle Not Taken a! this Level `�°nK Nts, vay Mo vends, reek Mt. Floor, silt or daywy find sends r V WS AK CLAYS l_Jr K cloys ct Iw. a m..lum Change In S;),l trata Loved lima { ' w � bs � Ien. saeY alg %A 50%nwas jY tie•. oo" clove Seasonal High Groundwater e Y i bgdnie site wd orgm%c slty eleyJ Level in el V I «' �.1 low pldstielty Nagana; siq,ifriFKeaYt of ewtom- i Free Groundwater Level {`� R MH laedoas me Sanaa a ata, roaac Jnts I o - v+aewrc donor nlpl/Iseliaity. K SILTS AND CLAYS I w to udyv l.wvd ILnil ore.iw than SOX argank d" of milium ro high 0" 4 aHJlicity _.._... Foot.mud and etnor nigniy FT arpamc sous I } r Baiea on the matet,at passing the �-in. 175 mm? neve. ` RELATIVE DENSITY (sand-silt) Very Loose - LESS Than 4 B1OWS/fit ' PLASTICITY CHART Loose - 4 to 10 Blows/Ft. Medium - 10 to .30 BICwS/Ft. Dense 30 to 30 Blows/Ft so Very Cense - More Tnan 30 811Qws/Ft. 41 eI eo CONSISTENCY Way) Ic 20 / very Soft Less than, 2 Blows/Ft. Soft - 2 to 4 Blows/Ft. 10 Medium - 4 to 8 Blows/Ft. y 4 Stiff - 8 to 15 Blows/Ft. 0 Very Stiff - 13 to 30 8iows/FI. 0 10 20 30 4O 50 80 70 50 AO 100 Hard - Mora Then 30 glows/Ft. UOUID UNIT (LL) fleldExi2ioratio. EmGeduxf Penetration Boring.; The penetration borings were made in general accordance with the latest revision of ASTM D 1586, "Penetration Test and Split-Barrel Sampling of Soils". The borings were advanced by rotary drilling techniques using a circulating bentonite fluid for borehole flushing and stability. At 2 '/ to 5 foot intervals, the drilling tools were removed from the borehole and a split-barrel sampler inserted to the borehole bottom and driven 18 inches into the soil using a 146 pound hammer falling on the average 30 inches per hammer blow. The number of blows for the final 12 inches of penetration is termed the "penetration resistance, blow count, or N-value'. This value is an index to several in-place geotechnical properties of the material tested, such as relative density and Young's Modulus. After driving the sampler 18 inches (or less if in hard rock-like material), the sampler was retrieved from the borehole and representative samples of the material within the split-barrel were placed in glass jars and sealed. After completing the drilling operations, the samples fcr each boring were transported to our laboratory where they were examined by our engineer in order to verify the driller's field classification. i APPENDIX B IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL REPORT i l IMPORTANT INFORMATION „ ABOUT YOUR GEOTECHNICAL ENGINEERING REPORT More construction prnhlom ,are caused by sift,subsu*- technical engineers who then render in opinion about face conditions than may either!actor. As tic.,ublesome as overall subs!uface conditions, thpit likely reaction to subsurface Lw.their frequency and r-xtcnt ;rroposed construction activity,and appropriate founcia- have been lessened considerably in recent years,duc in hon,design F.ven under optimal circumstances actu,,al large measure to programs and r.tblicaticns of ASFE/ conditions may differ from those inferred to exist, The Association of F-ngine Bring;Firms Practicing in because no geotechnical engineer, no matter how the Ge osciences qualified.and no subsurface exrAoration program, no The following suggestions and observations are oftered Mil ttr.r how camnrehensive,can reveal what is hidden by earth. rock and time The actual interface between mate- to help you reduce tf:e geotechnical-related delays, rials-may be tar more gradual or abrupt than a report cost-overruns and other costly headaches that con indicates Actual conditions in ares not sampled may occur during;a construction project. differ Ireirrt preciictions Nothing can tv done to prevent the unanticiputed.but steps can be taken to help minimize their A GEOTECHNICAL ENGINEERING imoact.For this reason, most experienced owners retain their REPORT IS EASED ON A UNiOUE SET tify ih ian consultuntti lhrnugh the construction stage, y idene tify varianc•Ecs,o:c,rduct additional tests which mcey be OF PROJECT-SPECIFIC FACTORS noeded and to re t:c.,mmend solutions toprobje?mn site. A geotechnicei erieirx?e?ring ralxot t is Nist'-d on a suhsur encountered on face exploration plan designed to inccxparate a unklue SUBSURFACE CONDITIONS set of project-specific factors These typic.11iy iri(audt- the general nature of the s-tructure involved,its :ire andf .CAN CHANGE configuration,the location of the, jtri ture!)n Ifie site. and its orientation. fif,ysu:.,l rcmCurnitar,lti urtii,9S Sul)surtace corxlit kms may hr rncxfified by con5tantly- access roads.parking;IUtS.Mid, undierl,,,ound utilities 0mrigiul.,namr;il iorres.B,�k.,iuse a{;ed)iPrhnicai engi- and the Icwea of aduitiom;.tl ri`ik which the elirnt ;jtiSutnc«i nt.ermC repos t is ba,;enl on conditions which existed at by virtue of limitations imposed upon the explor;atcxy tike tune d,kulisurf;u.e exploration,inmtrudion detisiom program.To help avoid costly jwoblem5, consult the ,hnald not be Bused,-n u lootechnicaf engineenno report whose geotechnical engineer to determjr,e how any factors adequacy rray have hee►t affected by time.Speak with the geo- which change subsequerit to the date of the report may advisabi bctor co ti learn if,additjdsn�rl tests are affect its recommerxitatiems. advjsdhle before cpnsrnretidm starts Unless your consulting geotechnical engineer indicates Constructio+i operations at or adjacent to the site and otherwise, your geotechnjcaf engineering report should not natural events such as floods,earthquakes or ground- er used: waiter fluctuations may also affect sulnutfac:e conditions .When the nature of the pro{xosed structure is ar,d, thus, the continuing;adequacy of a geotechnical changed, for example,it an office building will be report. The geotechnical engineer should be kept ' erected instead of a parking garage,or it a reft iger- apprised of any such events,and should be consultd�:lo ated warehouse wilt be built instead of an unre- determine if additional tests are necessary. frigerated one, .when the size or contiguration of the proposed GEOTECHNICAL SERVICES ARE structure is altered. PERFORMED FOR SPECIFIC PURPOSES .when the localmn of orientation of the.projx?seta AND PERSONS structure is modified. •when there is a change of ownership or Geotcchnical engineers reports are.prep;:ired to meet •for application to an adjacent site. the specific needs of specific individuals A report pre- Geotechnical engineers cannot wctpt responsibility for problems p3ted for a consulting civil engineer may not be ade- which may develop if they art not consulted after factors consid- quate for a construction contractor,or even some other erect in their report's develatmfent have changed. consulting civil engineer.Unless indicated otherwise, this report was prepared expressly for the cilent involved and Expressly for purposes indicated by the client Use MOST GEOTECHNICAL "FINDINGS" by any other persons for any purpose.w by the client ARE PROFESSIONAL ESTIMATES for a different purpose,may result in problems No indi- vidual other than the client should apply this report for its Site exploration identifies actual subsurface cond`Tons intended purpose without first conferring,with the geattch oal only at those points where samples are taken.when enperson engineer. No should apply this report for any Purpose they are taken. Data derived throua� sampling and sub- other than that originally contemplated without,first conferrin Sequent laboratory testing are extrapolated by geo- with the geotechnical mginetr r CDNSTRAINTS AND RES.TMCTI'OM WARRANTY Universal Engineering Sciences has prepared this report for our client for his exclusive use, in accordance with generally accepted soil and foundation engineering practices, and makes no other warranty either expressed or implied as to the professional advice provided