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2531 Old Lake Mary Rd -BC08-001438 (NEW WAREHOUSE) (A)0 i O 7 a .y 1 _r. �. .. �� � i O 7 a .y POND LAYOUT TABLE RADIUS POINT CURVE & RADIUS NORTH EAST Cl (5'R) C5(15'R) C9(3SR) C13(43.5'R) -53.20' 133.04' 1 In Q Lo 0 a' CSX R.R. R/W 11191-D AINA EAS MEN `n _ o rn I a C22 4 Q V) V) , 2006 i I I 6' 7.5' 10.5 18.0' 10.0 C23(33'R) Q o 1+1) C2(5'R) C6(15'R) C10(33'R) C14(43.50'R) -53.20' 79.06' MAR. 144.36' 157.03' 1 30' 41.75 C3(5'R) C7(15'R) C11(33'R) C15(43.5'R) 120.36' 79.06' s I I rKrc '- �0 40 C4(5'R) C8(15'R) C12(33'R) C16(43.5'R) 120.27' 133.0' V) c7 w STORMWATE ASI c� I o n- a C1.1 DIRECTIONALLY DRILL G" DR11 HDPE GREENSTRIPE CASING. INSTALL 2" DR11 HDPE GREENSTRIPE C17(33 R) - 1.20' 7 151.04' .M AIN. STA. 65+47.97 1 �� C20 C15 4 37 C25 C18(33'R) -72.20' 56.32' o STA. 108+50.00 IC19(2VR) I C 19 B/L CONST. OLD LAKE 32 I -------�--- - - U C24 � I C24(27'R) 111.06' 44.31' I I 0 C20(21'R) C25(27'R) 150.36' 57.47' o 6:1 C21(33'R) 138.36 151.03 ca I'CONTRACIOR 2:1 SEMI OLE C(. SHOEMAKER'S ¢ CONTRACTOR C22(33'R) -72.20' 157.04' I `� EXCA ATI N EXCAVATION Q Lo 0 a' CSX R.R. R/W 11191-D AINA EAS MEN `n _ o rn I a C22 4 Q V) V) , 2006 FIRE TRUCK 30 ' I I 6' 7.5' 10.5 18.0' 10.0 C23(33'R) Q o -77.20' 50.32' JAN. PATH LOADING Q I C26(33'R) MAR. 144.36' 157.03' 1 30' 0 LOADING G9 w I s o 120' 54' 54' C3 52' 20' 10' I J V) c7 w co c� I o n- a C1.1 DIRECTIONALLY DRILL G" DR11 HDPE GREENSTRIPE CASING. INSTALL 2" DR11 HDPE GREENSTRIPE FORCE .M AIN. STA. 65+47.97 1 �� C20 C15 4 C25 B/L CONST. CR 46A _ � I STA. 108+50.00 I C 19 B/L CONST. OLD LAKE MARY RD. I -------�--- - - I C24 � I Q Lo 0 a' CSX R.R. R/W 11191-D AINA EAS MEN `n _ o rn I a C22 4 Q V) V) , 2006 FIRE TRUCK 30 ' 2&19 JUNE I Q o 13\15 JAN. PATH LOADING Q I o MAR. 2007 30' '\ C13 C17 LOADING G9 s o 120' 54' 54' 52' 20' 10' I M EUVER SPACE C5 10' MANEUVER SPACE WAREHOUSE Cl 54'x67'-1" I 4 OFFICE 1 O.Q 18.0' 10. 7.5 6 HC 1 50'-0"x50'-11" 0 w a 2 a w z C2 I �Lu g 4 I U O "pm-ulpm C6 W o C10¢ i 1 20' .5.,5'1:1 r _ 14 I � C 18HC 9 SP CES 0'X2 0' N S' , 4 C23 i 0 (T YP) + 1 HC SPACE Q�0 POND LAYOUT ORIGIN NOTE LL 0 LANDSCAPE AREALo a oul 5' SIDEWALK BY SHOE A o L i 30' LOADING b 30' �= LOADING o CL o � 0 N 20.45' 00 o n Qo 60' JUNE 2006 r� ¢ 2&19 JUNE 2006 LR 13\15 JAN. 2007 zw 6 ® 9 MAR. 2007 LR w� s o ¢ 0 w w� c� o n- a 00 N U r, 20.0' \0' p O �h0 LANDSCAPE AREA o S/W o NOTE LL 4 - QRIGHT TURN LA E AND SIDEWALK TO BE CONSTRUCTED BY C.R. 46A, P ASE III CONTRACTOR _ -- - F I � I DEDICATE 9' TO R/W AND CONSTRUCT SWALE &SIDEWALK \-2 6" TFICRMO YELLOW WITH 6" SEPARATION 24" THERMO STOP BAR -DOLQ h-�Ar�'I MARY BOND T EXISTING RIGHT--OF-WAY - J 6'x1' THERMO SPECIAL EMPHASIS BARS, 12" SEPARATION 30"00" OCTAGONAL STOP SIGN N PROPOSED WATER SUPPLY LINES ARE TO BE SITE PLAN NOTES: C. PROPOSED BUILDINGS ARE FOR STORAGE OF Z P '� GOODS REQUIRED BY THE INDIVIDUAL BUSINESSES THAT MAINTAINED BY THE CITY OF SANFORD THROUGH THE 1. VERIFY EXISTENCE AND LOCATION OF ALL UTILITIES PRIOR TO EXCAVATION. I I I WILL RENT SPACE. METER. WASTEWATER FACILITIES TO BE MAINTAINED BY A. CONCURRENCY: THIS PROJECT IS REDEVELOPMENT OF THREE HOMES TO AN THE OWNER. WITH I I I p"V � IF1 T �--� I � I D. PROPOSED BUILDING DIMENSIONS ARE SHOWN INDUSTRIAL PARK. THE MARKET SERVED IS ONE OF SUB-CONTRACTORSON THIS PLAN. HEIGHTS WILL VARY FROM 14 TO 30 M. FIRE PROTECTION FACILITIES CONSIST OF EXISTING PICKUP AND OCCASSIONAL BOX TRUCKS. WATER AND SEWER NEEDS ARE I I I I FEET. HYDRANT: CORNER OF THE PROJECT DRIVEWAY AND OLD EXPECTED TO BE A DEMINIMUS INCREASE OVER THE FORMER HOME SITES. / I LAKE MARY ROAD. THE SITE IS SERVED BY A COUNTY ROAD. STORM IMPROVEMENTS AREI I oma, E. PROPOSED GROSS FLOOR AREA OF BUILDINGS: PROPOSED TO ENLARGE A COUNTY STDRMWATER POND TO SERVE THIS I I I 2 PROPOSED OFFICE WAREHOUSES: 17,327 SQ. FT. BB. RECLAIMED. WATER SYSTEM EXISTS APPROXIMATELY 0 PROJECT. APPLICATION MADE & FEE PAID MAY 19, 2006: SANDY NEMINSKI. I I TOTAL PROPOSED BUILDINGS: 17,327 SQ. FT. 1600' SOUTH AND IS NOT CONSIDERED AVAILABLE. B. DRINKING WATER, SANITARY SEWER, AND FIRE PROTECTION, ARE PROVIDED I I I I PARCEL ID. NUMBER 02-20-30--300--0280-0000 0 (20.1%) BY THE CITY OF SANFORD. IRRIGATION WATER IS PROVIDED BY WITHDRAWAL FUTURE DEVELOPMENT PARCEL V) CC.SOLID WASTE SERVICE SHALL BE PROVIDED BY ONSITE DUMPSTERS. FROM THE STDRMWATER POND, STORM DRAINAGE IS PROVIDED BY A SHARED I I I I F. SEE THE METAL BUILDING PLANS FOR FLOOR WET DETENTION SYSTEM WHICH SHARES A PLANNED OUTFALL TO THE COUNTY'S I w I PLANS. DD. NO EXISTING DUMPSTER ON SITE. LOCKHART- SMITH CANAL. I I I 00 G. ONE DWELLING UNIT PROPOSED. ¢ I EE. PROPOSED TOPOGRAPHY IS SHOWN ON THE 2. GENERAL INFORMATION: a � GRADING PIAN BY SPOT ELEVATIONS IN LIEU CONTOURS. H. OPEN SPACE: 34,504 SQ. FT. ( 40.17 a z PROVIDED, 20% REQUIRED ) A. DEVELOPMENT NAME IS: SHOEMAKER INDUSTRIAL w w � FF. INDEX OF DRAWINGS: ADDRESS IS 2529 OLD LAKE MARY ROAD I I � SP SITE PLAN ACREAGE IS 2.02 ACRES I � D_ I. SEE THE ARCHITECTURAL PLANS. SURVEY SCALE IS 1 -30'. A. K. SHOEMAKER FAMILY Z w w THE NORTH ARROW IS SHOWN BELOW THE PLAN. I I LIMITED PARTNERSHIP z J. SEE THE ARCHITECTURAL PLANS. 2 DEMOLITION PLAN THE EXISTING ZONING IS COUNTY AG. cn 3 GRADINPLAN G &DRAINAGE PLAN ES ARE IN TITLE BLOCK. I I o o I K. SETBACK SUMMARY: REQ'D.� PROVIDED: 5 LANDSCAPING P NG PLAN PREPARATION AND/OR REVISION DAT TAX PARCEL ID'S ARE 02-20-30-300-0240-0000. I � � � I SIDE 20 20 6 PAVING, GRADING &. DRAINAGE DETAILS 02-20-30-300-0250-0000 FRONT 25' 25' 7 PUMP STATION DETAILS 02 -2Q -30 -30Q -025A-0000 - a D Q REAR 20' 20' 8 WALL DETAILS 02-20-30-300-0280-0000 DET001-DET003 CITY OF SANFORD DETAILS L. OUTDOOR STORAGE IS NOT PROPOSED. 02-20-30-300-0290-00Q0 . GG. CONTRACTOR SHALL PAY FOR AND OBTAIN A B. PROPERTY OWNER: SECRETARIAT STABLES INC. I I MON-STYE VEHICULAR CIRCULATION SHOWN. SEMINOLE COUNTY RIGHT-OF-WAY PERMIT AND HOLD A P O BOX T ST I PRE -CONSTRUCTION CONFERENCE BEFORE STARTING ORD FLORIDA, 32772-1885 I I N. FOR DRIVEWAY, APPROACHES AND CURB CUT WORK. CONTACT JIM ALLEN, DEVELOPMENT REVIEW SANFORD I I DIMENSIONS, SEE THE SITE PLAN. DIVISION 407-665-7409 FOR INFORMATION ON SETTING OWNER'S AGENT: DEAN SHOEMAKER, I PRE -CONSTRUCTION MEETING, ISSUANCE OF COUNTY 0. EXTERIOR PARKING SPACES WILL TOTAL 34 SHOEMAKER CONSTRUCTION INC. . PERMITS AND OTHER REQUIREMENTS. 407-322-3103 ARCHITECT: METAL BUILDING PROVIDER P. PARKING MATRIX � I -IH. THE CONTRACTOR SHALL BE RESPONSIBLE FOR TO BE DETERMINED I BUILDING OFFICE WAREHOUSE THE RESTORATION OF ANY TRAFFIC SIGNAL EQUIPMENT CIVIL ENGINEER: LARRY A. ROBERTS, P. E. LEFT 200 SF 1,600 SF INCLUDING BUT NOT LIMITED TO FIBER, LOOP SENSORS, ENGINEERING INC. - 7� MIDDLE 2,545 SF 3,622 SF PULL BOXES, CONDUIT, TRAFFIC SIGNALS, AND CABINETS. ROBERTSROB NORTH ORANGE BLOSSOM TRAIL #140 I I "� - RIGHT 800 SF 8,560 SF ANY ITEMS DAMAGED BY THE CONTRACTOR WILL BE RESTORED TO THEIR ORIGINAL CONDITION UNLESS ORLANDO, FL 32810 10-8485 I I TOTALS 3,545 SF 13,782 SF OTHERWISE AGREED UPON BY THE COUNTY TRAFFIC 407-8 SURVEYOR: 7-8LAIR -8488, P.L.S. ANIMAL HOSPITAL REQ'D: 18 12 ENGINEER. KITTNER SURVEYINGING INC. I I PROVIDED: 34 2597 S. SANFORD � II. SEE LANDSCAPE .PLANS FOR SIGHT -DISTANCE 2597 S. FL ORD AVE.AV 4606 I I SPACES DESIGNED FOR HANDICAP TRIANGLES. 407-322-2000 ACCESSIBILITY ARE SCATTERED THROUGHOUT FOR TENANT - H. ALL SOIL IS SHOWN IN THE SEMINOLE CO. SOIL SURVEY AS MYAKKA FLEXIBILITY. A JJ. INSTALL 8" (MIN.) THICK, #57 STONE SCUFF PAD ON MIRAFI SN140 FILTER FABRIC AS HATCHED. C. VICINITY MAP IS SHOWN ON THIS SHEET. AND EAU GALLIE SANDS Q. LANDSCAPED ISLANDS PROPOSED THROUGHOUT D. LEGAL DESCRIPTION: I ( 1. THERE IS NO CURRENT DEFINED DRAINAGE PATTERN. THE SITE. AS SHOWN. Q KK, INSTALL AND MAINTAIN SILT FENCE CONTINUOS. BEGIN 420 FEET SOUTH OF A POINT 25 FEET SOUTH AND I I R. SIDEWALK IS PROPOSED ACROSS THE ENTIRE LL. INSTALL AND MAINTAIN FILTER FABRIC UNDER CAST 1336.2 FEET EAST OF TEH NORTHWEST CORNER OF SECTION 2, J. THERE IS NO 100 -YEAR FLOOD PLAIN ON THE SITE. TOWNSHIP 20 SOUTH, RANGE 30 EAST (SAID POINT BEING 420 I I FRONTAGE. IRON GRATES. FEET SOUTH OF THE INTERSECTION OF THE SOUTH LINE OF/ K. THERE ARE NO SURFACE WATERS CURRENTLY WITHIN 50 FEET OF THE S. TYPICAL PAVEMENT SECTIONS ARE SHOWN ON Q MM. EROSION CONTROL MEASURES SHOWN ARE GENEVA AVENUE WITH THE EAST LINE OF LAKE MARY ROAD SITE. SEMINOLE COUNTY IS PERMITTED TO CONSTRUCT A STDRMWATER POND SHEET 6. MINIMUM. ADDITIONAL MEASURES MAY BE REQUIRED TO AS SHOWN ON PLAT RECORDED IN DEED BOOK 167, PAGE 433 / FOR TREATMENT OF CR 46A RUNOFF ADJACENT SITE. SITE PLANS TO EXPAND OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA), THE PERMITTED POND FOR TREATMENT OF ITS RUNOFF. T. ALL SIGNAGE &MARKINGS IN RIGHTS-OF-WAY CORRECT FIELD CONDITIONS. RUN THENCE EAST 210 FEET; THENCE SOUTH 210 FEET; THENCE /SHALL COMPLY WITH FDOT ROADWAY & TRAFFIC DESIGN WEST 420 FEEET; THENCE NORTH 210 FEET; THENCE EAST 210 L. NO WETLANDS EXIST ON THIS SITE. STANDARDS, MANUAL OF UNIFORM TRAFFIC CONTROL FEET TO THE POINT OF BEGINNING. I ` i - DEVICES AND THE SEMINOLE COUNTY LAND DEVELOPMENT M. EXISTING TREES SHOWN ON THE DEMO PLAN. CODE. STOP BAR SHALL BE THERMOPLASTIC PER FDOT 3. EXISTING CONDITIONS SECTION 711-2. STOP SIGN SHALL BE. 30"x30 HIGH A. OLD LAKE MARY ROAD IS, A SEMINOLE COUNTY R/W. I N. THERE ARE NO EXISTING SIGNS. A SEPARATE SIGN PERMIT WILL BE INTENSITY GRADE REFLECTIVE MEDIA ON 080 GA. SR,46 SUBMITTED IF THE OWNER REQUESTS. ALUMINUM BLANKS. B. THE ONLY KNOWN EASEMENTS ARE BLANKET EASEMENTS FOR THEco Q CONVENIENCE OF THE POWER AND TELEPHONE COMPANIES. 4. ADJACENT CONDITIONS: U. SEE SHEET. 5 FOR THE LANDSCAPING PLAN. � S � � C. UTILITY PROVIDERS: FLORIDA POWER : ATTN. ROBERT CLARK A. ALL ZONING OF THIS TRACT AND THE SURROUNDING TRACTS ARE V. EXISTING .TREE PROTECTION SPECIFIED ON .THE Iy 0- a �3 TELEPHONE:. BELL SOUTH COUNTY AG. DEMOLITION PLAN. CR.46A ¢ N CITY OF SANFORD: ATTN. PAUL MOORE (407) 330-5669 B. NO ADJACENT BUILDINGS AND STRUCTURES. �� SR.46 D. EXISTING BUILDINGS: 3 HOUSES AND 10 SHEDS W. iV0 DEVELOPMENT SIGNS PRESENTLY PLANNED. SITE IF A SIGN IS REQUESTED If WILL BE REQUESTED BY t�, TOTAL EXISTING BUILDINGS: 5475 SQ. FT. (6�) G. ONLY ADJACENT CURB CUT IS A PLANNED. DRIVEWAY TO SERVE THE SEPARATE PERMIT APPLICATION. SHARED WET DETENTION POND. E. EXISTING VEHICULAR USE AREAS ARE, BEST SEEN ON THE DEMO PLAN. X. LIGHTING SHALL BE SHOWN ON A SEPARATE PLAN. O ov 5. PROPOSED BUILDINGS/DEVELOPMENT (671 SQ. FT.) Y. ALL PAVEMENTS ON SITE SHALL BE MAINTAINED F. OTHER IMPERVIOUS SURFACES: NOT APPLICABLE. A. THE ONLY PROPOSED BUILDINGS ARE THE ROPOSED OFFICE BY OWNER. WAREHOUSES. VICINITY MAP G. TOPOGRAPHY IS SHOWN ON BY SPOT ELEVATIONS ON THE GRADING & DRAINAGE PLAN. B. SEE THIS SITE PLAN FOR THE .LOCATION OF .THE. PROPOSED BUILDINGS. ,--NOTE LL r� z rn UNINC. SEMINOLE COUNTY L!..a PROPERTY APPRAISER ID NUMBERS: 02-20-30-300-0240-0000,02-20-30-300-0251-0000, 02-20-30-300-026A-0000, 02-20-30-300-0281-0000, 02-20-30-304-0290-0000 SEMINOLE COUNTY APPROVED FOR CONSTRUCTION THIS APPROVAL IS SUBJECT OT SPECIFIC CONFORMANCE TO THE SEMINOLE COUNTY LAND DEVELOPMENT CODE AND ANY SPECIAL REQUIREMENTS OF THE BOARD OF COUNTY COMMISSIONERS. IT SHALL BE THE RESPONSIBILITY OF THE DEVELOPERS TO CORRECT ANY DEFECTS IN THE PLANS OR THE FACILITY AS CONSTRUCTED WHICH RESULTS IN A FAILURE TO MEET APPLICBLE CODE REQUIREMENTS. ADMINISTRATIVE ACCEPTANCE OF THE DEVELOPER'S PLANS DOES NOT CONSTITUTE A WAIVER OF ANY CODE REQUIREMENTS NOR DOES IT RELIEVE THE DEVELOPER OF RESPONSIBILITY TO MEET THOSE REQUIREMENTS. THIS SPECIFIC APPROVAL IS VALID FOR A PERIOD OF ONE YEAR FORM THE DATE BELOW. APPROVED. SEMINOLE COUNTY DEVELOPMENT REVIEW DEPARTMENT DATE RevrsroNs ev 6 JUNE 2006 LR 2&19 JUNE 2006 LR 13\15 JAN. 2007 LR ® 9 MAR. 2007 LR a ItH V E 0 cn a r- o� • � z v oN0 V1 -a c L0 �° L �! QO ® m 4 O �O cc klu 6 w Lo � r�7 Lf) W m rn o cn 4 Li DRAWN LAR I 2 I Dwrgn Nu. U440 0dtober 03, 2005 Fleming Wait (rating -- 3 Per o HR. (Sell Items 1, 2, 3, 3A and 4) Nunb,earing 1Via11 RriUng — 4 fill. (Sem Itams 1, 2, 3 and 4) Load Rastrlcled for Canadian Applications — Sea Guide BxLff7 V [ OF 1ZQMTAL. 8;EidT10N •� 1, flour and Cciling Rynnyr — (Nat Show)) — Channel shape-jr atta.tited to floor and ceilhrg 'wlth steel fasteners spacatd mAX Z4 In, OC. For nouLlearing waifs, fabrlcatdd f(onn min NO- 25 MSG gale statl, 1-1/2 Iri, deep and rniri 2-1/2. In. vttdo, For beating walls, fahrkhted front Mier 0,0329 Its. thick (20 MSG) gait( steel,, 1-114 In, deep find 3-1/2 In. wide. 2. steel, Studs — Channel shaped, :paced a mai( 24 in, OC. For tripbea.rina vialls, fabricated frorn min 23 tiSG gory sttel, min 2-1/2 In. ,ride by 1-1/4 ht. r u tis d il'Iln r nn . Into floor an C studs ctlon Ot ed n t el s! fel 9 deep tirlth 1/4 in, (aided hack return flange Pegs, Studs t7 be cul 3,4 tn. Ins the assemh[y height. S e (]tern 1), For bearing Vibll., win 0.0321 in. thick (20 M5G) galy steal studsr mIn 3-112 in. wide. L'/ 1-51'1 In, deep velth 112 In. fnkltd back r.etOO, (longe legs, told fanned, dasrgoed In accord4uCA with tkc cirrenL edltlon of the Specirtcatlon for the V01till of COYd4011had Steel Structural Mandiars by the Alneilcmi Ironand Sted Institute (.41St). Ah daggn dethlls anhhnchig the structural Integrity of tile'ivall awnribly' lncfudltig tht "141 design load Of tht studs, :stall _t sattached to floor rid t ha as spttldlcd try 04 steel stud de:"Ignar and,+ar p('Odu:er, and 1,11411 meat the requltChrants of ail applicable }oral code a pa i 1cies_ and tailing runners with 1/2 ht. tong Typo S-14 pan-htrsir, self-drlllluq, s41f-tapph4g steel screws on both sides of the studs or by welded or bolted coinrtectlons de.Igned In accardance'nith the AISI 1peclflc4tiO1M plfYeee required far lateral supportef stud:, support shafl be provided by means of steel straps, chanrtefs at other shnl]a:r ,meal's as speclflad in the deslgn of a pard, dxlW stael stud Wien 3/stern 3. Batts and blaukd", — Nom 2 In. thick (Nonbeating'rzarl) or from 3 In. tIiRk (3 Hr. Dia lug Wall) mineral vi:ml baits, ftlttlori fit between th-e studs acid 1104r eiid telling,dinners. For 4 Hr, beating 14h11 rating see ]rein! 3 A. TNERMArIBER INC — Type SAF13. 3A, Batts and Blankets — rot' use vihcn Bearing ",Wall Rating is 4 tlr. — Mrnerhl soul batts nal! 3 In: thick, rndn 4 ptfr frtctioli fit tetrreen the studs and Noar and caning runners. 4, Gypsum Huard" 3/4 In. tlikk, 4 it vilde. Fur nonbeatlog wails, "o, ]bytes of riollboard app]lid to tact, side 4r the sass sttidi. Ismer rayar aPprled Weitical]y with Jolnts centered azar studs aiid staggated all opposite sldes of studs. Outer Wpbr applied hari�ntaNy will''tert]cal butt JoEnts staggeraI froYri liner layer )+slits or vertically with jolnts centgrexl Over studs and staggered on opp.oslte slde of Mt Ids. inner layer W4red with 1.-1/4 In. long Typd S steel sera}vs, spaced 24 in. RC along Ilii pelhireter end iii flit fkld. OUtir layer, i4lrart spelled liorizetttally, sacurtd wllla 2-r/4 IIs. loug Type S sloe] scttR, spiced 12 Iu. OC at..mg Nat perimeter and In the field. Along the hmtrontal johns of the outer layer, t-1/2 In. baltq Type, G steel screws to be applied nnldway between the studs (24 In. OC) and I in. from the longltudlnal Joint. Outer layer, when apphed zert]celly, joints staggered, secured vilth 2-1/4 In. Long Type S steel screws spaced 12 in. OC along the perimeter and In the field. roe beating walls, the Wailbohed ]s secured he the same niatiriar except Type S-12 sizer straeys ale used Instead or Type S. CANADIAN GYPSUM, COMPANY — Type IP -X3 or ULTPACODE UNITED STATES GYPSUM CO — Type IP -X3 or VLTPACODE= USG MEXICO S A DE C N — Type IP -X3 or VI.TRAC000 1, a❑het tape and Compound — (Not Shovill) — Outer layer Joints cozened tMlth lohrt cot npoat'id and p sparof mesh tape. Screw heads touarad gtith jolnt compound_ *Bearing tate UL C1451,111catiort Mark La9tUodnted on 2005-10-03 o- (D- GENERAL NOTES: n ®�, LnN�CV THIS STRUCTURE HAS BEEN DESIGNED IN 00 ACCORDANCE WITH THE REQUIREMENTS r'' N N X L M OF THE FLORIDA BUILDING CODE 2004, �o ®� CHAPTER 16, STRUCTURAL LOADS. ® u_ C�) L IN ACCORDANCE W/ SECTION 1606, THE °- o ,U ICU FOLLOWING WIND LOAD REQUIREMENTS m 0 u_ U-) WERE EMPLOYED IN THE DESIGN OF THE STRUCTURE:AM rWIT � 5r } V"ii ry I BASIC WIND SPEED: (3 SEC: GUST) 120 MPHit ifu i r� fl ' �+r�f,i0 BUILDING CAT. II, ENCLOSED X11 ra0,10,Nor h wq N�"ii N ".�/ r Q IMPORTANCE FACTOR 1.00 ,,,, , +� �ty V'1 i in (r7 LU WIND EXPOSURE B fa a ti U t;_i V1 z 7- 1 - q5 a,.Ls L.: N V INTERNAL PRESSURE COEFFICIENT: +/-0,18r--�+JJa (h F 111 H f Y DESIGN PRESSURE FOR COMPONENTS & CLADDING (WORSE CASE CONDITION): N� +01 & DOORS; +25,9 PSF -34.7 PSF o 55 -34.7 WINDOWS _ 7 CQ SLIDING GLASS DOORS: +24.7 PSF -32.4 PSF GARAGE DOORS: +22.9 PSF -26.9 PSF. ALL CONNECTIONS HAVE BEEN CHECKED TO WITHSTAND ALL APPLICABLE LOADS, WALL LEGEND W Q r .� 0 N a SHEET NUMBER / 01 OF SCALE: 1/8" = P-0" PLOT DATE: April 11, 2008 FLOOR PLAN INTERIOR FRAME WALL w r � z . O 4 HOUR FIRE WALLin w �w LU n In T=11111 111111111 LU (j) 8" CMU WALL (8'-0" HIGH) J ® IL a U _4A 8" CMU WALL (9'-4'r HIGH) REVISIONS 8" CMU WALL (10'-8" HIGH) AREA TABULATION TENANT 1 4665 S.F. --� TENANT 2 4720 S.F. TOTAL UNDER ROOF 9385 S.F. VERIFY LOCATION OF 4 HR WALL 0 w `°ENANT W/ T BUILD -OUT. TOTAL b U0 Z) AREA OF OFFICE/WAREHOUSE NOT � ce 0 c� TO EXCEED 8000 S.F. V) w w 0 U Q Ww000 a(HNz LL � w � Lij00� <_ b L0 .� 0 N a SHEET NUMBER / 01 OF SCALE: 1/8" = P-0" PLOT DATE: April 11, 2008 FLOOR PLAN SOUTH ELEVATION SCALE: 1/8" = V-0" EAST ELEVATION SCALE: 1/8" = V-0" 20'-8" j�__18'-6" _ - -- EAVE HGT. AWNING BY OTHERS TEXTURED CEMENTITIOUS NORTH ELEVATION SCALE: 1/8" = V-0" i_ EAVE 11- DOWNSPOUT TYP. ALL PLACES SHOWN FINISH (TYP.) FIN. FLR. WEST ELEVATION SCALE: 1/4" = V-0" ll')N®N 00 m Iff)m T o�o��cNv z m o C) -a�v�- o- c x ��u- cn 2 � i a N�ItI It"�11 ��i �'.till: ap s oo u- 4U U 13 M Lo 0 O r 1� w ; f Pli1 Lu l+ CL fel@ 130�Y+'% I w'.t 9 H ��:>�i�� t 1II11JN�YJ.. FINISH (TYP.) FIN. FLR. WEST ELEVATION SCALE: 1/4" = V-0" ll')N®N 00 m Iff)m T o�o��cNv m o C) -a�v�- o- c x ��u- cn 2 � i a N�ItI It"�11 ��i �'.till: 4U U 13 M Lo t r 1� w ; f Pli1 Lu l+ �, fel@ 130�Y+'% I w'.t 9 H ��:>�i�� t 1II11JN�YJ.. V a ❑ w Ld o O z P Z W w n LLQ kw41- w ® O L3 LL - m v 17) REVISIONS I� O i—I LL1 O r z -J O v w®O w O � LL r -,Z LL LLJ Ln cq ®� -�-- z = U Lu a SHEET NUMBER 02 OF PLOT DATE: April 11, 2008 ELEVATIONS R WA KIP MFI I 8" TE; CO FIS I 1 I REFER TO METAL BLDG MFGR. SPECS FOR ADDITIONAL WALL & ROOF INFORMATION ' nil rlr n\/ I/ThhV I TYPICAL WALL, SCALE: 3/4" = V-0" J"" 1 —w. —1- 1 1 N ... FOR SPECS ON (a) WAREHOUSE (8'-0" T.O.M.) I 1 REFER TO METAL BLDG 1 MFGR. SPECS FOR ADDITIONAL WALL & ROOF INFORMATION ' ROOF BY KIRBY EAVE HGT. VARIES MTL. BLDG. MFGR. @ WAREHOUSE REFER TO ELEVATIONS I I 1 WALL PANEL BY KIRBY MTL. BLDG. MFGR. ' I 1 I 1 1 1 1 I 1 r COLUMN BY KIRBY 9'-4" TOP OF Lel MTL, BLDG. MFGR. , BLOCK — - — I 1 1 I 1 1 I I I 8" CMU WALL TEXTURED 1 CEMENTITIOUS FINISH ' 1 5" CONC. SLAB REFER TO FOUNDATION PLAN , FOR SPECS. '-0" FIN_ FLR. - — . • �- . - .. ..- - ASSUMED GRADE 1 rrr I 1 SEE FOUNDATION PLAN FOR SPECS WALL SECTION Cad WAREHOUSE SCALE: 3/4" = V-011 (9'-4" T.O.M.) SIMPSON SP6 --� STUD TO TOP PLATE \ AT EACH STUD _ 20'-8" TOP OF WALL MTL. FLASHING I 6" STUCCO BAND 1 6" STUCCO BAND I TEXTURED 1 CEMENTITIOUS REFER TO METAL BLDG I FINISH OVER PAPER MFGR. SPECS FOR ADDITIONAL BACK LATH WALL & ROOF INFORMATION ' ROOF BY KIRBY EAVE HGT. VARIES' APPROVED MTL. BLDG. MFGR. @ WAREHOUSE ( WEATHER RESISTIVE\ REFER TO ELEVATIONS _ , BARRIER. 1/211 CDX PLYWOOD 1 1 1 R-11 BATT INSULATION \ 2X8 STUDS (. ' 16" O.C. 1 SIMPSON SP6 STUD TO BOTTOM PLATE AT EACH STUD I WALL PANEL BY KIRBY MTL. BLDG. I 10'-8" TOP OF _ MFGR. 1BLOCK I 1 COLUMN BY KIRBY MTL. BLDG. MFGR. , I 2xi:' P.T. / LEDGER CONT. 1/2" x 8" GALV:� ANCHOR BOLTS I AT 48" O.C. 8'-0" TOP OF BLOCK , _, ACOUSTICAL TILE CEILING @ 8'-0" A.F.F. , (VERIFY W/ TENANT BUILD -OUT) : . I � _ 1X P.T. FURRING REFER TOLINTEL PLAN FOR. LINTEL SIZE @ ALL OPEN'G LOCATIONS 1/2" GYP. BOARD I' WINDOW SIZE —� VARIES. REFER TO FLOOR PLAN FOR SIZE ' & LOCATION. I 8" CMU WALL I 8" CMU WALL TEXTURED _ ' TEXTURED --� CEMENTITIOUS I CEMENTITIOUS FINISH I FINISH I _ I 1 5" CONC. SLAB REFER _ TO FOUNDATION PLAN 1 FOR SPECS. /// _ 0'-0" FIN. FLR. 01-0" FIN. FLR.1-7 — a' ASSUMED GRADE ; : ASSUMED GRADE � I SEE FOUNDATION PLAN FOR SPECS SCALE: 3/4" = V-0" L SECTION @ OFFICE (8'-0" T.O.M.) Nil DBL 2X8 TOP PLATE 1/2" CDX PLYWOOD TEXTURED CEMENTITIOUS FINISH OVER PAPER BACK LATH OVER APPROVED WEATHER RESISTIVE BARRIER. (PROVIDE FLASHING AS REQUIRED) PARAPET & ROOF BY KIRBY MTL. BLDG. MFGR. I 1 REFER TO METAL BLDG MFGR. SPECS FOR ADDITIONAL I WALL & ROOF INFORMATION 1 I WIND BEAM BY KIRBY MTL. BLDG. MFGR. 1 fI 1 1 1 1 I 1 1 ACOUSTICAL TILE CEILING @ 8'-0" A.F.F. (VERIFY W/ TENANT BUILD -OUT) �— 1X P.T. FURRING i —1/2" GYP. BOARD 1 i I 2 STORY WALL S SCALE: 3/4" = V-0" - SEE FOUNDATION PLAN FOR SPECS )N Ca) OFFIC (`r7 Ln r-1 CD CD Ln ®0 00 X m -2 CDh ® � n. Q X .0 LL.. () h ,'���9U• .s�uF���tlg 1t IN rrt + Ln M T -j Ln I✓'x�j 4 l 41��1� 1 L'!A1 'A iCy1, yti) .�Flr t4 RIP LLJ Nxh'k ! I I f1 u I:I.i a R z N Z U � k IIIIIIIIIIIN Lu b1p m v w ca W � z . 