in the report. UNANTICIPATED SOIL CONDITIONS The analysis and recommendations submitted in this report are based upon the data obtained from soil borings performed at the locations indicated on the Boring Location Plan. This report does not reflect any variations which may occur between these borings. The nature and extent of variations between borings may not become known until excavation begins, If variations appear, we may have to re-evaluate our recommenda- tions after performing on-site observations and noting the characteristics of any variations. CHANGED CONDITIONS We recommend that the specifications for the project require that the contractor immediately notify Universal Engineering Sciences, as well as the owner, when subsurface conditions are encountered that are different from those present in this report. No claim by the contractor for any conditions differing from those anticipated in the pians, specifications, and those found in this report, should be allowed unless the contractor notifies the owner and Ur:iversal Engineering Sciences of such changed conditions. Further, we recommend that all foundation work and site improvements be observed by a representative of Universal Engineering Sciences to monitor field conditions and changes, to verify design assumptions and to evaluate and recommenc any appropriate modifications to this report, MISINTERPRETATION OF SOIL ENGINEERING REPORT Universal Engineering Sciences is responsible for the conclusions and opinions contained within this report based upon the data relating only to the specific project and location discussed herein. If the conclusions or recommendations based upon the data presented are made by others, those conclusions or recommendations are not the responsibility of Universal Engineering Sciences. .-.or -vL-VV V7: 13H F'.V3 CHANGED PAVEMENT LOCATION This report was prepared in order to aid in the evaluation of this project and to assist the architect or engineer in the design of this project. If any changes in the design or location of the pavement as outlined in this report are planned, or if any structures are included or added that are not discussed in the report, the conclusions and recommen- dations contained in this report shall not be considered valid unless the changes are reviewed and the conclusions modified or approved by Universal Engineering Sciences. USE OF REPORT BY BIDDERS Bidders who are examining the report prior to submission of a bid are cautioned that this report was prepared as an aid to the designers of the project and it may affect actual construction operations. Bidders are urged to make their own soil borings, test pits, test caissons or other investigations to determine those conditions that may affect construction operations. Universal Engineering Sciences cannot be responsible for ary interpretations made from this report or the attached boring fogs w1h regard to their adequacy in reflecting subsurface conditions which will affect construction operations, STRATA CHANGES Strata changes are indicated by a definite line on the boring logs which accompany this report. However, the actual change in the ground may be more gradual. Where changes occur between soil samples, the location of the change must necessarily be estimated using all available information and may not be shown at the exact depth. OBSERVATIONS DURING DRILLING Attempts are made to detect and/or identify occurrences during drilling and sampling, such as: water level, boulders, zones of lost circulation, relative ease or resistance to drilling progress, unusual sample recovery, variation of driving resistance, obstructions, etc., however, lack of mention does not preclude their presence. WATER LEVELS Water level readings have been made in the drill holes during drilling and they indicate normally occurring conditions. Water levels may not have been stabilized at the last reading. This data has been reviewed and interpretations made in this report. However, it must be noted that fluctuations in the level of the groundwater may occur due to variations in rainfall, temperature, tides, and other factors not evident at the time measurements were made and reported. Since the probability of such variations is anticipated, design drawings and specifications should accommodate such possibilities and construction planning should be based upon such assumptions of variations. LOCATION OF BURIED OBJECTS All users of this report are cautioned that there was no requirement for Universal Engineering Sciences to attempt to locate any man-made buried objects during the course of this exploration and that no attempt was made by Universal Engineering Sciences to locate any such buried objects. Universal Engineering Sciences cannot be responsible for any buried man-made objects which are subsequently encountered during construction that are not discussed within the text of this report. TIME This report reflects the soil conditions at the time of investigation. If the report is not used in a reasonable amount of time, significant changes to the site may occur and additional reviews may be required. CITY OF 800 SEMINULE ROAD ATLANTIC BEACH, FLORIDA 32233-5445 ^- TELEIII 10NE (Sv^4)24-,-,8.00 FAX (904)247-5805 SiINCOM 852-5800 DATE q JEA Construction & Maintenance 2325 Emerson Street Jacksonville, FL 32207 Attention: Connie Re: Rough Electrical Inspections Deaf "9—nnie: t `A j1' Rough Inspections on the following locations have been completed and approved: PERMi T NO. ADDRESS n Please call me at 904-247-5826 if you have any questions. Sincerely, ATLANTIC BEACH BUILDING DEPARTMENT 09/25/2000 14:57 9042465736 AUSPEY, OONSTRVGTION PAGE 01 AUSPEX CONSTRUCTION,INC. General Contractor Lic. #CG-CO60544 Swimming Pool Contractor Lic, #CP-CO57139 TO: FROM: Company: Atlantic Beach Auspex Construction,Inc. 1717 Penman Rd. Attention: Building&Zoning Jacksonville Bead, FL 32250 Office 904-249-8755 Fax#: 247-5845 Fax 904-246-5736 Date: 9/25/00 Total Number of Pages Including Cover: couv ents: Necessary paperwork for Best Western, Mayport Rd. Thanks. Auspex Construction,Inc. is a 2000 Member in Good Standing with the World Waterpark Association and the International Association of Amusement Parks and Attractions. SEP-25-2000 MON 02:57PM ID:247-5545 PAGE: 1 AUSPEX CONSTRVCTION rr��t ` 09/25/2000 14:57 9042465736 TE1:92465736 Pe 1'1 SEP-?2-20 ;41A FROM; 247-5845 CITY OI' ATLANTIC BEACH APPLICATION FOR VQCL PERMIT !ct Dlock # Subdivisian _ 9JEupgon; License Number � r Gallons ✓ 137SZTE PLAN front ,'o 09 Uk Y rear 5ir;nature 01-mc.r Data Signature CartitrActor� Date PAGE:2 SEP-25-2000 MON 02:57PM ID:247-5545 CITY OF ATLANTIC BEACH MECHANICAL PERMIT 6130 SEMINOLF ROAD-ATLANTIC BEACH,FL 32233-TEL: 247-5826-FAX: 247-5877 PiJ0_A17_1_14 f6ftAT-1 ON- 10-6 AUTO N--IN F_-0_RMAT_I-ON Permit Number: 20479 ------ Address: 2389 MAYPORT ROAD Permit Permit Type- MECHANICAL ATLANTIC BEACH, FL 32233 Class of Work: NEW Township: Range: Book: Proposed Use: HOTEUMOTEL Lot(s): Block: Section: Square Feet: Subdivision: Est.Value- Parcel Number: Improv. Cost: OWNER INFORMATION Date Issued: 8/11/2000 MAYPORT ROAD PARTNERS, L.C-. Total Fees: 69.00 Address: 907 PETERSON Amount Paid: 59.00 i DOUGLAS, GEORGIA Date Paid: 8/01/2000 Phone: (912)384-5190 Work Desc: CENTRAL HEAT AND AIR/LOBBY AREA ONLY FOR NEW MOTEL CONTRACTOR( APPLICATION FEES WEATHER—ENO-1-NEE R___S-,-INC. ___PERM1_T_____ InspectionsRecauired ROUGH MECHANICAL 1,FINAL NOTICE-INSPECTIONS MUST BE REQUESTED AT LEAST 24 HOURS PRIOR TO INSPECTION BUILDING MATERIAL, RUBBISH AND DEBRIS FROM THIS WORK MUST NOT BE PLACED IN PUBLIC SPACE,AND MUST BE CLEARED UP AND HAULED AWAY BY EITHER CONTRACTOR OR OWNER "FAILURE TO COMPLY WITH THE CONSTRUCTION LIEN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS" ISSUED ACCORDING TO APPROVED PLANS WHICH ARE PART OF THIS PERMIT AND SUBJECT