0 r Z w d H Ln r-1 '4 , n Ln C7 w ¢ vi 0 u REVISIONS I�I b �. Q ro Lu ui :5 -, u �: Q F=-1 Z w u Lr) Lf) OOH � � M w Ln rn N CL SHEET NUMBER ®3 OF PLOT DATE: April 11, 2008 WALL SECTIONS GENERAL STRUCTURAL NOTES DESIGN LOADS: AREA SUPERIMPOSED LIVE LOAD ROOF 20 PSF FLOOR 40 PSF AREA DEAD LOAD ROOF 35 PSF FLOOR 75 PSF EXT. FLOOR 55 AND 85 PSF WIND 120 MPH MWF, ASCE 7-02 MWF 34 PSF, COM. AND CLAD. 38 PSF EXPOSURE C; INTERNAL PRESSURE COEF. 0.55,-0.55; IMPORTANCE 1 GENERAL CONTRACTOR SHALL SUBMIT SHOP DRAWINGS AND SUBMITTALS PER COVER SHEET NOTES. GC SHALL NOT BE RELIEVED OF RESPONSIBILITY FOR ERRORS OR OMISSIONS IN SHOP DRAWINGS OR MIX DESIGNS BY THE ENGINEER'S REVIEW THEREOF. SITE WORK DESIGN SOIL BEARING PRESSURE = 2000 P.S.F. (CONTRACTOR SHALL VERIFY) A QUALIFIED TESTING LABORATORY OR QUALIFIED FIELD TEST COMPANY SHALL BE RETAINED TO PERFORM THE FOLLOWING: a) ONE DENSITY TEST FOR EACH 2,000 S.F. OF COMP ACTED.SUBGRADE AND COMPACTED FILL b) ONE DENSITY TEST AT EACH COLUMN FOOTING c) ONE DENSITY TEST PER 50 FEET OF WALL FOOTING ONE COPY OF ALL TEST REPORTS SHALL BE SENT DIRECTLY TO OWNER, ARCHITECT, STRUCTURAL ENGINEER, AND GENERAL CONTRACTOR. THE SIDES OF FOOTINGS MAY BE EARTH -FORMED IF THE EXCAVATION CAN BE KEPT VERTICAL, CLEAN AND STABLE, OTHERWISE PLYWOOD FORMS MUST BE USED. CAST -IN. -PLACE CONCRETE CONCRETE TO BE NORMAL WEIGHT WITH THE FOLLOWING MINIMUM COMPRESSIVE STRENGTHS AT 28 DAYS: a) FOOTINGS, SLAB -ON -GRADE 3000 PSI b) MASONRY WALL TIE BEAMS 3000 PSI c) COLUMNS 4000 PSI CONCRETE SHALL BE READYMIX PER ASTM C94 a) PORTLAND CEMENT ASTM C 150 b) AGGREGATES ASTM C 33 (3/4" MAX.) c) NO CALCIUM CHLORIDE ASTM C 260 d) AIR ENTRAINING ASTM C 494 e) WATER REDUCING C618-78 CLASS F (20 % f) FLYASH MAX. BY WEIGHT) g) WATER CLEAN & POTABLE REINFORCING STEEL: ASTM A 615 GRADE 60 REQUIRED SLUMP RANGE = 3" TO 5 WELDED FABRIC: ASTM A185. FURNISH IN SHEETS, NOT ROLLS. MOISTURE BARRIER: 6 MIL POLYETHYLENE, LAP 6" AND TAPE ALL JOINTS. PROVIDE PROPERLY TIED SPACERS, CHAIRS, BOLSTERS, ETC., AS REQUIRED AND NECESSARY TO ASSEMBLE, PLACE AND SUPPORT ALL REINFORCING IN PLACE. USE WIRE BAR TYPE SUPPORTS COMPLYING WITH CRSI RECOMMENDATIONS. USE PLASTIC TIP LEGS ON ALL EXPOSED SURFACES. ALL BEAMS SPANDRELS AND SLABS SHALL BE POURED MONOLITHICALLY, EXCEPT FOR REQUIRED CONSTRUCTION JOINTS. PROPOSED CONSTRUCTION JOINT LOCATIONS SHALL BE SUBMITTED TO ENGINEER FOR APPROVAL. CONTRACTOR SHALL VERIFY LOCATIONS OF ALL OPENINGS, SLEEVES AND SLAB RECESSES AS REQUIRED BY OTHER TRADES BEFORE CONCRETE IS PLACED. NO SLEEVE, OPENING OR INSERT MAY BE PLACED IN BEAMS; JOISTS OR COLUMNS UNLESS APPROVED BY THE ENGINEER. CONTRACTOR SHALL VERIFY EMBEDDED ITEMS, INCLUDING BUT NOT LIMITED TO ANCHOR BOLTS, BOLT CLUSTERS, WELD PLATES, ETC., BEFORE" PLACING CONCRETE. NOTIFY ENGINEER OF ANY CONFLICTS WITH REBAR. SEE ARCHITECTURAL DRAWINGS FOR REQUIRED CONCRETE FINISHES. ALL CONCRETE SHALL BE CURED IMMEDIATELY AFTER FINISHING OPERATION SIN ACCORDANCE WITH ONE OF THE FOLLOWING METHODS: a) APPLY A 30 % SOLIDS LIQUID MEMBRANE FORMING CHEMICAL CURING COMPOUND IN ACCORDANCE WITH ASTM C-309. b) PROVIDE CONTINUOUS MOISTURE TO CONCRETE IN ACCORDANCE WITH ACI 301. " GENERAL CONTRACTOR IS RESPONSIBLE FOR THE PROPER DESIGN AND CONSTRUCTION OF ALL FORMWORK, SHORING AND RESHORING. DESIGN SHALL BE PERFORMED BY A LICENSED FLORIDA ENGINEER. A QUALIFIED TESTING LABORATORY OR MATERIAL SUPPLIER SHALL PERFORM THE FOLLOWING CONCRETE TESTS ON SITE. a) CYLINDER STRENGTH TESTS - ASTM C39+/- 1 SET OF FOUR CYLINDERS FOR EACH 50 CUBIC YARDS OR FRACTION THEREOF. TEST ONE CYLINDER AT 7 DAYS AND TWO AT 28 DAYS, HOLD THE FINAL CYLINDER IN RESERVE. b) SLUMP TEST - ASTM C143 ONE COPY OF ALL TEST REPORTS SHALL BE SENT DIRECTLY TO OWNER, ARCHITECT, STRUCTURAL ENGINEER AND GENERAL CONTRACTOR. RESTRICT THE ADDITION OF MIX WATER AT THE JOB SITE. DO NOT ADD WATER WITHOUT THE APPROVAL OF THE GENERAL CONTRACTOR AND DO NOT EXCEED SLUMP LIMITATIONS OR THE TOTAL ALLOWABLE WATER TO CEMENT RATIO. USE COLD WATER FROM THE TRUCK TANK AND REMIX TO ACHIEVE CONSISTENCY. THE REPORTS SHALL INDICATE HOW MUCH WATER WAS ADDED AT THE JOB SITE. ALL TESTS SHALL BE DONE AFTER THE ADDITION OF WATER TO THE MIX. 9, ALL CONNECTION HARDWARE SHALL BE GALVANIZED AND SUPPLIED BY SIMPSON STRONG TIE, FULLY NAILED. SUBMIT CUT SHEETS FOR ALL CONNECTION HARDWARE TO ENGINEER FOR APPROVAL. 10. STUDS SHALL B DOUBLED AT ALL ANGLES AND AROUND ALL OPENINGS. STUDS SHALL BE TRIPLED AT ALL CORNERS. 11. ALL OUTSIDE CORNERS SHALL BE BRACED WITH A DIAGONAL 1 X 4 LET INTO OUTSIDE EDGE OF 2X STUDS, UNLESS PLYWOOD SHEATHING IS SHOWN ON DRAWINGS. 12. WOOD LINTELS OVER OPENINGS SHALL BE DOUBLE 2x8 HEADERS FOR SPANS UP TO 6-0" AND DOUBLE 2x10 HEADER FROM 6'-0" TO T-0". SEE PLANS FOR SPANS GREATER THAN T-0". ALSO PROVIDE 1/2" PLYWOOD SPACER PLATE BETWEEN BEAMS PLYS, NAIL TOGETHER WITH 16d NAILS 15 12" ON CENTER TOP AND BOTOTM. 13. ALL NON -LOAD BEARING PARTITIONS SHALL CONSIST OF 2x4 STUDS SPACED AT 24" O.C. UNLESS GREATER IS REQUIRED BY HEIGHT, PLUMBING OR HVAC REQUIREMENTS. 2x4 STUDS DO NOT NEED TO BE DOUBLED AT THE FIRST FLOOR FOR NON -LOAD BEARING PARTITIONS ONLY. 14. PLACE A SINGLE PLATE AT THE BOTTOM AND A DOUBLE PLATE AT THE TOP OF ALL STUD WALLS. AT INTERIOR STUD WALLS; PROVIDE EITHER HILTI DN72 (WITH 7/8" DIAMETER 5/64" THICK WASHERS) POWDER DRIVEN FASTENERS AT V-10" O.C., OR 1/2" DIAMETER HILTI KWIC -BOLTS (EXPANSION ANCHORS) WITH 6" EMBEDMENT; AT 2 -0 O.C. RED -HEAD FASTENERS OF EQUIVALENT SIZES MAY BE USED. ALL OTHER SUBSTITUTIONS MUST BE APPROVED BY STRUCTURAL ENGINEER PRIOR TO INSTALLATION. SEETHE SHEAR WALL SCHEDULE FOR SPECIAL SOLE PLATE ATTACHMENT AT SHEAR WALLS. 15. WALL SHEATHING SHALL BE: a) AT INTERIOR WALLS PROVIDE 1/2" OR 5/8" GYPSUM WALLBOARD. PROVIDE CEMENTITIOUS BACKERBOARD AT CERAMIC TILE. PROVIDE WATER-RESISTANT GYPSUM WALLBOARD AT ALL PLUMBING WALLS. SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS. EACH SIDE OF STUDS, NAILED WITH 5d COOLER NAILS AT 7 O.C. (USE 6d COOLER NAILS FOR 5/8" WALLBOARD) AT ALL SUPPORTS. PROVIDE SOLID 2x BLOCKING AT ALL SHEET EDGES. BLOCKING IS NOT REQUIRED AT NON -LOAD BEARING PARTITIONS. b) AT EXTERIOR WALLS SHEATH THE INTERIOR FACE OF WALLS WITH GYPSUM WALLBOARD AS NOTED ABOVE FOR INTERIOR WALLS. SHEATH THE EXTERIOR FACE OF WALLS WITH 1/2" C -DX PLYWOOD (OR 7/16" O.S.B.) NAILED WITH 10d @ 6" O.C. AT ALL EDGE SUPPORTS AND 10d NAILS AT 12" U.C. AT ALL INTERMEDIATE SUPPORTS. BLOCKING IS NOT REQUIRED AT NON -LOAD BEARING PARTITIONS. 16. FLOOR SHEATHING SHAL BE 3/4" TONGUE AND GROOVE PLYWOOD, GLUED AND NAILED WITH Iod NAILS AT 6" O.C. AT SUPPORTED EDGES, AND 10d NAILS AT 12" O.C. AT INTERMEDIATE SUPPORTS, UNLESS ARCHITECTURAL DRAWINGS CALL FOR ADDITIONAL SHEATHING THICKNESS. 17, ROOF SHEATHING SHALL BE 5/8" U.S.B. PROVIDE ONE PLYWOOD CLIP PER SPAN BETWEEN SHEET EDGES. PROVIDE SOLID 2X BLOCKING BETWEEN SUPPORTS AT ALL HIPS, RIDGES, VALLEYS, AND CHANGES IN ROOF SLOPE. 18. NAILING SCHEDULE NUMBER CONNECTION COMMON NAIL SPACING SOLE PLATE TO TRUSS OR BLOCKING 16d 16" O.C. STUD TO SOLE PLATE, TOE NAIL 8d 4 DOUBLE STUDS; FACE NAIL 10d 24" U.C. DOUBLE TOP PLATES, FACE NAIL 10d 16" O.C. TOP PLATES LAPS AND INTERSECTIONS 10d 3 TRUSSES, LAPS OVER WALLS, FACE NAIL 16d 4 BUILT-UP CORNER STUDS 16d 24" O.C. STUDS TO SOLE PLATE, END NAIL 2 19. AT ALL WALLS SUPPORTING ROOF TRUSSES, PROVIDE UPLIFT RS .SHOWN ON WALL SECTIONS. STRAPPING/CONNECTORS 20. FASTENER SUBSTITUTIONS NAILS UNLESS OTHERWISE NOTED. ALL NAILS ARE COMMON II THE FOLLOWING FASTENERS ARE ACCEPTABLE SUBSTITUTIONS. ALL ALTERNATE FASTENERES SHALL BE SPACED AT THE SAME SPACING AS THE SCHEDULED FASTENERS. SCHEDULED FASTENER ALTERNATE FASTENER 8d COMMON NAIL 8d RING SHANK NAIL 8d SCREW SHANK NAIL 0.131 P -NAIL 8d GUN DRIVEN 2-3/8X0.113 (SEE DETAILS FOR SPACE REQUIREMENTS) 10d COMMON NAIL 10d RING SHANK NAIL 10d SCREW SHANK NAIL 0.148 P -NAIL 6d COOLER NAIL 46 X 1-1/4" TYPE S OR 2 DRYWALL SCREW PRE-ENGINEERED WD TRUSSES AND FLOOR JOISTS 1. THIS SECTION DEFINES PRE-ENGINEERED, PREFABRICATED, METAL PLATE CONNECTED WOOD ROOF TRUSSES AS "WOOD TRUSSES". 2. WOOD TRUSSES SHALL BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION", 1986 EDITION, PUBLISHED BY THE NATIONAL FOREST PRODUCTS ASSOCIATION. "DESIGN SPECIFICATION FOR METAL PLATE CONNECTED WOOD TRUSSES, TPA -86", PUBLISHED BY THE TRUSS PLATE INSTITUTE, AND THE APPLICABLE BUILDING CODES LISTED IN THE MISCELLANEOUS SECTION OF THESE SPECIFICATIONS. 3. THE WOOD TRUSS MANUFACTURER MUST PARTICIPATE IN A CODE APPROVED THIRD PARTY QUALITY ASSURANCE PROGRAM SUCH AS THE TRUSS PLATE INSTITUTE'S "QUALITY CONTROL INSPECTION PROGRAM". E 4. WOOD TRUSS MEMBERS AND CONNECTIONS SHALL BE DESIGNED FOR ALL LOADS SHOWN ONTHE CONTRACT DOCUMENTS INCLUDING: LIVE, DEAD, WIND, AND CONCENTRATED IN ADDITION TO THE FOLLOWING LOADS: MIN. NET ROOF UPLIFT 20 PSF MIN. NET ROOF UPLIFT @ OVERHANG 30 PSF MIN. SUPERIMPOSED ROOF DEAD LOADS: ROOF TOP CHORD 8 PSF ROOF BOTTOM CHORD 7 PSF 5. DURATION OF LOAD FACTORS: ROOF DL + LL + WL 1.33 ROOF DL + LL 1.25 6, WOOD TRUSS DESIGN SHOP DRAWINGS SHALL INCLUDE, BUT AREN'T LIMITED TO, THE FOLLOWING INFORMATION: a) SPAN LENGTH, OVERHANG AND HAVE DIMENSIONS, SLOPE AND SPACING OF THE WOOD TRUSSES b) ALL DESIGN LOADS AND THEIR POINTS OF APPLICATION. VALLEY AND CONVENTIONAL FRAMING MUST BE CONSIDERED. c) ADJUSTMENTS TO ALLOWABLE VALUES (DURATION OF LOAD FACTORS, ETC.) d) REACTIVE FORCES AND THEIR LOCATIONS e) BEARING TYPE AND MINIMUM BEARING LENGTH Q DEFLECTIONS, SPAN AND REACTION g) METAL CONNECTOR PLATE TYPE, GAUGE, SIZE AND LOCATION. h) LUMBER SIZE, SPECIES, GRADE AND MOISTURE CONTENT i) LOCATION AND CONNECTION DESIGN OF REQUIRED CONTINUOUS LATERAL BRACING j) TRUSS SPLICES MUST BE DETAILED. THIS INCLUDES "PIGGY BACK" TRUSSES. k) CONNECTION DETAILS: TRUSS TO BEARING, TRUSS TO TRUSS, TRUSS TO TRUSS GIRDER, PIGGY BACK TO TRUSS, ETC 1) BRACING: NOTE MINIMUM REQUIREMENTS BELOW. 7. DEFLECTIONS (UNLESS OTHERWISE NOTED): a) SPAN LIVE LOAD: LESS THAN OR EQUAL TO SPAN/360 b) SPAN TOTAL LOAD: LESS THAN OR EQUAL TO SPAN/240 c) REACTION LIVE LOAD: LESS THAN OR EQUAL TO TRUSS BEARING HEIGHT/480 (1) REACTION TOTAL LOAD: LESS THAN OR EQUAL TO TRUSS BEARING HEIGHT/360. 8. FIRE RETARDANT WOOD IS NOT ALLOWABLE IN WOOD TRUSSES. 9. SUPPORTS: WOOD TRUSSES SHALL BE DESIGNED WITH AT LEAST ONE HORIZONTAL ROLLER CONNECTION PER SPAN SO THAT NO HORIZONTAL REACTIONS ARE INDUCED ON SUPPORTS UNDER DEAD OR LIVE LOADS. 10. WOOD TRUSSES MUST BE CHECKED FOR WIND, WIND VELOCITY, DESIGN VELOCITY PRESSURES, AND TYPE OF STRUCTURE FOR WIND, MUST BE SHOWN ON THE SUBMITTED SHOP DRAWINGS. 11, CONTINUOUS BOTTOM CHORD LATERAL BRACING IS REQUIRED AT A MINIMUM SPACING OF 10' O.C. UNLESS OTHERWISE NOTED. BOTTOM CHORD BRACING IS CONTINUOUS FROM ONE END OF THE BUILDING TO THE OTHER END. OVERLAP CONTINUOUS BRACING AT LEAST ONE TRUSS SPACE. USE A MINIMUM OF 2X4 GRADE MARKED LUMBER AT LEAST 10' LONG, WITH 2-16d NAILS AT INTERMEDIATE AND 3-16d NAILS AT END CONNECTIONS. 12. CROSS BRACING IS REQUIRED AT MINIMUM 10' O.C. UNLESS NOTED OTHERWISE. LOCATE CROSS BRACING AT OR NEAR THE BOTTOM CHORD BRACING. INSTALL CROSS BRACING AT EACH END AND AT 20' O.C. ALONG THE LENGTH OF THE LATERAL BRACING. CROSS BRACING IS ACCOMPLISHED BY ATTACHING DIAGONAL WEB BRACING TO OPPOSITE SIDES OF THE SAME GROUP OF SIMILAR WEB MEMBERS. SLOPE CROSS BRACING IN OPPOSITE DIRECTIONS AT APPROXIMATELY 45 DEREES FORMING A CROSS "X". USE A MINIMUM OF 2X4 GRADE MARKED LUMBER WITH AT LEAST 2-16d NAILS AT EACH CONNECTION. 13. TRUSS ERECTOR IS RESPONSIBLE FOR ALL TEMPORARY BRACING OF TRUSS SYSTEM DURING CONSTRUCTION. 14. HANDLING, INSTALLATION, AND BRACING OF WOOD TRUSSES SHALL BE IN ACCORDANCE WITH "HIB -91", PUBLISHED BY THE TRUSS PLATE INSTITUTE. 15. ALL WOOD TRUSSES SHALL BE FASTENED TO THEIR SUPPORTS WITH APPROVED HURRICANE CLIPS OR STRAPS. 16. CONTRACTOR SHALL ORDER AND INSTALL HURRICANE CLIPS OR STRAPS FOR THE UPLIFT AND LATERAL FORCES SHOWN ON THE SUBMITTED WOOD TRUSS DESIGN CALCULATIONS. 17. ALL CONNECTION HARDWARE SHALL BE GALVANIZED AND SUPPLIED BY SIMPSON STRONG TIE. 18. ALL CONNECTION HARDWARE IS TO BE FULLY FASTENED PER MANUFACTURER'S REQUIREMENTS UNLESS NOTED OTHERWISE. 19. PILING OF PLYWOOD ON WOOD TRUSSES IS NOT ALLOWED, 20. INSTALLATION OF BROKEN, DAMAGED, WARPED, OR IMPROERLY REPAIRED WOOD TRUSSES IS NOT ALLOWED. 21. IMPROPER OR UNAUTHORIZED FIELD ALTERATION OF WOOD TRUSSES IS NOT ALLOWED. 22. ALL CONNECTIONS AND BRACING MUST BE INSTALLED BEFORE SHEATHING THE ROOF. 23. GABLE ENDWALL TRUSSES MUST TRANSFER LATERAL LOADS TO THE SHEAR WALLS AND/OR THE ROOF DIAPHRAGM. 24, WOOD TRUSSES THAT DO NOT MEET INTERIOR LOAD BEARING WALLS MUST BE SHIMMED. DO NOT PULL WOOD TRUSSES DOWN TO INTERIOR BEARINGS. 25. WOOD TRUSS DESIGN ENGINEER MUST BE PROVIDED WITH A COPY OF THESE DRAWINGS AND SPECIFICATIONS. 26, SUBMITTALS: ALL SUBMITTALS SHALL BEAR THE EMBOSSED SEAL OF A LICENSED FLORIDA ENGINEER AND SHALL BE SUBMITTED FOR REVIEW BY THE STRUCTURAL ENGINEER PRIOR TO WOOD TRUSS FABRICATION. a) SUBMIT SEALED WOOD TRUSS DESIGN CALCULATIONS FOR EACH TYPE OF TRUSS. b) SUBMIT SEALED WOOD TRUSS ERECTION PLAN, INCLUDING CONNECTION DETAILS AND PERMANENT BRIDGING REQUIREMENTS. c) SUBMIT SEALED WOOD TRUSS TEMPORARY ERECTION SEE MISCELLANEOUS SECTION FOR FOOR AND ROOF LIVE BRACING PLAN. AND DEAD LOADS: 8, VERTICAL REINFORCING SHALL BE AS SHOWN ON THE MAXIMUM WATER TO CEMENT RATIO WHEN NO BACK-UP DRAWINGS, FILL CELLS WITH COARSE GROUT AS SPECIFIED. DATA IS AVAILABLE: PROVIDE ACI 90 DEGREE STANDARD HOOKS INTO FOOTING a) 4000 PSI, 28 -DAY COMPRESSIVE STRENGTH +/- W/C AND ROOF TIE BEAM. LAP SPLICE VERTICAL REINFORCEMENT RATION, 0.44 MAXIMUM (NOJ-AIR-ENRAINED), 0.36 ABOVE FOOTING AND ABOVE EACH FLOOR LEVEL UNLESS NOTED OTHERWISE. MAINTAIN VERTICAL REINFORCING SHOWN MAXIMUM (AIR -ENTRAINED.) ' . ON PLANS ABOVE AND BELOW MASINRY OPENING EXCEEDING b) 3000 PSI, 28 -DAY COMPRESSIVE STRENGTH +/- W/C 10'-0' CLEAR.. CONTINUE FOUNDATION DOWELS BELOW ALL RATION, 0.58 MAXIMUM (NON -AIR -ENTRAINED), 0.47- MASONRY OPENINGS. MAXIMUM (AIR -ENTRAINED). 18. REINFORCING BAR COVER: 9. ALL REINFORCED FILLED CELLS ARE TO BE CLEAN AND FREE a) FOOTINGS 3" OF ANY FOREIGN MATERIAL OR DEBRIS. REMOVE ANY ui INSULATING MATERIAL FROM CELLS, INCLUDING POLYSTYRENE b) COLUMNS 1-1/2" INSULATING INSERTS, PRIOR TO GROUT POUR. c) BEAMS 1/1/2" d) SLABS 3/4" INTERIOR, 1-1/2" EXTERIOR 10. REINFORCING BARS SHALL BE STRAIGHT EXCEPT FOR BENDS URIO OF BATCH 19, CONCRETE SHALL BE PLACED WITHIN 90 MIN AROUND CORNERS AND WHERE BENDS OR HOOKS ARE TIME. DETAILED IN THE DRAWINGS. 20. PROVIDE COMMERCIAL FORM COATING COMPOUNDS THAT WILL 11. REINFORCING BARS SHALL BE LAPPED 48 BAR DIAMETERS NOT BOND, STAIN OR ADVERSELY AFFECT CONCRETE WHERE SPLICED AND SHALL BE WIRED TOGETHER. SURFACES. WET FORMS BEFORE PLACING CONCRETE.. 12, WHEN A FOUNDATION DOWEL DOES NOT LINE UP WITH A 21. ALL CONCRETE SHALL BE CONSOLIDATED IN PLACE USING VERTICAL CORE, IT SHALL NOT BE SLOPED MORE THAN ONE HORIZONTAL IN SIX VERTICALS. DOWELS SHALL BE GROUTED INTERNAL VIBRATORS. IN TO A CORE.IN VERTICAL ALIGNMENT, EVEN THOUGH IT IS 22. REPAIR AND PATCH DEFECTIVE AREAS WITH CEMENT MORTAR IN AN ADJACENT CELL TO THE VERTICAL WALL IMMEDIATELY AFTER REMOVAL OF FORMS, EXCEPT WHERE REINFORCEMENT. REINFORCING IS VISIBLE. CONTACT STRUCTURAL ENGINEER 13. PROVIDE HORIZONTAL WALL REINFORCING 9 GA. GALVANIZED FOR EVALUATION OF EXPOSED REINFORCING. LADDER TYPE DUR-O-WALL OR EQUIVALENT; AT 16" U.C. - FOR COMMERCIAL APPLICATIONS ONLY. " ALL EXPOSED CORNERS OF 23. PROVIDE 3/4 CHAMFERS ON A COLUMNS, BEAMS AND WALLS UNLESS OTHERWISE NOTED ON 14. PROVIDE HORIZONTAL JOINT REINFORCEMENT AT DOORS AND ARCHITECTURAL DRAWINGS. WNDOWS FOR FIRST AND SECOND BLOCK COURSE ABOVE AND 24. PROVIDE CORNER BARS AT ALL BEAM AND WALL FOOTING BELOW APERTURES. RUN REINFORCING CONTINUOUS OR EXTEND TWO FEET FROM APERTURE EDGE -FOR .CORNERS TO MATCH HORIZONTAL BARS. COMMERCIAL APPLICATIONS ONLY. 25. SUBMITTALS: 15. WIRE REINFORCEMENT SHALL BE LAPPED AT LEAST 6" AT a) SUBMIT PROPOSED CONCRETE MIX DESIGN PRIOR SPLICES AND SHALL CONTAIN AT LEAST ONE CROSS WIRE OF TO CONSTRUCTION, INCLUDING BACKUP DATA IN EACH PIECE OF REINCORCEMENT IN THE i,APPED DISTANCE. ACCORDANCE WITH ACI 301-96 CHAPTER 4, SECTION 4.2.3, EXCLUDING SECTION 4.2.3.4B. 16, CLEANOUTS SHALL BE PROVIDED IN THE BOTTOM COURSE OF b) SUBMIT DETAILED SHOP DRAWINGS OF MASONRY IN EACH GROUT POUR WHEN THE POUR HEIGHT REINFORCING BARS SHOWING NUMBER, SIZE AND EXCEEDS T-0". CLEANOUTS MAY BE SAW -CUT 4" X 4". LOCATION, INCLUDING BAR LISTS AND BEND O DIAGRAMS. 17. GROUT POUR HEIGHT SHALL NOT EXCEED 24'. PLACE c) SUBMIT FORMWORK AND SHORING DRAWINGS TO GROUTIN 5' MAX. LIFT HEIGHTS. LOCAL BUILDING DEPARTMENT WHEN REQUIRED BY 0 FLORIDA THRESHOLD LAW. 18. CONSOLIDATE GROUT POURS AT THE TIME OF PLACEMENT BY WLJJ0o MECHANICAL MEANS AND RECONSOLIDATE AFTER INITIAL 26. ALL BUILDING AND SITE SLAB -ON -GRADE SHALL BE AT WATER LOSS AND SETTLEMENT. LEAST 4" THICK, REINFORCED WITH 6x6 #10/10 W.W.F., ON 5 MIL BAPOR VARRIER, WITH SAW -CUT CONTROL JOINTS AT 19. STORE BLOCKS ON PALLETS AND COVER WITH VISQUEEN. 20'-0" O.C. EACH WAY INCLUDING HOUSEKEEPING PADS AS 20. PLACE ALL MASONRY IN RUNNING BOND WITH 3/8 REQUIRED. SEE PLANS FOR OTHER CONDITIONS. MORTAR 70INTS. PROVIDE COMPLETE COVERAGE FACE SHELL S-0 OF MORTAR BEDDING. HORIZONTAL AND VE'.'TICAL FULLY 27. SLOPE ALL WALKWAYS AWAY FROM THE BUILDING. MORTAR WEBS IN ALL COURSES OF PIERS, COLUMNS AND April 11, 2008 PILASTERS, AND ADJACENT TO GROUTED CELLS. FIBROUS REINFORCING 21, SEE DRAWINGS FOR MASONRY CONTROL JOINT LOCATIONS. ALTERNATE TO W.W.F. IN SLAB -ON -GRADE SPACE AT 26-0" U.C. AT EXTERIOR WALLS, 32'0.C. AT INTERIOR WALLS UNLESS NOTED OTHERWISE. 1. REINFORCING FIBERS TO BE VIRGIN 100 %% POLYPROPYLENE COLLATED FIBRILLATED FIBERS, SPECIFICALLY MANUFACTURED 22. MASONRY INSPECTION SHALL BE PROVIDED BY A QUALIFIED "OR USE IN CONCRETE, CONTAINING NO REPROCESSED OLEFIN AGENT IN ACCORDANCE WITH ACI 530-1„ 5. INSPECTION !'MATERIALS, WITH THE FOLLOWING PHYSICAL CHARACTERISTICS: SERVICES SHALL INCLUDE, BUT ARE NOT LIMITED TO, THE WORK IN PROGRESS AS WELL AS MATERIALS, EQUIPMENT, a) SPECIFIED GRAVITY: 0.92 AND PROCEDURES. b) MODULES OF ELASTICITY: 500-700 KSI 23. SUBMITTALS: c) TENSILE STRENGTH: 70-110 KSI a) SUBMIT PROPOSED GROUT MIX DESIGN PRIOR TO d) LENGTH: 3/4" MIN. CONSTRUCTION. 2. REINFORCING FIBERS TO BE SUPPLIED BY THE FOLLOWING b) .SUBMIT PROPOSED MORTAR MIX DESIGN PRIOR TO APPROVED MANUFACTURERS: CONSTRUCTION. c) SUBMIT DETAILED SHOP DRAWINGS OF REINFORCING a) "FIBERSTRAND 100", EUCLID CHEMICAL COMPANY BARS SHOWING NUMBER, SIZE AND LOCATION, b) "FIBERMESH", FIBERMESH, INC. INCLUDING BAR LISTS AND BENDING DIAGRAMS. c) "GRACE FIBERS", W.R. GRACE AND COMPANY d) SUBMIT COMPRESSIVE STRENGTH TESTS OF d) "PORTA ECONO-NET", PORTA CORPORATION PROPOSED MASONRY UNITS PRIOR TO CONSTRUCTION. 3. FIBERS TO BE ADDED IN MANUFACTURER'S APPROVED MASONRY UNITS ARE TO BE TESTED IN ACCORDANCE AMOUNT WITH A MINIMUM OF 1.5 LBS PER CUBIC YARD. WITH ASTM C140 . 4. CONCRETE TO BE MIXED IN ACCORDANCE WITH FIBER 24. A QUALIFIED TESTING LABORATORY OR MATERIAL SUPPLIER SHALL PERFORM THE FOLLOWING TESTS ON SITE. MANUFACTURER'S RECOMMENDATIONS FOR UNIFORM AND COMPLETE DISPERSION OF FIBER BUNDLES INTO SINGLE a) SAMPLE AND TEST GROUT IN ACCORDANCE WITH MONOFILAMENTS WITHIN CONCRETE. ASTM C1019 FOR EACH 5000 SQ. FT, OF MASONRY. S. REINFORCING FIBERS ONLY TO BE USED IN CONCRETE b) SLUMP TEST - ASTM C143. SLAB -ON -GRADES, AND NOT IN TOPPING SLABS. c) MASONRY PRISM TEST IN ACCORDANCE WITH ASTM E447, METHOD B, MODIFIED AS FOLLOWS: 1) PRISMS SHALL BE STACK BOND, ONE UNIT LONG MASONRY AND THICK WITH A FULL MORTAR BED. 5.00. 2) LIMIT HEIGHT/THICKNESS RATIO FROM 1.33 - 3) PROVIDE A MINIMUM OF ONE JOINT. 1. HOLLOW LOAD BEARING UNITS SHALL CONFORM TO ASTM ONE SET OF 3 PRISMS PRIOR TO CONSTRUCTION AND C90, NORMAL WEIGHT, TYPE II, MINIMUM NET COMPRESSIVE DURING CONSTRUCTION FOR EACH 5000 SQ. FT. OF WALL. UNIT STRENGTH = 2000 PSI. (NET AREA COMPRESSIVE MASONRY STRENGTH FM = 1500 PSI. 25. PROVIDE 8" DEEP PRECAST REINFORCED CONCRETE 2. MORTAR SHALL BE TYPE M OR S AND SHALL CONFORM TO LINTELS OVER ALL MASONRY OPENINGS NOT SHOWN TO ASTM C270 (PROPORTION OR PROPERTY SPECIFICATION). HAVE A STRUCTURAL BEAM. MINIMUM END BEARING = 8". LINTEL WIDTH TO MATCH MASONRY WIDTH. 3. COARSE GROUT SHALL CONFORM TO ASTM C476: a) 2500 PSI AT 28 DAYS CARPENTRY b) 1/4" MAXIMUM AGGREGATE c) 8" - 11" SLUMP 1. DIMENSIONED LUMBER SHALL BE DRESSED S4S, AND SHALL ES AND STANDARDS: 4. COD ES BUILDING CODE REQUIREMENTS FOR BEAR THE GRADE STAMP OF THE MANUFACTURER'S ACI ASCE 5 MASONRY STRUCTURES ASSOCIATION. ACI 530.1/ASCE 6 SPECIFICATIONS FOR MASONRY 2. ALL LUMBER SHALL BE SOUND, SEASONED, AND FREE FROM STRUCTURES '3. WARP. S. A REINFORCED MASONRY BOND BEAM SHALL BE PROVIDED IN ALL LUMBER SHALL BE SOUTHERN PINE 0. 