TO REVOCATION FOR VIOLATION OF APPLICABLE PROVISIONS OF LAW. avL )CC6' TI&6EACP BDI G DEPT. Date: 8/11/00 01 Receipt; 0879684 CHECKS 12006 BUILDtNG AND ZONING INSPECTION DIVISION �� CITY OF ATLANTIC BEACH ATLANTIC eLACN,FLORIDA JaaJJ 3SS(-� PPI ATION FOR MECHANICAL PERMIT CALL-IN NUMBER IMPORTANT—Applicant to complete all items in sections I, II, III, and IV. LOCATION Slreet Addrw: 2389 Ma ort Road Atlantic Bch FL 32233 OF intersecting Streets: Between And tUILDING Sub-divislon II. IDENTIFICATION —To be completed by all applicants, In consideretion of permit given for doing the work as described in the above Statement we hereby agree to perform said work in accordance with the attacipd plans and specifieeliom which or* a pert hereof and in accordance with the City of Jacksonville ordinances and standards of good.prectice listed therein, Nemo of Mechanieal Contractors Contractor(Print) Weather Engineers Matter Name of M ort d Partners Property Owner Signature of Owner 5lgnetun of er AvAorhad Agent Ar°hit°cf or Engineer Ill. GENERAL INFORM TION Type of heating fuel: B. h' IS OTHERCONSTRUCTION BEING DONE ON AI Elect,{c THIS BUILDING OR SITE? yes h❑' Gas—❑ LF 13 Natural ❑ central utility � IF YES, GIVE NUMBER OF CONSTRUCTt01l, 9 9 7 3 C3 Oil PERMIT I ❑ OMer—Specify IV. MCHANICAL SQU1Ph1WT TO SE INSTALLED NATURE OF WORK (Provide complete lid of components on back of this farm) ❑ Residential or R Commercial Cl' Heat ❑ Space ❑ Recessed )9 Centrel Q Floor X(X New Bullding ❑ Air Condrtloninq: ❑ Room ❑ Control O Exleting Building ❑ Duct Sr%m: Meteriat Meta 1 Thlckneu2 6&2 4 A ❑ Replacement of existing system Maximum capacity 9 R 2 2 c Ern. XX Naw IIsstallatlon(No system previously Installed) Cl Extension or add-on to existing system ❑ Refrigeration ❑ Other—Specify ❑ Coaling tower.Capacity g•pm• ❑ Fire sprinklers: Number c4 head- [3 Ell"otor ❑ Monlift ❑ Escalator (number) THIS SPACE POR OFFICE USE ONLY ❑.Gasoline pump -(number) (Aeedv+d) C1 Tank (number) Remarks ❑ LPG conMlneK -- -(number) ❑ Unfired pmsvm veua: ►ertni) Approved by DaIa— ❑ seller O Othw—Specify Fermit fee_.___ LIST ALL EQUIPMENT Alli CONDITIONING AND REFRIGERATION EQUIPMENT G ty Agpsovitnr Nwnber Volta Dasorlpdoss ][oriel Number Manufacturer HEATING •FURNACES, BOILERS, FIREPLACES CIVty Numberalts DeacripUsers Model Number ManulasorbAw (D1(7) V TANKS now Lt"y NoWUW G Zy pe Serial A rovlst WO Dkmeod of Contatnod Manufaaat��a No. P=Y CITY OF ATLANTIC BEACH DEPARTMENT OF BUILDING 300 Seminole Road -Atlantic Beach, FL 32233-Tel: 247-5826-Fax: 247-5877 ELECTRICAL PERMIT PERMIT INFORMATION LOCATION JNFORMATJON Permit Number: 20201 , Address: 2389 MAYPORT ROAD Permit Type: ELECTRICAL y ATLANTIC BEACH, FL 32233 Class of Work: NEW k Township: Range: Book: Proposed Use: HOTEUMOTEL I Lot(s): Block: Section: Square Feet: Subdivision: Est.Value- Parcel Number: Improv, Cost: OWNER INFORMATION Date Issued: 6/13/2000 Name: MAYPORT ROAD PARTNERS, L.C. Total Fees: 571.50 Address: 907 PETERSON Amount Paid: 571.50 fi DOUGLAS, GEORGIA Date Paid: 6/13/2000 I Phone: (912)384-5190 Work Desc: CS44500 1200AMPS3PH4W 208RW 3-1/2"RW ALUM- NEW COMMERCIAL SERVICE CONTRACTORS APPLICATION FEES ALLSTATE ELECTRICAL CONTR. INC PERMIT 571.50 PWfie -296 9700 i f 'I i Inspections Required ROUGH ELECTRIC FINAL ELECTRIC i NOTICE - INSPECTIONS MUST BE REQUESTED AT LEAST 24 HOURS PRIOR TO INSPECTION BUILDING MATERIAL, RUBBISH AND DEBRIS FROM THIS WORK MUST NOT BE PLACED IN PUBLIC SPACE, AND MUST BE CLEARED UP AND HAULED AWAY BY EITHER CONTRACTOR OR OWNER "FAILURE TO COMPLY WITH THE CONSTRUCTION LIEN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS" ISSUED ACCORDING TO APPROVED PLANS WHICH ARE PART OF THIS PERMIT AND SUBJECT TO REVOCATION FOR VIOLATION OF APPLICABLE PROVISIONS OF LAW. 1 t�� $571.50 14 �` fiI64nATLANTIC BEACHBUILDING DEPT. sCsUS .f; +r CITY OF ATLANTIC BEACH, FLORIDA Approwdby APPLICATION FOR ELECTRICAL PERMIT TO THE CHIEF ELECTRICAL INSPECTOR: DATE: ___r. IMPORTANT NOTICE: IN CONSIDERATION OF PERMIT GIVEN FOR DOING THE WORK AS DESCRIBED IN THE FOLLOWING, WE HEREBY AGREE TO PERFORM SAID WORK IN ACCORDANCE WITH THE ATTACHED PLANS AND SPECIFICATIONS, WHICH ARE A PART HEREOF, AND IN ACCORDANCE WITH THE ELECTRICAL REGULATIONS, CODES AND CITY OF ATLANTIC BEACH ORDINANCES. ' F"1(�S 1 H l-G.. �1 2.G'M�C�+1 .��!%�'�d'C!' �-' �1.•.��"�"G.�`.�' i s'fi ELECTRICAL FIRM: MASTER ELECTRICIAN SIGNATURE JOURNEY_>SAAN NAME 11 C RFD BOX i BLDG.SIZE 30a$4 SQ rp� ' BETWEEN: - a�-'��+ cam\ S,r . hA(�4 S . RES.11 1 APT.( ) COMM.LV3-- PUBLIC l 1 INDUS.I ) NEW( OLD 1 1 REW. I 1 ADDITION ( 1 TRAILER ( 1 TEMP.( ! SIGNS ( 1 SO. FT. SERVICE: NEW 04 INCREASE ( 1 REPAIR ( 1 FEE CONDUCTOR SIZE �l Sw AMPS Q-0-0 COPPER ALUM. 3S-v-n ITCH OR BREAKER Z&V AMPS P I/�P V L 3y:- mamy EXIST.SERV.SIZE AMPS PH W VOLT RACEWAY FEEDERS NO. SIZE /Do NO. `j SIZE 22S" NO. SIZE Oo LIGHTING OUTLETS q 3O CONCEALED OPEN TOTAL RECEPTACLES 65-0 CONCEALED OPEN TOTAL / Ov { O.*O AMPS. 31.100 AMP$. SWITCHES f 30 39.Ob INCANDESCENT 130 31-00 FLUORESCENT do M.V. 300 90 .00 FIXED0.100 AMP*. OVER APPLIANCES BELL TRANSF. AIR H.P.RATING H.P.RATING CONDITIONING COMP.MOTOR OTHER MOTORS AMPS CEIL HEAT: KW-HEAT 5 lod IL t� �0 0.1 OVER MOTORS H.P. VOLTAGE PHS NO. 1 H.P. VOLTAGE PHS I Zvi' 3 %D Ov MISCELLANEOUS Seao cc a P, lzon, �r c 20 2a8t TRANSFORMERS: UNDER 600 V. OVER 600 V. NO. I KVA IND. 1KVA NO.NEON TRANSF. NO. VA. MA. MOTOR SIZE SWITCH FLASHER EACH SKIN -2 FORWARDED TOTAL FEES Allstate Electrical Contractors, Inc. 7447 Salisbury Road F.O. Sox 19038 h JACKSONVILLE, FLA. 32245 EC0000113 3 ( $ao LOAD CALCULATION DATE (O la/?'00c) El N/W o1' River S/C of River Property Address 23�`� 1�A•l��ti} (L� I'erui,it Number Project Builder or Owner n cry Phone # (c),z) Zqq-61737 Electrical Contractor (a I (SA-,.,` Q- CkQ Av ;,— Phone # Z,'%*. '?00 Project Manager -r"p,,., n,��, ;s Phone # 9c.-x?oo Use of Building idolk-1 Commercial ✓ Large Residential Number of Meters Overhead Underground Underground Up Pole ✓ Square Footage of Building c.)-TIA Unmetered Main Lighting Load a:.00, VA x Square Feet 301,&A VA x Square Feet VA x Square Feet Demand Factors 1.S yo Non-General Illumination Loads X VA X VA Show Window Lighting Linear Feet x 200 VA Other Outlets _ 1050 x 180 VA I t-1 oao Demand Factors lo, c>aoa 535-oo (03 S"oc) Multiple Outlet Assembly 180 VA per 5 feet Cooking L'quipment Water llcaters ) >c- 11- 6v-o x 100 % 9600 Sign Circuits 1 x 1200 VA Q-00 Motor Loads : Size IIP Quantity 1PI-I: 3PII: as � ✓ �g �So 25 % of Largest Motor Heat Load: Size II- Quant. I 1PI-I 3PH IZ.000 _ A/C Load : Size Quant. ll'II 311,II A/C tit Prop : Size Quant. 11'11 3P11 Other Loads to C> 2 S'C' zoo' Py-";: IS-0 000 Notes Q�,sq2ofZo�Vol+ 1` c4e,«,1 Se2.J%ce w:t-�. �L� �ri.r�An t��i �s Pew Gam, PC C' "Total VA 3 3o, loo Voltal;c I!fLwy Phase 3 'Total Amps 918 Wire Size Total 1 I'll Load Total 3 PH Load Signature : License r (Qualifying Agent's N n or Professional Engineer) 90 Additional attachments may be made. Allstate Electrical Contractors, Inc. 7447 Salisbury Road I .O. Box 19008 JACKSONVILLE, FLA. 32245 EC0000113 8211?/2000 23: 13 9847441422 DEF' , �7 RE 6 > isg FEL5 2 2 20010 PTX t�SG�xP�xC� Lot 0��, Block M , S e,_r i.�h M City of AtiantiC BeaCh subdiv�,a cn: None-'"° " Building and Zoning Street Name ,�3�'� DVSC°R. F7X0!T OF WOJW or a,aaress: rt . !Omd tN Tax} �Yf in a rLOOD ?IAZAR7 flood 2nne:_ x area complete p4je 3) Brief Description COnstruct a 60 room - C).Asa of Work: (mewl R emoe�e]I Aria:.t i o n. New' x'41 nr(; immcomaTroff 'Type of CVnsMruccdon: E.I.F.S. over CDX W/1/2" 4tuCCa with r c patne' 3n+��ets. Zoning Fxrpo3e Woo g r&M A . DLatr,irt: CCG-1 _use: oiR roial citimated Valut j 2.65 million T*ceptions or 7aziancss Materials: Wood, bri.ek, stucco, Ivan ted: jxc�eption ranted 2/1x4/29-00 Asphalt;l,o� i ra say g xjo es. 5round: Filled Roos?: Wall Method of 1edtinq; FEedt - individual, XVAC units. C7N►J�'R ZNFOR�l,TTON Property owner-. i xiV JaWArPlYffners, L.C. Phone. 