2 GRADE OR BETTER, WITH 19 %MAXIMUM MOISTURE CONTENT U.O.N. ALL MASONRY WALLS SHOWN ON THE DRAWINGS AT EACH FLOOR. USE GALVANIZED MESH -TYPE CELL CAPS. PROVIDE 4, ALL LUMBER IN CONTACT WITH MASONRY OR CONCRETE CORNER BARS AT ALL BEAM CORNERS TO MATCH SHALL BE PRESSURE TREATED. HORIZONTAL BARS. 5. PRESSURE TREATED LUMBER SHALL BE IMPREGNATED WITH A 6. UNLESS NOTED OTHERWISE, BOND BEAMS SHALL BE A CCA SALT TTREATMENT IN ACCORDANCE WITH F.S. TT -W-571 DOUBLE COURSE OF MASONRY KNOCK -OUT BLOCK WITH (2) AND BEAR THE AMERICAN WOOD PRESERVERS INSTITUTE #5 BARS IN EACH COURSE. QUALITY MARK LP -2 7. VERTICAL BARS SHALL BE HELD IN POSITION AT THE TOP 6. PLYWOOD SHEATHING SHALL BE DFPA CD WITH EXETERIOR AND BOTTOM OF BAR AND AT 8'-0" O.C. MAXIMUM WITH A GLUE. ALL ROOF SHEATHING TO BE INSTALLED WITH MINIMUM CLEARANCE OF 1/2" FROM MASONRY. THE CLEAR PLYCLIPS. DISTANCE BETWEEN BARS SHALL NOT BE LESS THAN ONE 7. INSTALL BRIDGING IN ALL FLOOR OR ROOFJOISTS AT 8'-0" BAR DIAMETER, NOR LESS THAN 1". CENTER BARS IN WALLS O.C. MAXIMUM. INSTALL BLOCKING IN ALL WALL STUDS @ U.U.N. MID -HEIGHT. 8, ALL NAILING AND BOLTING SHALL COMPY WITH AMERICAN INSTITUTE OF TIMBER CONSTRUCTION REQUIREMENTS. 9, ALL CONNECTION HARDWARE SHALL BE GALVANIZED AND SUPPLIED BY SIMPSON STRONG TIE, FULLY NAILED. SUBMIT CUT SHEETS FOR ALL CONNECTION HARDWARE TO ENGINEER FOR APPROVAL. 10. STUDS SHALL B DOUBLED AT ALL ANGLES AND AROUND ALL OPENINGS. STUDS SHALL BE TRIPLED AT ALL CORNERS. 11. ALL OUTSIDE CORNERS SHALL BE BRACED WITH A DIAGONAL 1 X 4 LET INTO OUTSIDE EDGE OF 2X STUDS, UNLESS PLYWOOD SHEATHING IS SHOWN ON DRAWINGS. 12. WOOD LINTELS OVER OPENINGS SHALL BE DOUBLE 2x8 HEADERS FOR SPANS UP TO 6-0" AND DOUBLE 2x10 HEADER FROM 6'-0" TO T-0". SEE PLANS FOR SPANS GREATER THAN T-0". ALSO PROVIDE 1/2" PLYWOOD SPACER PLATE BETWEEN BEAMS PLYS, NAIL TOGETHER WITH 16d NAILS 15 12" ON CENTER TOP AND BOTOTM. 13. ALL NON -LOAD BEARING PARTITIONS SHALL CONSIST OF 2x4 STUDS SPACED AT 24" O.C. UNLESS GREATER IS REQUIRED BY HEIGHT, PLUMBING OR HVAC REQUIREMENTS. 2x4 STUDS DO NOT NEED TO BE DOUBLED AT THE FIRST FLOOR FOR NON -LOAD BEARING PARTITIONS ONLY. 14. PLACE A SINGLE PLATE AT THE BOTTOM AND A DOUBLE PLATE AT THE TOP OF ALL STUD WALLS. AT INTERIOR STUD WALLS; PROVIDE EITHER HILTI DN72 (WITH 7/8" DIAMETER 5/64" THICK WASHERS) POWDER DRIVEN FASTENERS AT V-10" O.C., OR 1/2" DIAMETER HILTI KWIC -BOLTS (EXPANSION ANCHORS) WITH 6" EMBEDMENT; AT 2 -0 O.C. RED -HEAD FASTENERS OF EQUIVALENT SIZES MAY BE USED. ALL OTHER SUBSTITUTIONS MUST BE APPROVED BY STRUCTURAL ENGINEER PRIOR TO INSTALLATION. SEETHE SHEAR WALL SCHEDULE FOR SPECIAL SOLE PLATE ATTACHMENT AT SHEAR WALLS. 15. WALL SHEATHING SHALL BE: a) AT INTERIOR WALLS PROVIDE 1/2" OR 5/8" GYPSUM WALLBOARD. PROVIDE CEMENTITIOUS BACKERBOARD AT CERAMIC TILE. PROVIDE WATER-RESISTANT GYPSUM WALLBOARD AT ALL PLUMBING WALLS. SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS. EACH SIDE OF STUDS, NAILED WITH 5d COOLER NAILS AT 7 O.C. (USE 6d COOLER NAILS FOR 5/8" WALLBOARD) AT ALL SUPPORTS. PROVIDE SOLID 2x BLOCKING AT ALL SHEET EDGES. BLOCKING IS NOT REQUIRED AT NON -LOAD BEARING PARTITIONS. b) AT EXTERIOR WALLS SHEATH THE INTERIOR FACE OF WALLS WITH GYPSUM WALLBOARD AS NOTED ABOVE FOR INTERIOR WALLS. SHEATH THE EXTERIOR FACE OF WALLS WITH 1/2" C -DX PLYWOOD (OR 7/16" O.S.B.) NAILED WITH 10d @ 6" O.C. AT ALL EDGE SUPPORTS AND 10d NAILS AT 12" U.C. AT ALL INTERMEDIATE SUPPORTS. BLOCKING IS NOT REQUIRED AT NON -LOAD BEARING PARTITIONS. 16. FLOOR SHEATHING SHAL BE 3/4" TONGUE AND GROOVE PLYWOOD, GLUED AND NAILED WITH Iod NAILS AT 6" O.C. AT SUPPORTED EDGES, AND 10d NAILS AT 12" O.C. AT INTERMEDIATE SUPPORTS, UNLESS ARCHITECTURAL DRAWINGS CALL FOR ADDITIONAL SHEATHING THICKNESS. 17, ROOF SHEATHING SHALL BE 5/8" U.S.B. PROVIDE ONE PLYWOOD CLIP PER SPAN BETWEEN SHEET EDGES. PROVIDE SOLID 2X BLOCKING BETWEEN SUPPORTS AT ALL HIPS, RIDGES, VALLEYS, AND CHANGES IN ROOF SLOPE. 18. NAILING SCHEDULE NUMBER CONNECTION COMMON NAIL SPACING SOLE PLATE TO TRUSS OR BLOCKING 16d 16" O.C. STUD TO SOLE PLATE, TOE NAIL 8d 4 DOUBLE STUDS; FACE NAIL 10d 24" U.C. DOUBLE TOP PLATES, FACE NAIL 10d 16" O.C. TOP PLATES LAPS AND INTERSECTIONS 10d 3 TRUSSES, LAPS OVER WALLS, FACE NAIL 16d 4 BUILT-UP CORNER STUDS 16d 24" O.C. STUDS TO SOLE PLATE, END NAIL 2 19. AT ALL WALLS SUPPORTING ROOF TRUSSES, PROVIDE UPLIFT RS .SHOWN ON WALL SECTIONS. STRAPPING/CONNECTORS 20. FASTENER SUBSTITUTIONS NAILS UNLESS OTHERWISE NOTED. ALL NAILS ARE COMMON II THE FOLLOWING FASTENERS ARE ACCEPTABLE SUBSTITUTIONS. ALL ALTERNATE FASTENERES SHALL BE SPACED AT THE SAME SPACING AS THE SCHEDULED FASTENERS. SCHEDULED FASTENER ALTERNATE FASTENER 8d COMMON NAIL 8d RING SHANK NAIL 8d SCREW SHANK NAIL 0.131 P -NAIL 8d GUN DRIVEN 2-3/8X0.113 (SEE DETAILS FOR SPACE REQUIREMENTS) 10d COMMON NAIL 10d RING SHANK NAIL 10d SCREW SHANK NAIL 0.148 P -NAIL 6d COOLER NAIL 46 X 1-1/4" TYPE S OR 2 DRYWALL SCREW PRE-ENGINEERED WD TRUSSES AND FLOOR JOISTS 1. THIS SECTION DEFINES PRE-ENGINEERED, PREFABRICATED, METAL PLATE CONNECTED WOOD ROOF TRUSSES AS "WOOD TRUSSES". 2. WOOD TRUSSES SHALL BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION", 1986 EDITION, PUBLISHED BY THE NATIONAL FOREST PRODUCTS ASSOCIATION. "DESIGN SPECIFICATION FOR METAL PLATE CONNECTED WOOD TRUSSES, TPA -86", PUBLISHED BY THE TRUSS PLATE INSTITUTE, AND THE APPLICABLE BUILDING CODES LISTED IN THE MISCELLANEOUS SECTION OF THESE SPECIFICATIONS. 3. THE WOOD TRUSS MANUFACTURER MUST PARTICIPATE IN A CODE APPROVED THIRD PARTY QUALITY ASSURANCE PROGRAM SUCH AS THE TRUSS PLATE INSTITUTE'S "QUALITY CONTROL INSPECTION PROGRAM". E 4. WOOD TRUSS MEMBERS AND CONNECTIONS SHALL BE DESIGNED FOR ALL LOADS SHOWN ONTHE CONTRACT DOCUMENTS INCLUDING: LIVE, DEAD, WIND, AND CONCENTRATED IN ADDITION TO THE FOLLOWING LOADS: MIN. NET ROOF UPLIFT 20 PSF MIN. NET ROOF UPLIFT @ OVERHANG 30 PSF MIN. SUPERIMPOSED ROOF DEAD LOADS: ROOF TOP CHORD 8 PSF ROOF BOTTOM CHORD 7 PSF 5. DURATION OF LOAD FACTORS: ROOF DL + LL + WL 1.33 ROOF DL + LL 1.25 6, WOOD TRUSS DESIGN SHOP DRAWINGS SHALL INCLUDE, BUT AREN'T LIMITED TO, THE FOLLOWING INFORMATION: a) SPAN LENGTH, OVERHANG AND HAVE DIMENSIONS, SLOPE AND SPACING OF THE WOOD TRUSSES b) ALL DESIGN LOADS AND THEIR POINTS OF APPLICATION. VALLEY AND CONVENTIONAL FRAMING MUST BE CONSIDERED. c) ADJUSTMENTS TO ALLOWABLE VALUES (DURATION OF LOAD FACTORS, ETC.) d) REACTIVE FORCES AND THEIR LOCATIONS e) BEARING TYPE AND MINIMUM BEARING LENGTH Q DEFLECTIONS, SPAN AND REACTION g) METAL CONNECTOR PLATE TYPE, GAUGE, SIZE AND LOCATION. h) LUMBER SIZE, SPECIES, GRADE AND MOISTURE CONTENT i) LOCATION AND CONNECTION DESIGN OF REQUIRED CONTINUOUS LATERAL BRACING j) TRUSS SPLICES MUST BE DETAILED. THIS INCLUDES "PIGGY BACK" TRUSSES. k) CONNECTION DETAILS: TRUSS TO BEARING, TRUSS TO TRUSS, TRUSS TO TRUSS GIRDER, PIGGY BACK TO TRUSS, ETC 1) BRACING: NOTE MINIMUM REQUIREMENTS BELOW. 7. DEFLECTIONS (UNLESS OTHERWISE NOTED): a) SPAN LIVE LOAD: LESS THAN OR EQUAL TO SPAN/360 b) SPAN TOTAL LOAD: LESS THAN OR EQUAL TO SPAN/240 c) REACTION LIVE LOAD: LESS THAN OR EQUAL TO TRUSS BEARING HEIGHT/480 (1) REACTION TOTAL LOAD: LESS THAN OR EQUAL TO TRUSS BEARING HEIGHT/360. 8. FIRE RETARDANT WOOD IS NOT ALLOWABLE IN WOOD TRUSSES. 9. SUPPORTS: WOOD TRUSSES SHALL BE DESIGNED WITH AT LEAST ONE HORIZONTAL ROLLER CONNECTION PER SPAN SO THAT NO HORIZONTAL REACTIONS ARE INDUCED ON SUPPORTS UNDER DEAD OR LIVE LOADS. 10. WOOD TRUSSES MUST BE CHECKED FOR WIND, WIND VELOCITY, DESIGN VELOCITY PRESSURES, AND TYPE OF STRUCTURE FOR WIND, MUST BE SHOWN ON THE SUBMITTED SHOP DRAWINGS. 11, CONTINUOUS BOTTOM CHORD LATERAL BRACING IS REQUIRED AT A MINIMUM SPACING OF 10' O.C. UNLESS OTHERWISE NOTED. BOTTOM CHORD BRACING IS CONTINUOUS FROM ONE END OF THE BUILDING TO THE OTHER END. OVERLAP CONTINUOUS BRACING AT LEAST ONE TRUSS SPACE. USE A MINIMUM OF 2X4 GRADE MARKED LUMBER AT LEAST 10' LONG, WITH 2-16d NAILS AT INTERMEDIATE AND 3-16d NAILS AT END CONNECTIONS. 12. CROSS BRACING IS REQUIRED AT MINIMUM 10' O.C. UNLESS NOTED OTHERWISE. LOCATE CROSS BRACING AT OR NEAR THE BOTTOM CHORD BRACING. INSTALL CROSS BRACING AT EACH END AND AT 20' O.C. ALONG THE LENGTH OF THE LATERAL BRACING. CROSS BRACING IS ACCOMPLISHED BY ATTACHING DIAGONAL WEB BRACING TO OPPOSITE SIDES OF THE SAME GROUP OF SIMILAR WEB MEMBERS. SLOPE CROSS BRACING IN OPPOSITE DIRECTIONS AT APPROXIMATELY 45 DEREES FORMING A CROSS "X". USE A MINIMUM OF 2X4 GRADE MARKED LUMBER WITH AT LEAST 2-16d NAILS AT EACH CONNECTION. 13. TRUSS ERECTOR IS RESPONSIBLE FOR ALL TEMPORARY BRACING OF TRUSS SYSTEM DURING CONSTRUCTION. 14. HANDLING, INSTALLATION, AND BRACING OF WOOD TRUSSES SHALL BE IN ACCORDANCE WITH "HIB -91", PUBLISHED BY THE TRUSS PLATE INSTITUTE. 15. ALL WOOD TRUSSES SHALL BE FASTENED TO THEIR SUPPORTS WITH APPROVED HURRICANE CLIPS OR STRAPS. 16. CONTRACTOR SHALL ORDER AND INSTALL HURRICANE CLIPS OR STRAPS FOR THE UPLIFT AND LATERAL FORCES SHOWN ON THE SUBMITTED WOOD TRUSS DESIGN CALCULATIONS. 17. ALL CONNECTION HARDWARE SHALL BE GALVANIZED AND SUPPLIED BY SIMPSON STRONG TIE. 18. ALL CONNECTION HARDWARE IS TO BE FULLY FASTENED PER MANUFACTURER'S REQUIREMENTS UNLESS NOTED OTHERWISE. 19. PILING OF PLYWOOD ON WOOD TRUSSES IS NOT ALLOWED, 20. INSTALLATION OF BROKEN, DAMAGED, WARPED, OR IMPROERLY REPAIRED WOOD TRUSSES IS NOT ALLOWED. 21. IMPROPER OR UNAUTHORIZED FIELD ALTERATION OF WOOD TRUSSES IS NOT ALLOWED. 22. ALL CONNECTIONS AND BRACING MUST BE INSTALLED BEFORE SHEATHING THE ROOF. 23. GABLE ENDWALL TRUSSES MUST TRANSFER LATERAL LOADS TO THE SHEAR WALLS AND/OR THE ROOF DIAPHRAGM. 24, WOOD TRUSSES THAT DO NOT MEET INTERIOR LOAD BEARING WALLS MUST BE SHIMMED. DO NOT PULL WOOD TRUSSES DOWN TO INTERIOR BEARINGS. 25. WOOD TRUSS DESIGN ENGINEER MUST BE PROVIDED WITH A COPY OF THESE DRAWINGS AND SPECIFICATIONS. 26, SUBMITTALS: ALL SUBMITTALS SHALL BEAR THE EMBOSSED SEAL OF A LICENSED FLORIDA ENGINEER AND SHALL BE SUBMITTED FOR REVIEW BY THE STRUCTURAL ENGINEER PRIOR TO WOOD TRUSS FABRICATION. a) SUBMIT SEALED WOOD TRUSS DESIGN CALCULATIONS FOR EACH TYPE OF TRUSS. b) SUBMIT SEALED WOOD TRUSS ERECTION PLAN, INCLUDING CONNECTION DETAILS AND PERMANENT BRIDGING REQUIREMENTS. c) SUBMIT SEALED WOOD TRUSS TEMPORARY ERECTION SEE MISCELLANEOUS SECTION FOR FOOR AND ROOF LIVE BRACING PLAN. AND DEAD LOADS: T -i T� Ln N 'I " 90 7DN N E'Y° L Ln l� r- ca v Lu 1 co ui ® U) Z �- O u X LL V7 :zi E'Y° L Ln l� r- ca v Lu 1 ui U) Z w Lu m a a W Ci �i rte-+ N w -� � Ln ui W ® 0 LL 15 u REVISIONS O } U) m m 0 u o WLJJ0o uj Ll- U-)(f)w 0®Cv z T --I w LMW ct SHEET NUMBER S-0 OF PLOT DATE: April 11, 2008 STRUCTURAL NOTES __ d GENERAL STRUCTURAL NOTES DESIGN LOADS: AREA SUPERIMPOSED LIVE LOAD ROOF 20 PSF FLOOR 40 PSF AREA DEAD LOAD ROOF 35 PSF FLOOR 75 PSF EXT. FLOOR 55 AND 85 PSF WIND 120 MPH MWF, ASCE 7-02 MWF 34 PSF, COM. AND CLAD. 38 PSF EXPOSURE C; INTERNAL PRESSURE COEf . 