912/304-5190 Mai 1 i nq - � w ACA , 343-Ms kS-? CCKIWACTM .1.'3P7'G3tth TZC V Daryl L. Oural,ar 9l2/244-87?7 contractor. Note. Construction-ManageMgnt,Inal"OrW i1:x�q Ad�t;essa . x -� - -- — ..�...m?x Px pw� Exp.l:ratidts Tempe. 4/7/2490 STATS LICENst No, CO C060726_ __— rate:_Pernj. trending_ A/3 L?Oi• I HER21Y :EPTIFY THAT T' HAVE READ ANT, EX21MZNSD THIS A PLICATION AND KNOW THE SAID TO SE TRUE AND :.'QRRECT. ALL P)tC'VIS1QNS CT THZ LMZ AND ORDINANCES 00VERNING TNI8 TYPE or vd*K WILL' ax G0+tPLIED RITX, W14ZTXtg SPICTMO 1VX-N OR NOT, THT GRAAITING Ot R PERMIT DO$s NOT P"Sum 1110 :ivE AUTHORITY TO V WATT" OR CAUL THE VACV 31OWS Of ANY E' ZRALo STA'L'E OR LOCAL AVLIBS, AE(+iJI.ATZON$, ORDINANCES, OR LABS IN ANY MANNER, INCLUDING THE OOVIRNTNO OE CONS?RUCTION OR MA PTRF4R gA4C`.E of CONSTRVCTTON OF THE PROPERTY. UNDXX$T XD TRAT THI ISSUANCE Or THIS F'WJGT IS COPTINGSUT UftN T)ie AS-,vg -N'SnRMAxTc.)N BiEING :RUE 7iNb CORRLrC'T AND TXA; THE PLASMS ANZ SUPp4."PTING DATA, HAVE BEEN OR 5NA11, BE PROVIDED AS REQUIRED. owner mjgn*tuse_ -'- rA-rE 17 F*bru 0- Contractor ei r,atlsre, DATE 17 February 2000 MOO" TO AM IVBSCf nzc 9F6`.)RE ME RY.J�1_��c�� ((,��iv Q�(� THIS 18th om �y�taS.N AR7 pum"c N(1TARY PlJ9I1G gTA'!B 92W' COMMISSION E7CPIHBSs THRIC NOTARY PUBM uNnisR I" M 3DVd JN'IN L648VVZZTS 0c.:ZT 000Z/8T/L70 3W00 CITY OF ATLANTIC BEACH, FLORIDA ., ApprovW APPLICATION FOR ELECTRICAL PERMIT TO THE CHIEF ELECTRICAL INSPECTOR: DATE: I 1000 IMPORTANT NOTICE: IN CONSIDERATION OF PERMIT GIVEN FOR DOING THE WORK AS DESCRIBED IN THE FOLLOWING, WE HEREBY AGREE TO PERFORM SAID WORK IN ACCORDANCE WITH THE ATTACHED PLANS AND SPECIFICATIONS, WHICH ARE A PART HEREOF, AND WACCORDANCE WITH THE ELECTRICAL REGULATIONS, CODES AND CITY OF ATLANTIC BEACH ORDINANCES. 1 i -S Ala EI e c I a .'GG• -t .� a ' ELECTRICAL FIRM: MAST R ELECTRICIAN SIGNATURE JOURNEYMAN NAME ' e 6 ' ADDRESS: Z 3g`� �� 001+ 4J_ RFD BOX BLDG.SIZE BETWEEN: RES.I 1 APT.( 1 COMM.P4 PUBLIC( ) INDUS.( ) NEW( ! OLD ( 1 REW. ( ) ADDITION 1 ) TRAILER ( 1 TEMP. SIGNS ( 1 S0. FT. SERVICE: NEW P�) INCREASE 1 1 REPAIR ( 1 FEE -- CONDUCTOR SIZE `I/O AMPS Z D COPPER I ALUM. jSWITCH OR BREAKER L PH 3 W1 )ZD( vgLi Z Ir RACEWAY EXIST.SERV.SIZE AMPS PH W VOLT RACEWAY FEEDERS NO. SIZE IND. SIZE NO. SIZE LIGHTING OUTLETS CONCEALED OPEN TOTAL RECEPTACLES CONCEALED OPEN 'TOTAL 0.30 AMP*. 31.100 AMPS. SWITCHES INCANDESCENT FLUORESCENT&M.V. FIXED 0.100 AMPS. OVER APPLIANCES BELL TRANSF. AIR N.P.RATING H.P.RATING CONDITIONING COMP.MOTOR OTHER MOTORS AMPS CEIL HEAT: KW-HEAT t al OVER MOTORS H.P. VOLTAGE PHS NO. I H.P. VOLTAGE PHS MISCELLANEOUS 12011 v e, e Te r•, _� 3 t� 4-w h C',�.•,��, nom SES S ee+ .��-.4 Ioar�. Z31�-7 s TRANSFORMERS: UNDER 600 V. OVER 600 V. NO. KVA NO. 1KVA NO.NEON TRANSF. NO. VA. MA. MOTOR SIZE SWITCH FLASHER EACH SIGN FORWARDED s ' TOTAL FEES Z S D lllstate Electrical Contractors, Inc. 7447 Salisbury Rc�au+ Box 19008 r— FLA.°ti JACKSONVILL 32245 05/01/2000 11:34 9122448137 MCMG PAGE 02 Q4f6311}h 4[��:Si 0l! C 7�tltT min ✓1 ,Notice Of C4 xc,�ment � s 11% POW meat Gags nu.0 MMU wan%do milwAlp a Ns=am is•.*Sv AW 9 WAS 30 dspl flom 6s"PofftS 0(d1b biofka,UropW=mis qty dmMeed 0 Wil)t.• 8 000aXeeW e 1 So Md vMPWW,to DUVAL County,Plodk Igdty damribed ar US 47TAC MD tixKWT"w" ftm seem,it et0,of"Nut ptOper!�:ZXXS VNA89fOM,2ACi'90iYYtt.LE,Mefde, TW p jpoep+[s OWMI by>i=!A'IWM at)fqv t rmpertim LM wbw tftm:OW N*RM MTOb`M ATM=,POMAS,GA 31SS3. The auW's i arstuet to the dta of fife i pmommtt is The"pie. Name aril ark nese of rat tltepl a t3t[e holder If edw fba Oe bbovo vwtl i 7hl`EI. M(611<11CT*0 A3�� 4Cf>r, INC. ftp P.Q. SOX 2127 YMJOSTA CA 31604_2127 The areae ant addtm ofthe weer on tbr.p9mwo bond Cit W)is: •The wpm of Hid bond Is i. tti Is&Av*"d to dw PUB=arm whm a I t Natim gee 6wr do m m ttiAft 0 Mtacbtni:'e L�Lam i1fhU be aatved. (Sa.kaa upm sack penao�ooppciia0l ps+iae�apon ibe awtfM. Copy of Node to twee*41*9 be W"d on KIRIT Ko FArIDAR >ti to the ptiwoo.of: leg Orh • w[tmo state of Flats la Conroy of No f I ib of��L� 2000 .(, R91DI 9. 11A AT ,a NOMY PW in tad fits add COWN in Sod mum.+m�th;W-R (be>a 'FA'D 4R of Maw1' ,Y LC,wAm mm it kw"to ate,eebtowi*"before no ftst,bciap Ieftmd a(ft sOtlt M Of lb 1 oftv"W",iL NAMW du►"m+aohfAseti[q otd All 1tS%%oR tl+a 4ty are saw bates dote, Gi�y t utttlef OW hW mb mW of ofiret bit 30_072 4W of ,.:000 f . My CoaartiM,on lisp[m: i Noury$%we exm loss y�ppr M, ht C!st�ft x�ow i1lMtat pipe A erk" IN Instance Compf"I 265 f. MR(y SuW beam I)&slorwo wz 05/01/2000 11:34 9122448737 MCMG PAGE 03 Book '0545 Dar.'a 1 15.1 EXHIBIT uA" W A portion of AOVermont Lot 7, Section 9, Towaet,ip 2 loath, Ragys 24 sant, Duval Coanty, Florida, being more ptrtic+ular ly described sr follotws t Tor a 8cint Of AaferanCe, commence, at Lha MOCThWtSt ea;.:tss of YaLlwar. V'i1I&P *0 recorded is rlat doolr 1!o pagas 22 s;d 22R 02 tfte Cursenct VIAlic r.aords of said County; thence Korth 01042010" ►test, 010a0 the Rastesly r3.gba otwcy "IeLs of Kaypert !toad tot ate Road ASA,. a 100.00 toot rie bt of wart a distance c' 470.00 fast to tits point of negUmlago theme agakLnue axoaq aa44 gutearly right of tray line Barth 01042110" Waste a distance of 220.00 Cost to a point situated esti said Eastotlr rlgbt of wary line; thence !teeth 58.1,4.326 Rept, 299.65 feet tzo a Noreholly pre10,420tical of the westerly lista at those iwxWW described '.n GfMLsl Records Voluse 41431, papa 1112 a9 tho oarr at public =4Cpr4a of said Cotwtrr theme an !set Said UUM Pauth 01*43'230 Mast. 220,00 testi themes South 38.14.32" Kest, 299.74 feat to the P0207t OF siftl?fltzM. subaatt ty a 30.0 !oat aide easement oVes the tasterly 30.o Fe;!.t of thw Ilorsdsestibed pasc.l of Sand. _ too n' I MAY-17-2000 11:05A FROM: 247-5845 70:97659805 P:1.11 CITY OF A7LAN71C BF.ACH APPLICATION FOR IPLW01WG PEI7MIT JOB LOCATION: ,;), OWNER OF PROPERTY: TELEPHONE NO. PLUMBING CONTRACTOR CONTRACTOR' S ADDRESS: STATE LICENSE NUMBER:(, C TSLEPH0NE:_7_�b-5'-__)-/6 I/ NOW MKNY OF TER FOLLOWING F3;XTMZS RE-PIPED OR NEW I7 SINKS SHOWERS )�LAVAT'ORY WATER HEATERS b�` =BATH TUBS DISHWASHERS URINALS DISPOSALS 1� CLOSETS WASHING MACHINE FLOOR DRAINS QD SHOWER PANS SEWER WATER RE-PIPE (LIST FIXTURES BEING REPIPIM) OTHER-7_f 95r- b,b65- 1-mop-sink I -t,Ji�rr- Lrck+' TOTAL FIXTURES: Q x $1. 50 + $15. 00 .��_ MINIMUM PERMIT FEE - $25. 00 SIGNATURE OF OWNER: SIGNATURE OF CONTRACTOR: ----------------------------------------------------------------- INSTALLATION OF PLUMBING AND FIXTURES MUST BE IN ACCORDANCE WITH THE MOST RECENT EDITION OF THE SOUTHERN STANDARD PLUMBING CODE. CALL A DAY AHEAD TO SCHEDULE INSPECTIONS -- (904) 247-5826 CITY OF ATLANTIC BEACH DEPARTMENT OF BUILDING I800 Seminole Road -Atlantic Beach, FL 32233 - Tel: 247-5826 - Fax: 247-5877 PLUMBING PERMIT ----------- ------ -,-__--PERMIT INFORMATION _------ _-_ _. . ____ LOCATION INFORMATION Permit Number: 20Q85 Address: 238-9 MAYPORT ROAD Permit Type: PLUMBING ATLANTIC BEACH, FL 32233 Class of Work: NEW ( Township: Range: Book: Proposed Use: HOTEUMOTEL Lot(s): Block: Section: Square Feet: Subdivision: Est.Value: Parcel Number: Improv. Cost: -----_--OWNER INFORMATION Date Issued: 5/97/2000 Name: MAYPORT ROAD PARTNERS, L.G. Total Fees: 813.00 Address: 907 PETERSON Amount Paid: 813.00 j DOUGLAS, GEORGIA Date Paid: 5/17/2000 I Phone: (912)384-5190 Work Desc: INSTALL PLUMBINGIN-NEW MOTEL �— CONTRACTOR(S) — T ' _-_ APPLICATION FEES GARY RODGERS PLUMBING CO.INC PERMIT 813.00 r I I, _ _ Inspections Re_quiired ____ _ UNDER SLAB PLllMBING� {SEINER/WATER �TOPOUT 1 ` FINAL J{ 1 NOTICE - INSPECTIONS MUST BE REQUESTED AT LEAST 24 HOURS PRIOR TO INSPECTION BUILDING MATERIAL, RUBBISH AND DEBRIS FROM THIS WORK MUST NOT BE PLACED IN PUBLIC SPACE, AND MUST BE CLEARED UP AND HAULED AWAY BY EITHER CONTRACTOR