0.55,-0,55; IMPORTANCE 1. WI _ GENERAL CONTRACTOR SHALL SUBMIT SHOP.DRA NGS AND SUBMITTALS PER COVER SHEET NOTES. GC SHALL NOT BE RELIEVED OF RESPONSIBILITY FOR ERRORS OR OMISSIONS IN SHOP DRAWINGS OR MIX DESIGNS BY THE ENGINEER'S REVIEW THEREOF. SITE WORK DESIGN SOIL BEARING PRESSURE = 2000 P.S.F. (CONTRACTOR SHALL VERIFY) A QUALIFIED TESTING LABORATORY OR QUALIFIED FIELD TEST COMPANY SHALL BE RETAINED TO PERFORM THE FOLLOWING: a) ONE DENSITY TEST FOR EACH 2,000 S.F. OF COMPACTED SUBGRADE AND COMPACTED. FILL b), ONE DENSITY TEST AT EACH COLUMN FOOTING c) ONE DENSITY TEST PER 50 FEET OF WALL FOOTING ONE COPY OF ALL TEST REPORTS SHALL BE SENT DIRECTLY TO OWNER, ARCHITECT, STRUCTURAL ENGINEER, AND GENERAL CONTRACTOR, THE SIDES OF FOOTINGS MAY BE EARTH -FORMED IF THE EXCAVATION CAN BE KEPT VERTICAL, CLEAN AND STABLE, OTHERWISE PLYWOOD FORMS MUST BE USED. CAST -IN-PLACE CONCRETE CONCRETE TO BE NORMAL WEIGHT WITH THE FOLLOWING MINIMUM COMPRESSIVE STRENGTHS AT 28 DAYS: a) FOOTINGS, SLAB -ON -GRADE 3000 PSI b) MASONRY WALL TIE BEAMS 3000 PSI c) COLUMNS 4000 PSI CONCRETE SHALL BE READYMIX PER ASTM C94 a) PORTLAND CEMENT ASTM C 150 b) AGGREGATES ASTM C 33 (3/4" MAX.) c) NO CALCIUM CHLORIDE ASTM C 260 d) AIR ENTRAINING ASTM C 494 e) WATER REDUCING C618-78 CLASS F (20 % Q FLYASH MAX. BY WEIGHT) g) WATER CLEAN & POTABLE REINFORCING STEEL: ASTM A 615 GRADE 60 REQUIRED SLUMP RANGE = 3" TO 5" WELDED FABRIC: ASTM A185. FURNISH IN SHEETS, NOT ROLLS, MOISTURE BARRIER: 6 MIL POLYETHYLENE, LAP 6" AND TAPE ALL JOINTS. PROVIDE PROPERLY TIED SPACERS, CHAIRS, BOLSTERS, ETC., AS REQUIRED AND NECESSARY TO ASSEMBLE, PLACE AND SUPPORT ALL REINFORCING IN PLACE. USE WIRE BAR TYPE SUPPORTS COMPLYING WITH CRSI RECOMMENDATIONS. USE PLASTIC TIP LEGS ON ALL EXPOSED SURFACES. ALL BEAMS, SPANDRELS AND SLABS SHALL BE POURED MONOLITHICALLY, EXCEPT FOR REQUIRED CONSTRUCTION JOINTS. PROPOSED CONSTRUCTION JOINT LOCATIONS SHALL BE SUBMITTED TO ENGINEER FOR APPROVAL. CONTRACTOR SHALL VERIFY LOCATIONS OF ALL OPENINGS, SLEEVES AND SLAB RECESSES, AS REQUIRED BY OTHER TRADES BEFORE CONCRETE IS PLACED, NO SLEEVE, OPENING. OR INSERT MAY BE PLACED IN BEAMS, JOISTS OR COLUMNS UNLESS APPROVED BY THE ENGINEER. CONTRACTOR SHALL VERIFY EMBEDDED ITEMS, INCLUDING BUT NOT LIMITED TO ANCHOR BOLTS, BOLT CLUSTERS, WELD PLATES, ETC., BEFORE PLACING CONCRETE. NOTIFY ENGINEER OF ANY CONFLICTS WITH REBAR. SEE ARCHITECTURAL DRAWINGS FOR REQUIRED CONCRETE FINISHES. ALL CONCRETE SHALL BE CURED IMMEDIATELY AFTER FINISHING OPERATION SIN ACCORDANCE WITH ONE OF THE FOLLOWING METHODS: a) APPLY A 30 % SOLIDS LIQUID MEMBRANE FORMING CHEMICAL CURING COMPOUND IN ACCORDANCE WITH ASTM C-309. b) PROVIDE CONTINUOUS MOISTURE -TO CONCRETE IN ACCORDANCE WITH ACI 301: GENERAL CONTRACTOR IS RESPONSIBLE FOR THE PROPER DESIGN AND CONSTRUCTION OF ALL FORMWORK, SHORING AND RESHORING. DESIGN SHALL BE PERFORMED BY A LICENSED FLORIDA ENGINEER. A QUALIFIED TESTING LABORATORY OR MATERIAL SUPPLIER SHALL PERFORM THE FOLLOWING CONCRETE TESTS ON SITE. a) CYLINDER STRENGTH TESTS - ASTM C39+/- 1 SET OF FOUR CYLINDERS FOR EACH 50 CUBIC YARDS OR FRACTION THEREOF, TEST ONE CYLINDER AT 7 DAYS AND TWO AT 28 DAYS. HOLD THE FINAL CYLINDER IN. RESERVE. b) SLUMP TEST = ASTM C143 ONE COPY OF ALL TEST REPORTS SHALL BE SENT DIRECTLY TO OWNER, ARCHITECT, STRUCTURAL ENGINEER AND GENERAL CONTRACTOR. RESTRICT THE ADDITION OF MIX WATER AT THE JOB SITE. DO NOT ADD WATER WITHOUT THE APPROVAL OF THE GENERAL CONTRACTOR AND DO NOT EXCEED SLUMP LIMITATIONS OR, THE TOTAL ALLOWABLE WATER TO CEMENT RATIO, USE COLD WATER FROM THE TRUCK TANK AND REMIX TO ACHIEVE CONSISTENCY. THE REPORTS SHALL INDICATE HOW MUCH WATER WAS ADDED AT THE JOB SITE. ALL TESTS SHALL BE DONE AFTER THE ADDITION OF WATER TO THE MIX. MAXIMUM WATER TO CEMENT RATIO WHEN NO BACK-UP DATA IS AVAILABLE: a) 4000 PSI, 28 -DAY COMPRESSIVE STRENGTH +/- W/C RATION, 0.44 MAXIMUM (NOJ-AIR-ENRAINED), 0.36 MAXIMUM (AIR -ENTRAINED.) b) 3000 PSI, 28 -DAY COMPRESSIVE STRENGTH +/- W/C RATION, 0,58 MAXIMUM (NON -AIR -ENTRAINED, 0.47 MAXIMUM (AIR -ENTRAINED), 1.8. REINFORCING BAR COVER: a) FOOTINGS 3{,. b) COLUMNS 1-1/2 c) BEAMS 1/1/2" d) SLABS 3/4" INTERIOR, 1-1/2" EXTERIOR 19. CONCRETE SHALL BE PLACED WITHIN 90 MINUTES OF BATCH TIME. 20. PROVIDE COMMERCIAL FORM COATING COMPOUNDS THAT WILL NOT BOND, STAIN OR ADVERSELY AFFECT CONCRETE SURFACES. WET FORMS BEFORE PLACING CONCRETE. 21. ALL CONCRETE SHALL BE CONSOLIDATED IN PLACE USING INTERNAL VIBRATORS, 22. REPAIR AND PATCH DEFECTIVE AREAS WITH CEMENT MORTAR IMMEDIATELY AFTER REMOVAL OF FORMS, EXCEPT WHERE REINFORCING IS VISIBLE. CONTACT STRUCTURAL ENGINEER FOR EVALUATION OF EXPOSED REINFORCING. 23, PROVIDE 3/4" CHAMFERS ON ALL EXPOSED CORNERS OF COLUMNS, BEAMS AND WALLS UNLESS OTHERWISE NOTED ON ARCHITECTURAL DRAWINGS. 24, PROVIDE CORNER BARS AT ALL BEAM AND WALL FOOTING CORNERS TO MATCH HORIZONTAL BARS. 25. SUBMITTALS: a) SUBMIT PROPOSED CONCRETE MIX DESIGN PRIOR TO CONSTRUCTION, INCLUDING BACKUP DATA IN ACCORDANCE WITH ACI 301-96 CHAPTER 4, SECTION 4.2.3, EXCLUDING SECTION 4.2.3.46, b) SUBMIT DETAILED SHOP DRAWINGS OF REINFORCING BARS SHOWING NUMBER, SIZE AND LOCATION, INCLUDING BAR LISTS AND BEND DIAGRAMS, c) SUBMIT FORMWORK AND SHORING DRAWINGS TO LOCAL BUILDING DEPARTMENT WHEN REQUIRED BY FLORIDA THRESHOLD LAW. 26. ,ALL BUILDING AND SITE SLAB -ON -GRADE SHALL BE AT. LEAST 4k, THICK, REINFORCED WITH 6x6 #10/10 W.W.F., ON 5 MIL BAPOR VARRIER, WITH SAW -CUT CONTROL JOINTS AT 20'-0" O.C. EACH WAY INCLUDING HOUSEKEEPING PADS AS REQUIRED. SEE PLANS FOR OTHER CONDITIONS, 27. SLOPE ALL WALKWAYS AWAY FROM THE BUILDING. FIBROUS REINFORCING ALTERNATE TO W.W.F. IN SLAB -ON GRADE 1, REINFORCING FIBERS TO BE VIRGIN 100 % POLYPROPYLENE COLLATED FIBRILLATED FIBERS, SPECIFICALLY MANUFACTURED FOR USE IN CONCRETE, CONTAINING NO REPROCESSED OLEFIN MATERIALS, WITH THE FOLLOWING PHYSICAL CHARACTERISTICS: a) SPECIFIED GRAVITY: 0.92 b) MODULES OF ELASTICITY: 500-700 KSI c) TENSILE STRENGTH: 70-110 KSI d) LENGTH: 3/4" MIN. 2. REINFORCING FIBERS TO BE SUPPLIED BY THE FOLLOWING APPROVED MANUFACTURERS: a) "FIBERSTRAND 100", EUCLID CHEMICAL COMPANY b) "FIBERMESH", FIBERMESH, INC. c) "GRACE FIBERS", W.R. GRACE AND COMPANY d) "FORTA ECONO-NET", FORTA CORPORATION 3. FIBERS TO BE ADDED IN MANUFACTURER'S APPROVED AMOUNT WITH A MINIMUM OF 1.5 LBS PER CUBIC YARD. 4. CONCRETE TO BE MIXED IN ACCORDANCE WITH, FIBER MANUFACTURER'S RECOMMENDATIONS FOR UNIFORM AND COMPLETE DISPERSION OF FIBER BUNDLES INTO SINGLE MONOFILAMENTS WITHIN CONCRETE. S. REINFORCING FIBERS ONLY TO BE USED IN CONCRETE SLAB -ON -GRADES, AND NOT IN TOPPING SLABS, MASONRY 1... HOLLOW LOAD BEARING UNITS SHALL CONFORM TO ASTM C90, NORMAL WEIGHT, TYPE II, MINIMUM NET COMPRESSIVE UNIT STRENGTH = 2000 PSI, (NET AREA COMPRESSIVE MASONRY STRENGTH FM = 1500 PSI. 2. MORTAR SHALL BE TYPE M OR S AND SHALL CONFORM TO ASTM C270 (PROPORTION OR PROPERTY SPECIFICATION). 3, COARSE GROUT SHALL CONFORM TO ASTM C476: a) 2500 PSI AT 28 DAYS b) 1/4" MAXIMUM AGGREGATE C) 8 - 11" SLUMP 4. CODES AND STANDARDS: ACI 530/ASCE 5 BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES" ACI 530.1/ASCE 6 "SPECIFICATIONS FOR MASONRY STRUCTURES" S. A REINFORCED MASONRY BOND BEAM SHALL BE PROVIDED IN ALL MASONRY WALLS SHOWN ON THE DRAWINGS AT EACH FLOOR. USE GALVANIZED MESH -TYPE CELL CAPS. PROVIDE CORNER BARS AT ALL BEAM CORNERS TO MATCH HORIZONTAL BARS. 6. UNLESS NOTED OTHERWISE, BOND BEAMS SHALL BE A DOUBLE COURSE OF MASONRY KNOCK -OUT BLOCK WITH (2) #5 BARS IN EACH COURSE. 7. VERTICAL BARS SHALL BE HELD IN POSITION AT THE TOP AND BOTTOM OF BAR AND AT 8'-0" O.C. MAXIMUM WITH A MINIMUM CLEARANCE OF 1/2" FROM MASONRY. THE CLEAR DISTANCE BETWEEN BARS SHALL. NOT BE LESS THAN ONE BAR DIAMETER, NOR LESS THAN 1". CENTER BARS IN WALLS U.O.N. 8. VERTICAL REINFORCING SHALL BE AS SHOWN ON THE DRAWINGS, FILL CELLS WITH COARSE GROUT AS SPECIFIED. PROVIDE ACI 90 DEGREE STANDARD HOOKS INTO FOOTING AND ROOF TIE BEAM. LAP SPLICE VERTICAL REINFORCEMENT ABOVE FOOTING AND ABOVE EACH FLOOR LEVEL UNLESS NOTED OTHERWISE. MAINTAIN VERTICAL REINFORCING SHOWN ON PLANS ABOVE AND BELOW MASINRY OPENING EXCEEDING 10'-0' CLEAR. CONTINUE FOUNDATION DOWELS BELOW ALL MASONRY OPENINGS, 9. ALL REINFORCED FILLED CELLS ARE TO BE CLEAN AND FREE OF ANY FOREIGN MATERIAL OR DEBRIS. REMOVE ANY INSULATING MATERIAL FROM CELLS, INCLUDING POLYSTYRENE INSULATING INSERTS, PRIOR TO GROUT POUR. 10. REINFORCING BARS SHALL BE STRAIGHT EXCEPT FOR BENDS AROUND CORNERS AND WHERE BENDS OR HOOKS ARE DETAILED IN THE DRAWINGS. 11. REINFORCING BARS SHALL BE LAPPED 48 BAR DIAMETERS WHERE SPLICED AND SHALL BE WIRED TOGETHER. 12. WHEN A FOUNDATION DOWEL DOES NOT LINE UP WITH A VERTICAL CORE; IT SHALL NOT BE SLOPED MORE THAN ONE HORIZONTAL IN SIX VERTICALS, DOWELS SHALL BE GROUTED IN TO A CORE IN VERTICAL ALIGNMENT, EVEN THOUGH 1T IS IN AN ADJACENT CELL TO THE VERTICAL WALL REINFORCEMENT. 13. PROVIDE HORIZONTAL WALL REINFORCING, 9 GA. GALVANIZED LADDER TYPE DUR-O-WALL OR EQUIVALENT, AT 16" U.C. - FOR COMMERCIAL APPLICATIONS ONLY. 14. PROVIDE HORIZONTAL JOINT REINFORCEMENT AT DOORS AND WNDOWS FOR FIRST AND SECOND BLOCK COURSE ABOVE AND BELOW. APERTURES. RUN REINFORCING CONTINUOUS OR EXTEND TWO FEET FROM APERTURE EDGE - FOR COMMERCIAL APPLICATIONS ONLY. 15. WIRE REINFORCEMENT SHALL BE LAPPED AT LEAST 6" AT SPLICES AND SHALL CONTAIN AT LEAST ONE CROSS WIRE OF EACH PIECE OF REINCORCEMENT IN THE LAPPED DISTANCE. 16. CLEANOUTS SHALL BE PROVIDED IN THE BOTTOM COURSE OF MASONRY IN EACH GROUT POUR WHEN THE POUR HEIGHT EXCEEDS 5-0", CLEANOUTS MAY BE SAW -CUT 4" X 4". 17. GROUT POUR HEIGHT SHALL NOT EXCEED 24'. PLACE GROUTIN 5' MAX. LIFT HEIGHTS. 18. CONSOLIDATE GROUT POURS AT THE TIME OF PLACEMENT BY MECHANICAL MEANS AND RECONSOLIDATE AFTER INITIAL WATER LOSS AND SETTLEMENT. 19. STORE BLOCKS ON PALLETS AND COVER WITH VISQUEEN. 20. PLACE ALL MASONRY IN RUNNING BOND WITH 3/8 MORTAR JOINTS. PROVIDE COMPLETE COVERAGE FACE SHELL MORTAR BEDDING. HORIZONTAL AND VERTICAL FULLY MORTAR WEBS IN ALL COURSES OF PIERS, COLUMNS AND PILASTERS, AND ADJACENT TO GROUTED CELLS. 21, SEE DRAWINGS FOR MASONRY CONTROL JOINT LOCATIONS. SPACE AT 26'-0" O.C. AT EXTERIOR WALLS, 32'O.C. AT INTERIOR WALLS UNLESS NOTED OTHERWISE. 22, MASONRY INSPECTION SHALL BE PROVIDED BY A QUALIFIED AGENT IN ACCORDANCE WITH ACI 530-1„5. INSPECTION SERVICES SHALL INCLUDE, BUT ARE NOT LIMITED TO, THE WORK IN PROGRESS AS WELL AS MATERIALS, EQUIPMENT, AND PROCEDURES, 23. SUBMITTALS: a) SUBMIT PROPOSED GROUT MIX DESIGN PRIOR -10 CONSTRUCTION. b) SUBMIT PROPOSED MORTAR MIX DESIGN PRIOR TO . CONSTRUCTION. c) SUBMIT DETAILED SHOP DRAWINGS OF REINFORCING BARS SHOWING NUMBER, SIZE AND LOCATION, INCLUDING BAR LISTS AND BENDING DIAGRAMS. d) SUBMIT COMPRESSIVE STRENGTH TESTS OF PROPOSED MASONRY UNITS PRIOR TO CONSTRUCTION. MASONRY UNITS ARE TO BE TESTED IN ACCORDANCE WITH ASTM C140. 