OR OWNER "FAILURE TO COMPLY WITH THE CONSTRUCTION LIEN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS" ISSUED ACCORDING TO APPROVED PIANS WHICH ARE PART OF THIS PERMIT AND SUBJECT TO REVOCATION FOR VIOLATION OF APPLICABLE PROVISIONS OF LAW. 0813.F�� lir -- -- - ?ate: `/17/@@ @S Receipt: @@` 4 A NTIC B —C BUILDI DEPT. CHECKS 1516@ } CITY OF ATLANTIC BEACH CONSTRUCTION PERMIT WITHIN CITY RIGHTS OF WAY AND EASEMENTS . n3G DATE ®S' 01- m PERMIT NO. '), o ISSUED BY THE CITY JOB ADDRESS 2379 MAypow I�{J. VALUATION $ l00 0� d PERMITTEE PERMI'T'TEE ADDRESS gSOa %4 . ONE NO. '57 1-017 REQUESTING PERMISSION FROM THE CITY OF ATLANTIC BEACH TO CONSTRUCT /'moi AAit+-& Y 4 f- , -<t�t-A -rre►L" S E w+~rL LOCATIONS: (REFERENCE TO CROSS-STREET) I . APPLICANT DECLARES THAT PRIOR TO FILING THIS APPLICATION HE HAS ASCERTAINED THE LOCATION OF ALL EXISTING UTILITIES, BOTH AERIAL AND UNDERGROUND AND THE ACCURATE LOCATIONS ARE SHOWN ON THE SKETCHES. A LETTER OF NOTIFICATION WAS MAILED TO THE FOLLOWING UTILITIES/MUNICIPALITIES: JACKSONVILLE ELECTRIC AUTHORITY YES ( ) NO ( ) DATE: BELL SOUTH TELEPHONE COMPANY YES ( ) NO ( ) DATE: I J FERRELL GAS YES ( ) NO ( ) DATE: MEDIA ONE CABLE TV YES ( ) NO ( ) DATE: 2. WHENEVER NECESSARY FOR THE CONSTRUCTION, REPAIR, IMPROVEMENT, MAINTENANCE, SAFE AND EFFICIENT OPERATION, ALTERATION OR RELOCATION OF ALI_ OR ANY PORTION OF SAID STREET OR EASEMENT AS DETERMINED BY THE DIRECTOR OF PUBLIC WORKS, ANY OR ALL OF SAID POLES, WIRES, PIPES, CABLES OR OTHER FACILITIES AND APPURTENANCES AUTHORIZED HEREUNDER, SHALL BE IMMEDIATELY REMOVED FROM SAID STREET OR EASEMENT OR RESET OR RELOCATED HEREON AS REQUIRED BY THE DIRECTOR OF PUBLIC WORKS, AND AT THE EXPENSE OF THE PERMITTEE UNLESS REIMBURSEMENT IS AUTHORIZED. 3. ALL WORK SHALL MEET CITY OF ATLANTIC BEACH OR FLORIDA DEPARTMENT OF TRANSPIRATION STANDARDS AND BE PERFORMED UNDER THE SUPERVISION OF C14 A44 t7 16 ' . (CONTRACTOR'S PROJECT SUPERINTENDENT) LOCATED AT X5306 U,fSEPYdk.-A- Sly TELEPHONE NO, a lR`600 4. ALL MATERIALS AND EQUIPMENT SHALL BE SUBJECT TO INSPECTION BY THE DIRECTOR OF PUBLIC WORKS OR HIS DESIGNEE. S. ALL CITY PROPERTY SHALL BE RESTORED TO ITS ORIGINAL CONDITION AS FAR AS PRACTICAL, IN KEEPING WITH CITY SPECIFICATIONS AND THE MANNER SATISFACTORY TO THE CITY. 6. A SKETCH OR PLANS COVERING DETAILS OF THIS INSTALLATION SHALL BE MADE A PART OF THIS PERMIT. 7. THIS PERMITTEE SHALL COMMENCE ACTUAL CONSTRUCTION IN GOOD FAITH WITHIN DAYS FROM THE DAY OF SAID PERMIT APPROVAL AND SHALL BE COMPLETED WITHIN DAYS. IF THE BEGINNING DATE IS MORE THAN 60 DAYS FROM DATE OF PERMIT APPROVAL, THEN PERMITTEE MUST REVIEW THE PERMIT WITH THE DIRECTOR OF PUBLIC WORKS TO MAKE SURE NO CHANGES HAVE OCCURRED IN THE AREA THAT WOULD AFFECT THE PERMITTED CONSTRUCTION. 8. IT IS UNDERSTOOD AND AGREED THAT THE RIGHTS AND PRIVILEGES HEREIN SET OUT ARE GRANTED ONLY TO THE EXTENT OF THE CITY'S RIGHT, TITLE AND INTEREST IN THE LAND TO BE ENTERED UPON AND USED BY THE HOLDER, AND THE HOLDER WILL, AT ALL TIMES, ASSUME ALL RISK OF AND INDEMNIFY, DEFEND, AND SAVE HARMLESS THE CITY OF ATLANTIC BEACH FROM AND AGAINST ANY AND ALL LOSS, DAMAGE, AND COST OF EXPENSES ARISING IN ANY MANNER OF THE EXERCISE OR ATTEMPTED EXERCISES BY THE HOLDER OF THE AFORESAID RIGHTS AND PRIVILEGES. J. THE DIRECTOR OF PUBLIC WORKS SHALL BE NOTIFIED TWENTY-FOUR (24) HOURS PRIOR TO STARTING WORK AND AGAIN IMMEDIATELY UPON COMPI ETION. SUBMITTED BY: p--Xj �-5ereAA-tIlL PacA-- (PLACE CORPORATE SEAL IF APPLICABLE) SWORN TO AND SUBSCRIBED BEFORE ME THIS e i2�x t NOTARY PUBLIC "%, atriciaArriOnatbB MY COMMISSION N CCSM1 EXPIRES August 27,2000 � � BONDED THFAJ TROY FAIN IMUMNCE,INC. CITY OF ATLANTIC BEACH DEPARTMENT OF BUILDING 800 SEMINOLE ROAD-ATLANTIC BEACH,FL 32233-TEL: 247-5826-FAX: 247-5877 Permit Number: 20036 Address: 2389 MAYPORT ROAD Permit Type: UTILITIES ATLANTIC BEACH, FL 32233 Class of Work: NEW Township: Range: Book: Proposed Use: HOTEUMOTEL Lot(s): Block: Section: Square Feet: Subdivision: Est. Value: Parcel Number: Improv. Cost: 100,000.00 Date Issued: 5/10/2000 Name: MAYPORT ROAD PARTNERS, L.C. Total Fees: 690.00 Address: 907 PETERSON Amount Paid: 690-00 DOUGLAS, GEORGIA Date Paid: 5/10/2000. Phone: 912')384-5190 _ Work Desc: POTABLIA:WATER,.FIRE LINE, ANIT/�RY SANER, STCI`RM SEWER A-A SEPTIC INC. PERMIT 690.00 NOTICE- INSPECTIONS MUST BE REQUESTED AT LEAST 24 HOURS PRIOR TO INSPECTION BUILDING MATERIAL, RUBBISH AND DEBRIS FROM THIS WORK MUST NOT BE PLACED IN PUBLIC SPACE, AND MUST BE CLEARED UPAND HAULED AWAY BY EITHER CONTRACTOR OR OWNER "FAILURE TO COMPLY WITH THE CONSTRUCTION LIEN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS" ISSUED ACCORDING TO APPROVED PLANS WHICH ARE PART OF THIS PERMIT AND SUBJECT TO REVOCATION FOR VIOLATION OF APPLICABLE PROVISIONS OF LAW. ��913.06.1a Q CHECKS Date: 5/10/00 01 Receipt, �D55'47`1 ATLANTIC BEACH BUiLbING DEPT. 0a1aa063��1000 �l CITY OF ATLANTIC BEACH DEPARTMENT OF BUILDING 800 SEMINOLE ROAD—ATLANTIC BEACH,FL 32233—TEL: 247-5826—FAX: 247-5877 WOW Permit Number: 20833 Address: 2389 OCEAN BREEZE COURT Permit Type: TREE REMOVAL ATLANTIC BEACH, FL 32233 Class of Work: NEW Township: Range: Book: 46 Proposed Use: SINGLE FAMILY Lot(s):8 Block: Section: Square Feet: Subdivision: OCEAN BREEZE Est. Value: Parcel Number: Improv. Cost: Date Issued: Name: FORD, CURTIS Total Fees: Address: 2389 OCEAN BREEZE COURT Amount Paid: ATLANTIC BEACH, FL 32233 Date_Paid: Phone: (000)000-0000 Work Desc: TREE REMOVAL PER TREE BOARD'S APPROVAL PROPERTY OWNER I W1 s n ur N +3 F L ? , Z z TREE BARRICADES TREE BOARD t I NOTICE- INSPECTIONS MUST BE REQUESTED I"24 HOURS PRIOR TO INSPECTION BUILDING MATERIAL, RUBBISH AND DEBRIS FROM THIS WORK MUST NOT BE PLACED IN PUBLIC SPACE,AND MUST BE CLEARED UP AND HAULED AWAY BY EITHER CONTRACTOR OR OWNER "FAILURE TO COMPLY WITH THE CONSTRUCTION LIEN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS ISSUED ACCORDING TO APPROVED PLANS WHICH ARE PART OF THIS PERMIT AND SUBJECT TO REVOCATION FOR VIOLATION OF APPLICABLE PROVISIONS OF LAW. A TIC BEACH UILDING T. CITY OF ATLANTIC BEACH DEPARTMENT OF BU(LD(NG ace SEM(NOLE ROAD-ATLANTIC-REAC",FL 32731-TEL 247-5525-FFM-. 247-5877 PIrRMIT)NFOk9Abdh ---- LOCATION INFORMATION Permit Number: 20829 i Address: 2389 MAYPORT ROAD Permit Type: SWIMMING POOL ATLANTIC BEACH, FL 32233 Class of Work: NEW Township: Range: Book: Proposed Use: HOTEUMOTEL I Lot(s): Block: Section: Square Feet: Subdivision: Est.Value- Parcel Number: Improv. Cost: 57,432.00 -- -------OWNER INFORMATION _____ Date Issued: 10/20/2000 Name: MAYPORT ROAD PARTNERS, L.C. Total Fees: 438.00 Address: 907 PETERSON Amount Paid: 438.00 DOUGLAS, GEORGIA Date Paid: 10/20/2000 Phone: (912)384-5190 --work Desc: SWIMMING POOL_FOR_8�EST WESTERN MOT15L CONTRACTORtSjAPPLICATION FEES AUSPEX CONSTRUCTION, INC. _"s ectipps.RqqjuiLred STEEL _7 FINAL NOTICE -INSPECTIONS MUST BE REQUESTED AT LEAST 24 HOURS PRIOR TO INSPECTION BUILDING MATERIAL, RUBBISH AND DEBRIS FROM THIS WORK MUST NOT BE PLACED IN PUBLIC SPACE, AND MOST BE CLEARED UP AND HAULED AWAY BY EITHER CONTRACTOR OR OWNER "FAILURE TO COMPLY WITH THE CONSTRUCTION LIEN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS" ISSUED ACCORDING TO APPROVED PLANS WHICH ARE PART OF THIS PERMIT AND SUBJECT TO REVOCATION FOR VIOLATION OF APPLICABLE PROVISIONS OF LAW. $438-00 14 Receipt: @2A1@',--13 Date; 10/20/00 01 15 2 AT CTtl'6n BEACH B I L D I&N ___ 0 f-- Date:CHECKS 00100003221800 CITY OF ATLANTIC BEACH DEPARTMENT OF BUILDING 800 SEMINOLE ROAD-ATLANTIC BEACH, FL 32233-TEL: 247-5826-FAX: 247-5877 Permit Number: 19835 Address: 2389 MAYPORT ROAD Permit Type: TREE REMOVAL ATLANTIC BEACH, FL 32233 Class of Work: NEW Township: Range: Book: Proposed Use: HOTEUMOTEL Lot(s): Block: Section: Square Feet: Subdivision: Est. Value: Parcel Number: Improv. Cost: Date Issued: 4/04/2000 Name: M.C.M.G Total Fees: Address: 1421 POPPY AVENUE Amount Paid: PENSACOLA, FL 32507 Date Paid: Phone: (912)244-8737 Work Desc: TREE REMOVAL MOTEL CONSTRUCTION MANAGEMENT GR TREE BOARD COMPLIANCE NOTICE-INSPECTIONS MUST BE REQUESTED AT LEAST 24 HOURS PRIOR TO INSPECTION BUILDING MATERIAL, RUBBISH AND DEBRIS FROM THIS WORK MUST NOT BE PLACED IN PUBLIC SPACE, AND MUST BE CLEARED UP AND HAULED AWAY BY EITHER CONTRACTOR OR OWNER "FAILURE TO COMPLY WITH THE CONSTRUCTION LIEN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS" ISSUED ACCORDING TO APPROVED PLANS WHICH ARE PART OF THIS PERMIT AND SUBJECT TO REVOCATION FOR VIOLATION OF APPLICABLE PROVISIONS OF LAW. ATLANTIC BEACH BUILD DEPT. � 1� 7 G.�..�s t-�� - � ..: 1�� CITY /V l 2-It it, 4z&ai4.c l"CA- a l l z j y 1 Office of Building Official /I Z jG'g t,g Z FJEQUEST FO ,,I4SPE ON 1 % IC f 9 r (f L.4'. g CO � etealrhit No. 1 Time A.M. Received P. Job Ad s Locality Owner's Name k)�Contractor BUILDING CONCRETELECTRIC PLUMBING MECHANICAL Framing ❑ Footing ❑ ough ❑ Air Cond. & ❑ Re Roofing ❑ Slab ❑ Temp Pole ❑ Top Out ❑ Heating Insulation ❑ Lintel Cl Fi ' ❑ Sewer ❑ Fire Place ❑ Pre Fab RE ION Mon. Tues. Wed.-~ Thurs. Friday P A.M. Inspection ade Z P.M. Inspector Final Inspection ❑ Certificate of Occupancy ❑ Date CITY OF ATLANTIC BEACH DEPARTMENT OF BUILDING 800 SEMINOLE ROAD-ATLANTIC BEACH, FL 32233-TEL: 247-5826-FAX: 247-5877 Y Permit Number: 19836 Address: 2389 MAYPORT ROAD Permit Type: CONSTRUCTION TRAILER ATLANTIC BEACH, FL 32233 Class of Work: NEW Township: Range: Book: Proposed Use: HOTEUMOTEL Lot(s): Block: Section: Square Feet: Subdivision: Est. Value: Parcel Number: Improv. Cost: Date Issued: 4/04/2000 Name: M.C.M.G Total Fees: 25.00 Address: 1421 POPPY AVENUE Amount Paid: 25.00 PENSACOLA, FL 32507 Date Paid: 4/04/2000 Phone: (912)244-8737 Work Desc: CONSTRUCTION TRAILER FOR NEW MOTEL 1111 loll i 1111 11 g MOTEL CONSTRUCTION MANAGEMENT GR PERMIT 25.00 FINAL NOTICE INSPECTIONS MUST BE REQUESTED AT LEAST 24 HOURS PRIOR TO INSPECTION BUILDING MATERIAL, RUBBISH AND DEBRIS FROM THIS WORK MUST NOT BE PLACED IN PUBLIC SPACE,AND MUST BE CLEARED UP AND HAULED AWAY BY EITHER CONTRACTOR OR OWNER "FAILURE TO COMPLY WITH THE CONSTRUCTION LIEN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS" ISSUED ACCORDING TO APPROVED PLANS WHICH ARE PART OF THIS PERMIT AND SUBJECT TO REVOCATION FOR VIOLATION OF APPLICABLE PROVISIONS OF LAW. $25.0014 Date: 4/04/00 81 Receipt: 0046701 CHECKS 1.096 A TIC BEACH ILDING DEP 00108003221000 CITY OF ATLANTIC BEACH PERMIT APPLICATION REMODEL, ADDITIONS, OR ALTERATIONS MOVING, DEMOLITIONS Owners) : t�• {a_.� RR��{L�; 6--% mac Job Address: Z:W� 0�. gy=i" � � Phone: Lot # Block or cc Unit # // Subdivision: Contractor: State License # C '(YC 46072(0 Address: I 31'S T--SAJ Si- Phone No: City 11 U A"-,' State� Zip Code-% ( 6Cp; . Describe work to be done: Present use of building:_ Valuation of Proposed Construction: [+�C90 Proposed use: J lA nIA Is this an addition?z If yes, what are the dimensions of the added space: 2.1,$Q,,°S ft. X ft. Will the added area be heated and cooled?ya_ New electrical (or increase) ? New plumbing fixtures? New fireplace? New Heat/AC? SUBMIT THREE (COMORCIAL) TWO (RESIDENTIAL) COIdpLETE SETS OF PLANS, INCLUDING SITE PLAN, SURVEY, ENERGY CODE FORMS, NOTICE OF COMdENCEMENT, AND OWNER/CONTRACTOR AFFIDAVIT, IF OWNER IS CONTRACTOR. Signature OWNER: A �[VCA-- Date: '/ Signature CONTRACTOR_ Date: --/-4 - 2000 AS TO OWNER: Sworn to and subscribed before me this aayy of� 2000. CAC/v vv 1Y NOTARY PUBLIC ;« W COMMISSION N CCSMI IXPIRES AS TO CONTRACTOR: W7HWWvFaN 27,2000 a ,INC. Sworn to and subscribed before me this d of 000. NO PUBLIC ='S : MY COM�AISawd xAmdnette 0663881 EXPIRES Roe � 6ONOia I'MaTNO PAIN INBURANOE,Imo, CITY OF 800 SENINOLE ROAD ATLANTIC BEACH,FLORIDA:i2''3:)-5-4-x., TELEPHONE(904) 347-5800 FAX(904)247-5806 SCNCObI 3.52-5800 � Illy atm 3_22-00 #-0zw, 2 . J CAR9/2 -2414-5225 PAT 14ARRI99 ��'.• �3E"S T U/ESTEl2N - /�/-� YPv2T �D�n �f'�rzcer�� CITY OF r�tP�ctic �eac` - ��Cvuda 800 SEMINOLE ROAD ATLANTIC BEACH,FLORIDA 32233-5445 TELEPHONE(904) 247-5800 FAX(904)247-5805 SUNCOM 852-5800 April 20, 2000 Motel Construction Management Group, Inc. P. 0. Box 2127 Valdosta, GA 31603 Re: Proposed Best Western Motel Atlantic Beach Dear Sir: We have completed our review of the proposed Best Western at 2389 Mayport Road. The following items need to be addressed/changed before the project will be permitted: 1. The soil report dated March 2, 2000 by Universal Engineering Sciences (Project No. 90434-001-01 and Report No. 03538) is a result of preliminary investigations which were performed prior to determining the location of the building, pool and pavement. Ensure that the recommendations in Section 5.6 are implemented. As the Engineer of Record UES must review the plans to determine if additional borings are required to submit final recommendations and conclusions; 2. Engineer of Record should consider adding reinforcement with a standard hook, at equal spacing, to prevent potential cracking of the slab at the point where the slab begins to thicken; 3. Section 5.3.2 Foundation Size of the Preliminary Recommendations by UES states the minimum size of the continuous footing is 18 inches. The interior thickened slab is only 12 inches wide; 4. Please supply calculations to demonstrate that the net soil bearing pressure does not exceed 2500 PSF in areas of load calculations, such as on both sides of the lobby along the northern corridor wall; 5. Section 5.3.6 of the UES report pertaining to floor slab construction must be complied with; 6. Engineer of Record must supply a detail showing ends of trusses over the center corridor being joined to prevent differential displacement; CITY OF ATLANTIC BEACH DEPARTMENT OF BUILDING 800 SEMINOLE ROAD-ATLANTIC BEACH,FL 32233-TEL: 247-5826-FAX: 247-5877 Permit Number: 19973 Address: 2389 MAYPORT ROAD Permit Type: COMMERCIAL ATLANTIC BEACH, FL 32233 Class of Work: NEW Township: Range: Book: Proposed Use: HOTEUMOTEL Lot(s): Block: Section: Square Feet: Subdivision: Est. Value: Parcel Number: Improv. Cost: 1,833,324.00 Date Issued: 4/28/2000 Mame: MAYPORT ROAD PARTNERS, L.C. Total Fees: 49,360.15 Address: 907 PETERSON Amount Paid: 49,360.151:_ DOUGLAS, GEORGIA Date Paid: 4/28/2000} A Phone: 912 384-5190 i Work Desc: CONSTR N ;x3ES"I:WESTERN MOTEL PER PLAN RADON.14942-SCHG.29888 MOTEL CONSTRUCTIQN MANAGE NT PERMIT 6,496.00 WATER IMPACT FEE 8,440.00 SEWER IMPACT FEE 28,500.00 RADON GAS-H.R.S. 70.97 RADON CAB 5% 3.74 CAPITAL IMPROVE. 3,900.00 SEWER TAP 1,600.00 CROSS CONNECTION 200.00 CONST.SURCHARGE 134.50 SCHARGE/ATL.BCH. 14.94 - I TREE BAR LF FOOTING SLAB COVER UP >:, FRAMNG FINAL ELECTRIC CERTIF/OCCftl'rCY.' INSULATION NOTICE=;INSPECTIONS�MUST BE REQUESTED AT LEAST 24 HOURS PRIOR TO INSPECTION BUILDING MATERIAL;"PAUBBISH AND QED FROM THIS WORK MUST NOT BE PLACED IN,PUBLIC SPACE,AND MUST BE CLEARED UP SID HAULED° WAYIIYY EITHER CONTRACTOR OR OWNER "FAILURE TO COMPLY MR"THE CONSTRUCTION LIEN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUIL IG IMPROVEMENTS" ISSUED ACCORDING TO APPROVED PLANS WHICH ARE PART OF THIS PERMIT AND SUBJECT TO REVOCATION FOR VIOLATION OF APPLICABLE PROVISIONS OF LAW. C r ATLANTIC BEACH BUILDIN ~DEPT. DESIGN SUMMARY A 66 unit motel is proposed to be constructed in Atlantic Beach on Mayport Road A swimming pool and spa are proposed for the complex. The spa will be of rectangular shape and will measure seven feet across with a depth of 31 inches. Surface area will be 84 sq. feet with total volume of 1,500 gallons. Spa water filtration and treatment will be accomplished by equipment housed in a VakPak APS14/140. The unit will include a 52.5-gpm Sta-Rite recirculation pump that allows for a turnover time,of 30 minutes. The unit will also include a 100-gpm Sta-Rite P4EA6GL therapy pump. Both pumps will draw suction from a 160-gallon