24. A QUALIFIED TESTING LABORATORY OR MATERIAL SUPPLIER SHALL PERFORM THE FOLLOWING TESTS ON SITE. a) SAMPLE AND TEST GROUT IN ACCORDANCE WITH ASTM C1019 FOR EACH 5000 SQ. FT. OF MASONRY. b) SLUMP TEST - ASTM C143. c) MASONRY PRISM TEST IN ACCORDANCE WITH ASTM E447, METHOD B. MODIFIED AS FOLLOWS: 1) PRISMS SHALL BE STACK BOND, ONE UNIT LONG AND THICK WITH A FULL MORTAR BED. 2) LIMIT HEIGHT/THICKNESS RATIO FROM 1.33 - 5.00. 3) PROVIDE A MINIMUM OF ONE JOINT. ONE SET OF 3 PRISMS PRIOR TO CONSTRUCTION AND DURING CONSTRUCTION FOR EACH 5000 SQ. FF. OF WALL. 25. PROVIDE 8" DEEP PRECAST REINFORCED CONCRETE LINTELS OVER ALL MASONRY OPENINGS NOT SHOWN TO HAVE A STRUCTURAL BEAM. MINIMUM END BEARING = 8", LINTEL WIDTH TO MATCH MASONRY WIDTH. CARPENTRY 1, DIMENSIONED LUMBER SHALL BE DRESSED S4S, AND SHALL BEAR THE GRADE STAMP OF THE MANUFACTURER'S ASSOCIATION. 2. ALL LUMBER SHALL BE SOUND, SEASONED, AND FREE FROM WARP. 3. ALL LUMBER SHALL BE SOUTHERN PINE 0.2 GRADE OR BETTER, WITH 19 % MAXIMUM MOISTURE CONTENT U.O.N. 4. ALL LUMBER IN CONTACT WITH MASONRY OR CONCRETE SHALL BE PRESSURE TREATED. 5. PRESSURE TREATED LUMBER SHALL BE IMPREGNATED WITH A CCA SALT TTREATMENT IN ACCORDANCE WITH F.S. TT -W-571 AND BEAR THE AMERICAN WOOD PRESERVERS INSTITUTE QUALITY MARK LP -2. 6, PLYWOOD SHEATHING SHALL BE DFPA CD WITH EXETERIOR GLUE. ALL ROOF SHEATHING TO BE INSTALLED WITH PLYCL.IPS. 7. INSTALL BRIDGING IN ALL FLOOR OR ROOFJOISTS AT 8'4" O.C. MAXIMUM. INSTALL BLOCKING IN ALL WALL STUDS @ MID -HEIGHT. 8. ALL NAILING AND BOLTING SHALL COMPY WITH AMERICAN INSTITUTE OF TIMBER CONSTRUCTION REQUIREMENTS, Izr 1 9. ALL CONNECTION HARDWARE SHALL BE GALVANIZED AND . SUPPLIED BY SIMPSON STRONG TIE, FULLY NAILED. SUBMIT CUT SHEETS FOR ALL CONNECTION HARDWARE TO ENGINEER FOR APPROVAL, 10. STUDS SHALL B DOUBLED AT ALL ANGLES AND AROUND ALL OPENINGS. STUDS SHALL BE TRIPLED AT ALL CORNERS. 11, ALL OUTSIDE CORNERS SHALL BE BRACED WITH A DIAGONAL 1 X 4 LET INTO OUTSIDE EDGE OF 2X STUDS, UNLESS PLYWOOD SHEATHING IS SHOWN ON DRAWINGS. 12. WOOD LINTELS OVER OPENINGS SHALL BE DOUBLE 2x8 HEADERS FOR SPANS UP TO 6'-0" AND DOUBLE 2x10 HEADER FROM 6-0" TO T-0". SEE PLANS FOR SPANS GREATER THAN 7'-07. ALSO PROVIDE 1/2" PLYWOOD SPACER PLATE BETWEEN BEAMS PLYS. NAIL TOGETHER WITH 16d NAILS 15 12" ON CENTER TOP AND BOTOTM. 13. ALL NON -LOAD BEARING PARTITIONS SHALL CONSIST OF 2x4 STUDS SPACED AT 24" O.C. UNLESS GREATER IS REQUIRED BY HEIGHT, PLUMBING OR HVAC REQUIREMENTS. 2x4 STUDS DO NOT NEED TO BE DOUBLED AT THE FIRST FLOOR FOR NON -LOAD BEARING PARTITIONS ONLY. 14. PLACE A SINGLE PLATE AT THE BOTTOM AND A DOUBLE PLATE AT THE TOP OF ALL STUD WALLS. AT INTERIOR STUD WALLS, PROVIDE EITHER HILTI DN72 (WITH 7/8" DIAMETER 5/64" THICK WASHERS) POWDER DRIVEN FASTENERS AT V-10" O.C.,OR 1/2" DIAMETER HILTI KWIC -BOLTS D EXPANSION ANCHORS WITH 6,� EMBEDMENT, NT RED -HEAD FASTENERS OF EQUIVALENT SIZES MAY Al 2k-0" O.C. MAY BE USED. ALL OTHER SUBSTITUTIONS MUST BE APPROVED BY STRUCTURAL ENGINEER PRIOR TO INSTALLATION. SEE THE SHEAR WALL SCHEDULE FOR SPECIAL SOLE PLATE ATTACHMENT AT SHEAR WALLS. 15, WALL SHEATHING SHALL BE: a) AT INTERIOR WALLS PROVIDE 1/2" OR 5/8" GYPSUM WALLBOARD. PROVIDE CEMENTITIOUS BACKERBOARD AT CERAMIC TILE. PROVIDE WATER-RESISTANT GYPSUM WALLBOARD AT ALL PLUMBING WALLS. SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS, EACH SIDE OF STUDS, NAILED WITH Sid COOLER NAILS AT 7 O.C. (USE 6d COOLER NAILS FOR 5 8 WALLBOARD) D ) AT ALL SUPPORTS. PROVIDE SOLID 2x BLOCKING AT ALL SHEET EDGES. BLOCKING IS NOT REQUIRED AT NON -LOAD BEARING PARTITIONS. b) AT EXTERIOR WALLS SHEATH THE INTERIOR FACE OF WALLS WITH GYPSUM WALLBOARD AS NOTED ABOVE FOR INTERIOR WALLS, SHEATH THE EXTERIOR FACE OF WALLS WITH 1/2" C -DX PLYWOOD (OR 7/16" O.S.B,) NAILED WITH 10d @ 6" O.C. AT ALL EDGE SUPPORTS AND 10d NAILS AT 12" O.C. AT ALL INTERMEDIATE SUPPORTS, BLOCKING IS NOT REQUIRED AT NON -LOAD BEARING PARTITIONS. 16. FLOOR SHEATHING SHAL BE 3/4" TONGUE AND GROOVE PLYWOOD, GLUED AND NAILED WITH 10d NAILS AT 6" O.C. AT ; SUPPORTED. EDGES, AND 10d NAILS AT 12" U,C, AT INTERMEDIATE SUPPORTS, UNLESS ARCHITECTURAL DRAWINGS CALL FOR ADDITIONAL SHEATHING THICKNESS. 17. ROOF SHEATHING SHALL BE 5/8" O.S.B. PROVIDE ONE PLYWOOD CLIP PER SPAN BETWEEN SHEET EDGES. PROVIDE SOLID 2X BLOCKING BETWEEN SUPPORTS AT ALL HIPS, RIDGES, VALLEYS, AND CHANGES IN ROOF SLOPE. a 18. NAILING SCHEDULE NUMBER CONNECTION COMMON NAIL SPACING SOLE PLATE TO TRUSS OR BLOCKING 16d 16" O.C. STUD TO SOLE PLATE, TOE, NAIL 8d 4 DOUBLE STUDS, FACE NAIL IOd 24" O.C. N DOUBLE TOP PLATES, FACE NAIL 10d 16'' O,C, TOP PLATES LAPS AND INTERSECTIONS 10d 3 TRUSSES, LAPS OVER WALLS, FACE NAIL 16d BUILT-UP CORNER STUDS 16d 24" O.C. STUDS TO SOLE PLATE, END NAIL 16d 2 19. AT ALL WALLS SUPPORTING ROOF TRUSSES, PROVIDE I UPLIFT � STRAPPING/CONNECTORS SHOWN ON WALL SECTIONS. 20. FASTENER SUBSTITUTIONS ALL NAILS ARE COMMON NAILS, UNLESS OTHERWISE NOTED, THE FOLLOWING FASTENERS ARE ACCEPTABLE SUBSTITUTIONS. ALL ALTERNATE FASTENERES SHALL BE SPACED AT THE SAME SPACING AS THE SCHEDULED FASTENERS. SCHEDULED FASTENER ALTERNATE FASTENER 8d COMMON NAIL 8d RING SHANK NAIL 8d SCREW SHANK NAIL 0.131 P -NAIL 8d GUN DRIVEN 2-3/8XO.113 (SEE DETAILS FOR SPACE REQUIREMENTS) 10d COMMON NAIL 10d RING SHANK NAIL 10d SCREW SHANK NAIL 0.148 P -NAIL 6d COOLER NAIL #6 X 1-1/4" TYPE S OR 2 DRYWALL SCREW PRE-ENGINEERED WD TRUSSES AND FLOOR JOISTS 1. THIS SECTION DEFINES PRE-ENGINEERED, PREFABRICATED, METAL PLATE CONNECTED WOOD ROOF TRUSSES AS "WOOD LriN2N 00 Co M TRUSSES", 2. WOOD TRUSSES SHALL BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION"; 1986 EDITION, PUBLISHED BY THE NATIONAL FOREST PRODUCTS ASSOCIATION. "DESIGN SPECIFICATION FOR METAL PLATE,CONNECTED WOOD 0-a�� TRUSSES, TPA -86", PUBLISHED BY THE TRUSS PLATE INSTITUTE, AND THE APPLICABLE BUILDING CODES LISTED IN THE MISCELLANEOUS SECTION OF THESE SPECIFICATIONS. 3. THE WOOD TRUSS MANUFACTURER MUST PARTICIPATE IN A CODE APPROVED THIRD PARTY QUALITY ASSURANCE PROGRAM SUCH AS THE TRUSS PLATE INSTITUTE'S "QUALITY c w �� ��o CONTROL INSPECTION PROGRAM". 4, WOOD TRUSS MEMBERS AND CONNECTIONS SHALL BE DESIGNED FOR ALL LOADS SHOWN ONTHE CONTRACT is r! 1 { DOCUMENTS INCLUDING: LIVE, DEAD, WIND, AND CONCENTRATED, IN ADDITION TO THE FOLLOWING LOADS: SEE MISCELLANEOUS SECTION FOR FOOR AND ROOF LIVE r � AND DEAD LOADS: AG IY rJ_ �r�y � i 1 �� y !•�i rid T ;4 NA AvI MIN. N OOF UPLIFT 2 PSF MIN, ROOF UPLIFT @ VE G 0 PSF ED D LOA S: ROO OP CHORD 8 PSF ROOF BOTTOM CHORD 7 PSF 5. DURATION OF LOAD FACTORS: ROOF DL + LL + WL 1.33 ROOF DL -L LL 1.25 6. WOOD TRUSS DESIGN SHOP DRAWINGS SHALL INCLUDE, BUT AREN'T LIMITED TO, THE FOLLOWING INFORMATION: a) SPAN LENGTH, OVERHANG AND HAVE DIMENSIONS, SLOPE ANDSPACING OF THE WOOD TRUSSES b) ALL DESIGN LOADS AND THEIR POINTS OF APPLICATION. VALLEY AND CONVENTIONAL FRAMING MUST BE CONSIDERED. c) ADJUSTMENTS TO ALLOWABLE VALUES (DURATION OF LOAD FACTORS, ETC.) d) REACTIVE FORCES AND THEIR LOCATIONS e) BEARING TYPE AND MINIMUM BEARING LENGTH Q DEFLECTIONS, SPAN AND REACTION g) METAL CONNECTOR PLATE TYPE, GAUGE, SIZE AND LOCATION. h) LUMBER SIZE, SPECIES, GRADE AND MOISTURE CONTENT i) LOCATION AND CONNECTION DESIGN OF REQUIRED CONTINUOUS LATERAL BRACING j) TRUSS SPLICES MUST BE DETAILED. THIS INCLUDES "PIGGY BACK" TRUSSES. k) CONNECTION DETAILS: TRUSS TO BEARING, TRUSS TO TRUSS, TRUSS TO TRUSS GIRDER, PIGGY BACK TO TRUSS, ETC: I) BRACING: NOTE MINIMUM REQUIREMENTS BELOW. 7. DEFLECTIONS (UNLESS OTHERWISE NOTED): a) SPAN LIVE LOAD: LESS THAN OR EQUAL TO SPAN/360 b) SPAN TOTAL LOAD: LESS THAN OR EQUAL TO SPAN/240 c) REACTION LIVE LOAD: LESS THAN OR EQUAL TO TRUSS BEARING HEIGHT/480 d) REACTION TOTAL LOAD: LESS THAN OR EQUAL TO TRUSS BEARING HEIGHT/360. 8. FIRE RETARDANT WOOD IS NOT ALLOWABLE IN WOOD TRUSSES. 9, SUPPORTS: WOOD TRUSSES SHALL BE DESIGNED WITH AT LEAST ONE HORIZONTAL ROLLER CONNECTION PER SPAN SO THAT NO HORIZONTAL REACTIONS ARE INDUCED ON SUPPORTS UNDER DEAD OR LIVE LOADS. 10. WOOD TRUSSES MUST BE CHECKED FOR WIND, WIND VELOCITY, DESIGN VELOCITY PRESSURES, AND TYPE OF STRUCTURE FOR WIND, MUST BE SHOWN ON THE SUBMITTED SHOP DRAWINGS. 11, CONTINUOUS BOTTOM CHORD LATERAL BRACING IS REQUIRED AT A MINIMUM SPACING OF 10' O.C. UNLESS, OTHERWISE NOTED, BOTTOM CHORD BRACING IS CONTINUOUS FROM ONE END OF THE BUILDING TO THE OTHER END. OVERLAP CONTINUOUS BRACING AT LEAST ONE TRUSS SPACE. USE A MINIMUM OF 2X4 GRADE MARKED LUMBER AT LEAST 10' LONG, WITH 2-16d NAILS AT INTERMEDIATE AND 3-16d NAILS AT END CONNECTIONS, 12. CROSS BRACING IS REQUIRED AT MINIMUM 10' O.C. UNLESS NOTED OTHERWISE. LOCATE CROSS BRACING AT OR NEAR THE BOTTOM CHORD BRACING. INSTALL CROSS BRACING AT EACH END AND AT 20' O.C, ALONG THE LENGTH OF THE LATERAL BRACING. CROSS BRACING IS ACCOMPLISHED BY ATTACHING DIAGONAL WEB BRACING TO OPPOSITE SIDES OF THE SAME GROUP OF SIMILAR WEB MEMBERS. SLOPE CROSS BRACING IN OPPOSITE DIRECTIONS AT APPROXIMATELY 45 DEREES FORMING A CROSS "X". USE A MINIMUM OF 2X4 GRADE MARKED LUMBER WITH AT LEAST 2-16d NAILS AT EACH CONNECTION. 13. TRUSS ERECTOR IS RESPONSIBLE FOR ALL TEMPORARY BRACING OF TRUSS SYSTEM DURING CONSTRUCTION. 14, HANDLING, INSTALLATION, AND BRACING OF WOOD TRUSSES SHALL BE IN ACCORDANCE WITH "HIB -91", PUBLISHED BY THE TRUSS PLATE INSTITUTE. 15. ALL WOOD TRUSSES SHALL BE FASTENED TO THEIR SUPPORTS WITH APPROVED HURRICANE CLIPS OR STRAPS, 16, CONTRACTOR SHALL ORDER AND INSTALL HURRICANE CLIPS OR STRAPS FOR THE UPLIFT AND LATERAL FORCES SHOWN ON THE SUBMITTED WOOD TRUSS DESIGN CALCULATIONS. 17. ALL CONNECTION HARDWARE SHALL BE GALVANIZED AND SUPPLIED BY SIMPSON STRONG TIE. 18. ALL CONNECTION HARDWARE IS TO BE FULLY FASTENED PER MANUFACTURERS REQUIREMENTS UNLESS NOTED OTHERWISE. 19. PILING OF PLYWOOD ON WOOD TRUSSES IS NOT ALLOWED. 20. INSTALLATION OF BROKEN DAMAGED WARPED OR IMPROERLY REPAIRED WOOD TRUSSES IS NOT ALLOWED, 21, IMPROPER OR UNAUTHORIZED FIELD ALTERATION OF WOOD TRUSSES IS NOT ALLOWED. 22: ALL CONNECTIONS AND BRACING MUST BE INSTALLED BEFORE SHEATHING THE ROOF. 23. GABLE ENDWALL TRUSSES MUST TRANSFER LATERAL LOADS TO THE SHEAR WALLS AND/OR THE ROOF DIAPHRAGM. 24. WOOD TRUSSES THAT DO NOT MEET INTERIOR LOAD BEARING WALLS MUST BE SHIMMED, DO NOT PULL WOOD TRUSSES DOWN TO INTERIOR BEARINGS, 25. WOOD TRUSS DESIGN ENGINEER MUST BE PROVIDED WITH A COPY OF THESE DRAWINGS AND SPECIFICATIONS. 