collector tank located next to the unit. A pressure cartridge filter with 200 sq. feet of filtration area will be included in the unit as well. A Rainbow erosion type disinfection unit will be included Spa water will be heated with a gas heater plumbed downstream of the filter. A Raypak RP 105 propane heater, or equivalent, is proposed. The RP 105 unit is capable of 105,000 BTU per hour. Components including return inlets, recessed automatic skimmer, main drain, lighting, and piping were designed as shown on the attached calculations. Engineering calculations for the spa are attached along with manufacturer's cut sheets for spa components. BEST WESTERN INN & SUITES ATLANTIC BEACH, FLORIDA Sep FN Ro pp ti POOL DESIGN SUMMARY SEPTEMBER 2000 PREPARED BY: NORTH BEACH ENGINEERING, INC. r l t o �d �i° DESIGN SUMMARY A 66 unit motel is proposed to be constructed in Atlantic Beach at 2389 Mayport Road. A swimming pool and spa are proposed for the complex. Both are to be installed at the rear of the site adjacent to the motel. The pool will be rectangular and measure 40 feet in length and 20 feet wide, with an area of 800 sq. feet. Pool depth will range from 3 to 5 feet. Total volume will be 24,432 gallons. z 4 41, ;' �; y V, Pool turnover was calculated based on 5 gpm per bather, or 100 gpm. A StaRite High Flow Pump (or approved equal) is to be installed as the recirculation pump. The pump will draw suction from a 100-gallon (min.) collector tank. A 14 leaf diatomaceous earth filter with 52.5 square feet of surface area is proposed. An erosion-type chlorine feeder is to be installed to handle disinfection. Other appurtenances such as pressure gauges, flowmeter and collector tank are to be installed per code. All pool equipment will be housed in a lockable, fiberglas enclosure located adjacent to the pool. It will be a VakPak APS14/140 combination unit housing equipment for both the spa and the pool. Recessed automatic skimmers are proposed for the pool. Pool dimensions meet the requirements of FAC 64E-9 for the use of skimmers: area less than 1000 sq. ft.,maximum width of 20 feet. A return inlet will be installed directly across the pool from each of the two proposed skimmers. The skimmers will not be plumbed directly to pump suction, but rather to flow via gravity to the collector tank. Components including return inlets, skimmers, main drain, lighting, and piping were designed as shown on the attached calculations. Because the farthest motel unit is within the 200 foot radius required by FAC 64E-9, additional restrooms are not necessary. Engineering calculations for the pool are attached along with manufacturer's cut sheets for pool components. BEST WESTERN INN & SUITES MAYPORT ROAD POOL DIMENSIONS 20'X 40' SURFACE AREA 800 FT2 VOLUME _ ((12 X 3.5)+(18 X 4.25)+(10 X 5))X 20 3370 FT3 25207.6 GALS 4 TURNOVERS/DAY = 70.02111 GPM OR 1 GPM/ROOM X 66 ROOMS = 66 GPM OR 5 GPM/BATHER X 20 BATHERS = 100 GPM SKIMMERS, 1/400 FT2 2 SKIMMERS INLETS @ 15 GPM = 6.666667 7 INLETS MAIN DRAIN SIZE @ 40% FREE AREA 0.557041 VELOCITY IS LESS THAN 1.5 FT/S ok UNDERWATER LIGHTING 1/2 WATT/FT2 400 WATTS 2 LIGHTS AT 300 WATTS EACH CITY OF rarttr'ceac� 800 SEMINOLE ROAD ATLANTIC BEACH,FLORIDA 32233-5445 TELEPHONE(904)247-5800 FAX(904)247-5805 ---- SUNCOM 852-5800 TE I JEA Construction & Maintenance 2325 Emerson Street Jacksonville, FL 32207 Attenti - Re: Final Electrical Inspections Dear Connie: Final Inspections on the following locations have been completed and approved: PERMIT NO, ADDRESS ------------- Please call me at 904-247-5826 if you have any questions. Sincerely, w A NTIC BEACH BUILDI G DEPARTMENT CITY OF ,4&4ar& Ve4d - 9&zZ& 800 SEMINOLE ROAD ATLANTIC BEACH, FLORIDA 32233-5445 --- �'- TELEPHONE(904) 247-5800 FAX (904) 247-5805 SUNCOM 852-5800 DATE --Oen JEA Construction & Maintenance 2325 Emerson Street Jacksonville, FL 32207 Attention: Connie Re: Final Electrical Inspections Dear Connie: Final Inspections on the following locations have been completed and approved: PERMIT NO. ADDRESS Please call me at 904-247-5826 if you have any questions. Sincerely, ATLANTIC BEACH BUILDING DEPARTMENT CITY OF ATLANTIC BEACH MECHANICAL PERMIT 800 SEMINOLE ROAD-ATLANTIC BEACH,FL 32233-TEL: 247-5826-FAX: 247-5877 PERMIT INFORMATION LOCATION INFORMATION Permit Number: 24636 Address: 2389 MAYPORT ROAD Permit Type: MECHANICAL ATLANTIC BEACH, FL 32233 Class of Work: ALTERATION Township: Range: Book: Proposed Use: HOTEUMOTEL Lot(s): Block: Section: Square Feet: Subdivision: Est. Value: Parcel Number: Improv. Cost: OWNER INFORMATION Date Issued: 8/14/2002 Name: MAYPORT ROAD PARTNERS, L.C. Total Fees: : 907 PETERSON Amount Paid: UGLAS, GEORGIA Date Paid: Alp 1 4-5190 Work Desc: REPLACE HVjC'SYTr ° CONTRALTO AP LICA N FEES NICK'S SOLAR &AIR SY MSS 47.00 d &Y 1 J i'z3 rg Its 1 `k S 3 NOTICE-'M;SPECTIC z CfST BE REQUESTEDAT LEAST 24 HOURS IOR TO IN , ' ECTION BUILDING MATERIAL, BISH.AND RIS THI6,WOR�.MUST N 'E PLACED I . UBLIC SPACE,AND MUST BE CLEARED UP A wH,AULED �, EITHEEt;CONTRACT C?WNER . r "FAILURE TO COMPLY WE SIS TOO .Lt N SULT IN THE PROPERTY OWNER PAYING B i S" ISSUED ACCORDING TO APPROVED PLANS ITT THIS PERMIT AND SUBJECT TO REVOCATION FOR VIOLATION OF APPLICABLE PROVISIONS OF LAW. Demote: 8/ 01 RkwiptCno: WX* 14 PERNITS-BUILDING 1 $47.00 0010009Mine ATLANTIC BEACH BUIL ING D 2389 NAYPWT RD Trans date: 8/14/02 Tiike: 14:32:51 ' 1 BUILDING AND ZONING INSPECTION DIVISION CITY OF ATLANTIC BEACH ATLANTIC BEACH, FLORIDA 32233 APPLICATION FOR MECHANICAL PERMIT IMPORTANT—Applicantto complete all items in sections I, II,III, and IV. I. Street Address: r 7` LOCATION OF Intersecting Streets:Between And BUILDING Sub-division H. INDENTIFICATION—To be completed by all applicants. In consideration of permit given for doing the work as described in the above statement we hereby agree to perform said work in accordance with the attached plans and specifications which are a part Hereof and in accordance with the City of Atlantic Beach ordinances and standards of good practice I isted therein. Name of Mechanical /C� Contractors Contractor(Print) CG O `y. r Master Name of Property _/ Owner q Signature of Owner Signature of Or Authorized Agent Architect or Engineer III. GENERAL INVORINIATWN A. T of heating fuel: B. Electric IS OTHER CONSTRUCTION BEING DONE ON THIS ❑ Gas: _LP Natural _Central Utility BUILDING OR SITE? ❑ Oil ,❑ Other—Specify IF YES,GIVE NUMBER OF CONSTRUCTION PERMIT IV. MECHANICAL EQUIPMENT TO BE NATURE OF WORK INSTALLED ❑ Residential or _ Commercial ❑ Now Building (Provide complete list of components on back of this form) Existing Building ❑ Heat _Space _Recessed _Central _Floor Replacement of existing system Air Conditioning: Room Central New Installation Duct System: Material Thickness (on system previously installed) y ❑ Extension or add-0n to existing system Maximum capacity cfm Cl Other- Specify ❑ Refrigeration ❑ Cooling tower. Capacity gpm ❑ Fire sprinklers: Number of heads THIS SPACE FOR OFFICE USE ONLY ❑ Elevator: Manlift_Escalator (Number) (Received) Cl Gasoline pumps (Number) ❑ Tanks (Number) Remarks ❑ LPG containers (Number) ❑ Unfired pressure vessel C3 Boilers Permit Approved by Date ❑ Other—Specify Permit Fee LIST ALL EQUIPMENT AIR CONDITIONING AND REFRIGERATION EQUIPMENT Number Units Description Model N mber Manufacturer Capacity Approving e ons Agency CI P� HEATING—FURNACES,BOILERS,FIREPLACES Nu er Units Description Model Number Manufacturer Capacity Approving \ (BTU) Agencyil �n t TANKS How Many Nominal Capacity Type Liquid Name of Serial Approving And Dimensions Contained Manufacturer No. A encu CITY OF ATLANTIC BEACH DEPARTMENT OF BUILDING 800 Seminole Road-Atlantic Beach, FL 32233-Tel: 247-5826- Fax: 247-5877 ELECTRICAL PERMIT INF'41'tMO �tT1E7N f Permit Number: 24652 -`- LO+trA"t7001�i 11If`UfMAiON J Permit T Address: 2389 MAYPORT ROAD Type: ELECTRICAL ATLANTIC BEACH, FL 32233 Class of Work: REPAIR Township: Range: Book: I Proposed Use: HOTEUMOTEL Lot(s): Block: Section: Square Feet: Subdivision: i Est. Value: Parcel Number: Improv. Cost; W rIE Ia NFt3f'M,A711ON Date Issued: 8!15/2002 Total Fees: 25.00 Name: MAYPORT ROAD PARTNERS, L.0 Amount Paid: 25.00 , 907 PETERSON Date Paid: 8/15/2002 P 91 GLA,, GEORGIA ,Worrk Desc: WIRE �� FOR s MORRIS, JESSE ELECT � � x 25.00 r v NOTICE- INS CTIONS BE REQUESTED AT LEAST 24 HOU PRIOR T NSPECTION BUILDING MATERIAL, R BISH AND D IS FROM THIS WORK MUST ,BE PLACED MUST BE CLEARED UP A' ULE ITHER CONT PUBLIC SPACE,AND O ER "FAILURE TO COMPLY WI ,TH , PROPERTY OWNER PAYING Li N ESULT IN THE i I ------------- ISSUED ACCORDING TO APPROVED PLANS WHICH ARE PART OF THIS PERMIT AND SUBJECT TO REVOCATION =OR VIOLATION OF APPLICABLE PROVISIONS OF LAW. m T OC Draver ] �� c-. Date: C8 16/02 01 YL Type. no: 8193 S 00 ATLA,I�ITIC BEACH BULDI 14 PERMITS-BUILDING 1 NG DEPT. 0010003221M —an VAVDnRT s2$.0 CA CASH ttlt.q djtLj; g/16/02 Tine: 15:05:54 ZY7 g--f5 _ 2-c( 7 5-e4(�- p. 2 CITY OF ATLAN'T'IC BEACH, FLORIDA APPLICATION FOR ELECTRICI(CAL PERMIT TO THE CHILD ELECTRICAL IN M701t: DATE: IMM?,TANT NO7ICF: IN CONS10LAAYION O['PE-RWT GIVFA K)R DOING THE WORK AS DFSCIt111ED IN TIRE FOLLOWD4G.WE FIFR1:;l3Y AGREE TO PERFORM SAID WORK IN ACCORDANCE WITH THF.ATCACHL:D FLANS AND SPROFICATIONS,WI11CI1 ARE A PART HIixli0l--, A DIN ACCORDAKCF.WITH71-X,L`•LEMUCAL REGULATIONS,CODfS- ANDCITY OF ATLANTIC RILAC3 ORDINANCES. ELECTRICAL FIRM: MASTER ELE TRICIAN SIGNATURE: Sigo,6 a tf 2 © ��C - r w ss: �rrirw.nw � w! OWNERS NAME, 1<24L;\/° �f; �nrlpl: ��R` l 'yL�IFD BOX BLDG.SI7.E.,,_ —BETWEEN: __-- RES.( ) APT.( ) COMM.(?o) PUBLIC( ) INDUS.( ) NEW( ) OLD( ) REW.( } ADDITION( ) TRAILER( ) TEMP.( ) SIGNS( ) —SQ,FT, ,. SERVICE: NEW( ) 1NCKEAS�� REPAIR( } CONDUCTOR SIZE AMPS: COPPER( AIA M. FEES SWITCH OR BREAKER AMT'S PH W VOLT RACEWAY FXIST_SERV.SIZE AMPS PH W VOLT RACEWAY FEL-DE,RS NO. SIZE NO, SIZE— NO.-----T IZE NO. 11917E �---- LIGHTING OUTLETS CONCEALED —` OPEN 4 ' ' Y� TOTAL AL RECEPTACLE'S CONCEALED OPEN_ TOTAL .^ 0.30AMPS 31.100 AMPS SWITCHES INCANDESCENT F'LOURESCE.NT&M.V. FIXED 0106 AMPS. ov1nx APPLIANCES BELL TRANSR AIR H.P.KATING FI.I'.RA"T INC f I Ci:IL. kW-TIL•AT CONDITIONING COMP.MOTOR 1 OTHER MOTORS t AMTS }TEAT 0V ER MOTORS H.P. VOLTAGE PHS NO. 1 H.P. VOLTA,Gk PHS MISCELLANEOUS TRANSFORMERS: --_---- UNDER 600V ---7 0V OVtR 60 NO, KVA NO, KVA NO.NEON TRANSF. NO VA MA MOTOR SIZE SWITC14 I FLASIILR EACH SIGN Updated 3)2012002 CITY OF 4U vdw- /3eacA- Office of Building Officia REQUEST FOR INSP TION Date . , — I Permit No. Time A.M. Received P.M. 3 PF Job Address Locality Owner's `3�S /�LL f T�j7Z ICF r Name 1 Contractor BUILDING CONCRETE —EEEL0 R PLUMBING MECHANICAL 11ElFraming Footing oug firing ❑ Rough ❑ Air Cond. & ❑ Re Roofing ❑ Slab ❑ Temp Pole ❑ Top Out ❑ Heating Insulation ❑ Lintel ❑ FinalSewer ❑ Fire Place ❑ Pre Fab READY FOR INSPECTION A.M. Mon. Tues. Wed. Thurs. Friday M. Inspection Made 2- -2— A.M. Inspector Fin ection ❑ Certificate o ,pancy ❑ Date DURHAM LBR . /PHILLIPS �n co tiP JOB DESC . ,Z� JOB LOCAMB #5631 �n " DESIGNER CJ17 CJ16 C J 17 cn CJ 15 CJ16 w C J 151p A7 C � _its c_ti�G�l A5 At A,4 A3 Lo fill A2 °jNc of�B�CH Q AU 24 , Nusz H 26 1'3" CJ 15 CJ16 r cn � CJ15 w CJ17 CJ16 w CJ17 LO v�q Lo Lo 0L U U U U U U 10 — _ - ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- SUPPORT REPORT JOB DESCRIPTION: 5631B WIND CODE : CURRENT SBCCI WIND MPH: 100 BLDG TYPE : CLOSED TRUSS TRUSS SUPPORT SUPPORT BEARING BEARING REACT. REACT . MAX WIND t-ESC SPAN-ft SIZE-in. TYPE XLOC-ft . YLOC-ft . MAX. +# MAX. -# UPLFT. -# .l2PLY) 30 . 000 3 . 500 WALL 0 . 000 27 . 188 1818 -1100 Al 2PLY 30 . 000 3 . 500 WALL 29 . 708 27 . 188 1818 -1100 -- ---- -- - --- - -- - ---- --- - -- -- -- -- - -- --- - --- ----- - -- --- - - - -- - - -- - -- - - - - - - - - - - - --- A2 30 . 000 3 . 500 WALL 0 . 000 27 . 188 1683 -660 A2 30 . 000 3 . 500 WALL 29 . 708 27 . 188 1683 -660 --- - - - - - - -- - -- ----- - -- - - - -- -------- - - ---- ------- -- --- -- - --- -- - - - - - - --- - -- ------ A3 30 . 000 3 . 500 WALL 0 . 000 27 . 188 1677 -660 A3 30 . 000 3 . 500 WALL 29 . 708 27 . 188 1677 -660 --- - -- -- ---- - ---- -- -- -- - - - -- -- ---- - - -- -- ----------- - - - - -- - -- --- -- - - - --- --- -- --- A4 30 . 000 3 . 500 WALL 0 . 000 27 . 188 1671 -660 A4 30 . 000 3 . 500 WALL 29 . 708 27 . 188 1671 -660 --- -- ---- -- ---- ----- -- - - --- - -- ---- - - --- ------------- --- - - -- - - - -- -- - - - -- -- -- -- -- A5 30 . 000 3 . 500 WALL 0 . 000 27 . 188 1664 -660 A5 30 . 000 3 . 500 WALL 29 . 708 27 . 188 1664 -660 --- ----- -- - - - ------- - - - - - - ------- - - --- ---- ----- - -- --- -- - -- - - - - - - - - - - -- - - - - - ---- A6 (2PLY) 30 . 000 3 . 500 WALL 0 . 000 27 . 188 1772 -1060 A6 ((2PLY)) 30 . 000 3 . 500 WALL 29 . 708 27 . 188 1772 -1060 ---- - --- - - -- - - - - ------ - - - --- ----- - - - - -- --------- --- -- - - - - ---- - - - - - - - - - - - - - -- - - - A7 30 . 000 3 . 500 WALL 0 . 000 27 . 188 2262 -1360 A7 30 . 000 3 . 500 WALL 29 . 708 27 . 188 2262 -1360 -- - - - - --- - - - - --- - -- -- -- - - --- -- - - - - -- - - ---- ----- - - - - - - - - - - - - -- - - - - - - - - - - -- - - - --- B8 10 . 000 3 . 500 WALL 0 . 000 27 . 188 551 -210 B8 10 . 000 3 . 500 WALL 9 . 708 27 . 188 551 -210 ---- -------- -- - -- - - - - -- - - -- ------ -- - ------ ------ ---- --- - - - - -- - - - - - - - - - - ----- --- B9 10 . 000 120 . 000 WALL 0 . 000 27 . 188 1099 -790 --- - ---- - --- - - - ----- -- - --- -- -- -- - - - -- - - -- - -------- --- -- - - - - --- - - - - - - - -- - - - ----- C10 5 . 604 3 . 000 AHU26 0 . 000 27 . 188 1353 -840 C10 5 . 604 3 . 000 AHU26 5 . 354 27 . 188 1307 -880 ---- - - --- -- -- - -- - ----- - - - -- - - ------ - - - ----- ------- - - - - - -- -- - - - ---- -- - - - - - - - - --- D11 13 . 167 3 . 500 WALL 0 . 000 27 . 188 749 -200 D11 13 . 167 3 . 000 AHU26 12 . 917 27 . 188 721 -420 --- - ---- -- --- - ----- - - -- - - - - - - - - - -- - - - - - --- ----------- --- ----- -- -- - - -- --- - ------ D12 13 . 167 3 . 500 WALL 0 . 000 27 . 188 746 -220 D12 13 . 167 3 . 000 AHU26 12 . 917 27 . 188 718 -380 - ----- -- - - - -- -- -- - - - -- - --- -- -- - -- -- - - -- --------- -- -- - - --- -- -- - -- -- - -- - - - - - - ---- EJ13 7 . 000 3 . 500 WALL 0 . 000 27 . 188 401 -230 EJ13 7 . 000 1 . 500 NAILED 7 . 000 27 . 188 116 -180 EJ13 7 . 000 1 . 500 NAILED 7 . 000 31 .418 256 -290 --- -------- - - - - --- - - - ---- --- --- - - - - - ------------ ----- -- - -- -- - - - -- - - - - ---- - ----- HJ14 DBL 9 . 899 7 . 000 WALL 0 . 000 27 . 188 298 -180 HJ14 DBL 9 . 899 3 . 000 NAILED 9 . 899 27 . 188 351 -440 HJ14 DBL 9 . 899 1 . 500 NAILED 9 . 899 31 .414 219 ---- ----- -- -- - ---- -- -- - - - -- - --- --- - - - - ---------- --- - --- - - - -- - - - - -- - -- - - --- ----- CJ15 4L 5 . 037 3 . 500 WALL 0 . 000 27 . 188 292 -180 CJ15 4L 5 . 037 1 . 500 NAILED 5 . 037 27 . 188 81 -190 CJ15 4L 5 . 037 1 . 500 NAILED 5 . 037 30 . 146 182 ---- -- - ----- -- --- - - -- - - -- - -- ---- - - - - -------------- - --- - -- -- -- -- --- - -- - - - ------- CJ16 4L 3 . 037 3 . 500 WALL 0 . 000 27 . 188 181 -180 CJ16 4L 3 . 037 1 . 500 NAILED 3 . 037 27 . 188 45 -180 CJ16 4L 3 . 037 1 . 500 NAILED 3 . 037 28 . 980 106 --------- -- -- - -- - - - - -- - - - -- - -- ---- -- ---- - - ------ --- - - -- - - - - -- - -- -- - - --- ----- -- - CJ17 4L 1 . 037 3 . 500 WALL 0 . 000 27 . 188 74 -180 CJ17 4L 1 . 037 1 . 500 NAILED 1 . 037 27 . 188 12 -180 CJ17 4L 1 . 037 1 . 500 NAILED 1 . 037 27 . 813 27 ------ -- --- - --- -- - -- -- - - --- ----- - - - - - ----- - ------ ---- - - - - - --- - -- - -- - --- - - ------ ________________________________________________________________ --------------------------- HANGER SUMMARY FOR: 56313 Quantity Hanger 8 AHU26