26, SUBMITTALS: ALL SUBMITTALS SHALL BEAR THE EMBOSSED SEAL OF A LICENSED FLORIDA ENGINEER AND SHALL BE SUBMITTED FOR REVIEW BY THE STRUCTURAL ENGINEER PRIOR TO WOOD TRUSS FABRICATION. a) SUBMIT SEALED WOOD TRUSS DESIGN CALCULATIONS FOR EACH TYPE OF TRUSS. b) SUBMIT SEALED WOOD TRUSS ERECTION PLAN, INCLUDING CONNECTION DETAILS AND PERMANENT BRIDGING REQUIREMENTS. c) SUBMIT SEALED WOOD TRUSS TEMPORARY ERECTION BRACING PLAN. T-, (Y) Ln LriN2N 00 Co M 00 i T__j (Y]LL®� 0-a�� CL O x ,U � 0 U- c w �� ��o s n is r! 1 { E I M'E" 3 I 1' Mp i!9 r � AG IY rJ_ �r�y � i 1 �� y !•�i rid �V L(7 1 Mtijir!pJ u�1 In E u,; Lu U LJ w l;.fli10, z z Lu V) cu lfflii) d 9 oCl v a Lu C7 z� w J (.9n Ln � � Q Lu a� u REVISIONS 0 < H W jy ®Lo <Z (� 0<uj LL u 0 Lu 0 Z 0 0 W V w z 0 z w Q (� a SHEET NUMBER S-0 OF PLOT DATE: March 20, 2008 STRUCTURAL NOTES .nirul 1T – ---- - _ — _-____-- pinn w PIE— CIETE RAL NOT& ON THIS ST CTURE HAS BE DESIGNS `IN CO00N �+ ACCORDA GE WITH TH � EQUIREMENTS .D N X�McY7 OF THE FLORIDA BUI NG CODE 2004, 0 , CHAPTER 16, STRU RAL LOADS. u— 6 IN ACCORDANCE W/ SECTION 1606, THE Q- 0 u X FOLLOWING WIND LOAD REQUIREMENTS �0, u-•• FIN. FLOOR FIN. FLOOR FIN. FLOOR WERE EMPLOYED IN THE DESIGN OF THE - - ` "' " ' - ' ` STRUCTURE14N8 Gt ,, t I',''�i.� 7 iaC 21 00 GRADE,_ NIr � � ...... . GRADE_ MPH` - BASIC WIND SPEED. 3 SEC, GUST 120- . -: _ ( ) .�; 3 #5 CONT. SPACED N ' 20 :��'•:; =�' :• , * BUILDING CAT. II, ENCLOSED; `�^,''�'�m, i EQUALLY \j:.. .:, .�. ,.; .�t y c*1 �LI�_ � N" 16 (z) #s CONT. : 24" (3) #5 CONT. IMPORTANCE FACTOR 1.00 �-;�I ,r, a Ln WIND EXPOSURE B �;� ;��i;t°� _ I,i �' w tul >�j ri • �- -0.18 76"1 u INTERNAL PRESSURE COEFFICIENT. / 3 MONO FTG. DESIGN PRESSURE FOR COMPONENTS. Iz EXTERIOR MONO FTGN EXTERIOR ' INTERIOR MONO FTG. �EAR.ING _ _ CLADDING (WORSE CASE CONDITION) r j SCALE: 3/4' CJ SCALE, 3/4 — 0 I � ; ,Z,~ SCALE: 3/4" _ �.'-0" � ��'� r���41 ;i?,r'?�� IIo WINDOWS & DOORS: +25.9 PSF --34.7 PSF; Z SLIDING GLASS DOORS: +24.7 PSF -32.4 PSF GARAGE DOORS: +22.9 PSF -26.9 PSF, ALL CONNECTIONS HAVE BEEN CHECKED TO WITHSTAND ALL APPLICABLE LOADS, f FOUNDATION NOTES: o 5113000 PSI CONC. SLAB W/ ' PRE-ENGINEERED I_ PRE-ENGINEERED (FIBERMESH/FIBERMIX OR WIRE MESH W ENDWALL COLUMNS ENDWALL COLUMNS 6X6•-10 10 ADDED TO THE CON.C, IN p� z ANCHOR BOLTS ANCHOR BOLTS ACCORDANCE W/ MANUF'S INSTRUCTIONS r 17EMBEDMENT 1�° EMBEDMENT FOR, NER 284 FOR FIBERMESH, OR NER-414 N n ; ; FOR FIBERMIX, OVER 6 MIL VISQUEEN VAPORLn BARRIER &TREATED FOR TERMITES `lam. , . n • ' .,-';." , y `-' ! v r . (OR BORACARE) OVER 6 MIL VISQUEEN VAPOR BARRIER OVER CLEAN COMPACTED SAND FILL 9 OVER UNDISTURBED EARTH STRIPPED OF U VEGETATION & TREATED AGAINST TERMITES.17) — (5) #5 EA. WAY (4) #5 EA. WAY REVISIONS 36" x 36" SQ. 48" x 48" Sq. GROUND ROD TO BE BONDED TO FOUNDATION STEEL PER NEC 2005 4 TYP. 4811X48 CoL.UM N PAD s TYP. VxM" COLUMN PAS SCALE: 3/4 = I. -0 �-2SCALE: 3/4" = i'-0" 0 w 0 LL- 0�� w 00 0 0 �t �c��U 0 z � a SHEET NUMBER S-2 OF PLOT DATE: March 20, 2008 FOUNDATION DETAILS SAFE LOAD TABLES FOR GRAVITY, UPLIFT & LATERAL LOADS 8" PRECAST & PRESTRESSED U -LINTELS u ��� GRAVITY LENGFH Tve� BUB BR&UB BF1Z-VB BF36-OB 8FZ0-0R 81`24-08 UF18-00 BF32 UB tlFB-18 UF12-1B UF1618 OF20-1B 81`24-18 8F2B-1B 8F32 -1B 2'-10" (34") PRECAST 2302 3166 1473 6079 7526 9001 10172 11936 3166 4173 6039 7546 9001 10174 11936 T-6" (42") PRECAST 23o2 3138 7377 468`1 6001 7315 8630 '1917 3166 1177 6039 7526 WW 10474 11936 4'-0" (48") PRECAST 2029 2325 ;196 346% 4438 5410 5384. 7358 Z646 1173 6039 7526 9001 1017Z 11936 4'-6" (54") PRECAST r 16 21 1707 1913 2657 3103 4149 4696 5614 2170 1027 W39 7;'26 WW 10172 9668 5'-4" (64") PRECAST 1184 1227 (64") 1809. 2317 2026 , 3336 3846 1665 3375 5057 W96 5101 6144 745U T-10" (70") PRECAST 972 1000 rZ110 1474 1889 2301 2721 3137 1459 3665 4114 51584437 5280 61226'-6- (78") PRECAST 937115 PRECAST 1141" 3263 2746 3358 3971 1585 3290 3812 3796 5260 7134 8995 6U90 T-6" (90") PRECASr 767 1049 1675 2305 1991 2439 2886 3333 1029 1675 2610 7839 5596 6613 50.17 9'4" (112") PRECAST 573632 612 IW9 1169 1210 1182 1754 2027 768 1214 1818 Z544 3169 4030 3127 10' 6" (126") PRECAST 456 402 .804 11;5. 915 11;Z 1328 - 15J5 658 1025 1511 20tl1 2T74 7130 2909 11' " (136") PRECAST 4 445 598 935 1365 1854 2355 1793 2075 598 935 136!'1 1859 ZM l 3155 4011 PRECAST 414 545 861 1254 1687 4074 1570 1818 555 861 1254 1693 2211 2832 3596 13'-4" (160") PRECAST 362 127 726 1028 1771 1635 122.4 1418 405 748 1076. 1138 1655 2343 2920 I4'-0" (168") PRECAST 338 381 610 919 1190 1462 1007 1260 455 700 1003 1335 1714 2153 7.6% 14'-8" (176") PRESTRESSED N.R. NR NR NR NR NR NR NR 465 765 1370 2015 2610 3185 3765 PRESTRESSED N.R. NR NR NR NR NR NR NR 420 695 - 1450 1855 2370 2890 71 1T-4" (208") PRESTRESSED N.R. NR NR NR NR NR NR NRR 310 530 950 Otto 1800 2200 2600 19'-4" (232") PRESTRESSED N R MR NR NR NR NR NR NR Z10 400 750 1090 1400 1720 ZO7U 21'-4" (256") PRESTRESSED N.R. NR NR NR NR NR NR NR 183 330 610 990 1310 1780 2110 22'4" (264") PRESTRESSED N.R NR NR NR NR NR NR NR 160 300 570 870 125U 1660 1970 24'-0" (288") PRESTRESSED N.R. NR NR NR NR NR NR NR 130 240 470 740 1030 1350 1610 8" PRECAST & PRESTRESSED U -LINTELS rwtl .L Vf1 - I 1 GJ - 1 -1 V. -.v.. -Iv I -- -- - R" PRECAST W/ 7" RFCFSS DOOR U-1 INTELS c�4u Q� rlr,� ,�,� �. 'ems T^.,e p'�,� '�,=�' `p' UPLIFT x�,���, m LL rte LATERAL LENGTH -TYPE --- _--- 8F8 -1T 01`12-1T 8F16-11` BF20-1T 8R4 -1T OF20-1T BF32-1T BUB 8F8 BrB-2r 8F12-ZT 8F16 -2T 8F204T 8R42F UR28-2T OF32-ZT 2'-10" (34") PRECAST 2727 2878 4101 5JJZ (1569. 7811 - 9055 2021 2021 - 2.727 2784 3981 5190 6407 7630 8857 T-6" (42") PRECAST 2165 2289 3260 4237 5219 6201 7192 - 1257 1257 2165 2215 3165 4125 5091 6061 7036 4'4" (48") PRECAST 1878 1989 2832 3680 4532 5387 6245 938 938 1878 1925 2750 3583 4422 5269 6110 4'-6" (54") PRECAST 1668 1762 2,07 3257 4010 4767 sszs 727 727 1660 1705 2435 3171 3913 4658 5406 5' 4" (64") PRECAST 1393* 1484 2110 2741 3375 4010 4648 505 505 1393 1937 2050 2670 3293 3920 9549 5'-10" (70") PRECAST 1272* 1357 1930 2505 3089 3665 4247 418 418 1272 1315 1875 2111 3010 3583 4157 6'-6" (78") PRECAST 1141" 1ZW 1733 2250 2769 3290 3812 707 887 1141 1182 1684 2192 2703 3216 3732 T-6" (90") PRECAST 959" 912- 1475 1914 2359 2797 3240 591 657 99U 1OZ9 1466 1907 2351 2797 3X45 9'-4" (112") PRECAST 801* 612 901 1269 1560 185z 2144 454 630 001 155 119Z 1550 1910 2271 2631 10' 6" (126") PRECAST 716' 498 793 1027 1261 1496 1731 396 493 716 611 1039 1389 1711 2039 2358 11' 4" (136") PRECAST 666- 439 696 899 1104 1309 1515 363 556 666 535 905 1295 1595 1896 2198 12'-0" (144") . PRECAST340 607* 400 631 816 1001 1166 1372 (90") 494 631 486 818 1209 1514 1799 2086 ITA" (160") PRECAST 500' 340 532 686 841 997 1 1153 302 398 573 409 682 1004 1367. 1637 1897 14'-0" (168") PRECAST 458" 316 493 635 778 922 1065 286 360 548 378 629 922 1254 1567 1816 14'-8" (176") PRESTRESSED 243 295 459 591 1 724 857 990 N.R. 357 443 352 2 852 1156 1M191 1742 58 15' 4" (184") PRESTRESSED 228 210 430 553 677 1301 925 N.R. 327 228 329 592 791 1072 1 1381 1 1676 17'4" (208") PRESTRESSED 188 236 361 464 567 670 774 N.R. 255 188 276 449 649 874 1121 .1389 19'-4" (232") PRESTRESSED 165 207 313 901 490 578 607 N.R. 204 165 239 383 550 736 .940 1160 21'-4" (256") PRESTRESSED ws 186 z7e 956 433 514 s90 N.R. 172 11Z 212 336 477 635 607 993 22'-0" (264") PRESTRESSED 190 101 268 343 418 493 56,3 N.R. 161 137 205 322 457 607 711 917 24'-0" (288") PRESTRESSED 127 165 249 312 301 447 515 N.R. 135 124 186 .290 408 538 680 833 rwtl .L Vf1 - I 1 GJ - 1 -1 V. -.v.. -Iv I -- -- - R" PRECAST W/ 7" RFCFSS DOOR U-1 INTELS 8" PRECAST W12" RECESS DOOR U -LINTELS U STD. 90 HOOK Z. r' M -r- - rlr,� ,�,� �. 'ems T^.,e p'�,� '�,=�' `p' GRAVITY x�,���, m LL rte LATERAL SEE PLAN FOR --- a� TYPE 8RF6-1T 811130 -IT 1RF11-1T BRF1U-1T 8RF22-1T BRF26-IT 8RF30.1T BRU6 BRF6 TYPE ---'-- 8RF608 URF10-00 ORF14-OB 81718-00 BRF22W 8RF26-08 13RFJO-013 LEND"Irl ALL SHEARWALL SEGMENTS _ 8RU6 8RF6113 BRF10-1B 8RF14-1B 8RF18.1B 5F22 -1B BRFZ6-IB ORF30-1B 4967 5825 932 932 1591 3053 2902 3954 4929 5904 6880 4'-4" (52") PRECAST 1489 1827 3412 4982 6972. 7947 9416 10078 4756 5577 853 853 1192 1455 1999 2782 2714 36W 4487 5375 6264 4'-6" (54") PRECAST 1357 170Z 3412 4982 07Z - 7947 9416 10878 - 501 501 5'-8" (68") PREcAsr 832 1602 1550 z058 2566 3075 3585 $'-8" (68") PRECAST 785 1153 2162 4074 6472 6516. 5814 6839 LL 096* 1138 1742 2352 2965 779 1500 1449 1924 2400 2876 3352 Y-10" (70") PRECAST 735 1103 2051 3811 6172 - 6516 5450 6411 2288 2091 3197 4106 PLOT DATE: 017 1677 2933 2576 3223 3872: 9522 6' 8° (80") PRECAST 822 907 1677. 2933 4100 6730 8177 6707 3563 761 1 1377 1 2252 1958 2451 2944 3439 7'-6" (90") PRECAST 665 761 1377 1 2329 3609 5492 1 6644 5132 1762 2225 2690 3157 420 834 - 1253 1071 1342 1 1614 1886 9'-8" (116") PRECAST 371 535. 928 1497 2179 2618 3595 2875 2018 2450 8" PRECAST W12" RECESS DOOR U -LINTELS O 0 ° 0 O: 0 8F16-1B/1T 8RF14-1B/1T #5 REBAR AT TOP MIN. (1) REQ'D 1-1/2" CLEAR !E < d . , C.M.U. u; o GROUT lil -L �' #5 REBAR AT BOTTOM 0 01 OF LINTEL CAVITY BOTTOM REINFORCING 7-5/8"ACTUAL PROVIDED 1N LINTEL (VARIES) 8" NOMINAL WIDTH TYPE DESIGNATION F = FILLED WITH GROUT / U = UNFILLED QUANTITY OF #5 REBAR AT rBOTTOM OF LINTEL CAVITY 8F16-1B/1T NOMINAL WIDTH QUANTITY OF #5 NOMINAL HEIGHT REBAR AT TOP MATERIALS 1. fc precast lintels = 3500 psi. 2. fc prestressed lintels = 6000 psi 3. fc grout = 3000 psi w/ maximum 3/8" aggregate. 4. Concrete masonry units (CMU) per ASTM C90 w/ minimum net area compressive strength = 1900 psi. 5. Rebar provided in precast lintel per ASTM A615 GR60. Field rebar per ASTM A615 GR40 or GR60. 6. Prestressing strand per ASTM A416 grade 270 low relaxation. 7. 7/32 wire per ASTM A510. 8. Mortar per ASTM C270 type M or S. G-ENERAL NOTES 1. Provide full mortar head and bed joints. 2. Shore filled lintels as required. 3. Installation of lintel must comply with the architectural and/or structural drawings. 4. Lintels are manufactured with 5-1/2" long notches at the ends to accommodate vertical cell reinforcing and grouting. S. All lintels meet or exceed L/360 vertical deflection, except lintels 17'-4" and longer with a nominal height of 8" meet or exceed L/180. 6. Bottom field added rebar to be located at the bottom of the lintel cavity. 7. 7/32" diameter wire stirrups are welded to the bottom steel for mechanical anchorage. 8. Cast -in-place concrete may be provided in composite lintel in lieu of concrete masonry units. 9. Safa load ratings based on rational design analysis per ACI 318 and ACI 530 SAFE LOAD TABLE NOTES 1. All values based on minimum 4" bearing. Exception: Safe loads for unfilled lintels must be reduced by 20% if bearing length is less than 6-1/2". Safe loads for all recessed lintels based on 8" nominal bearing. 2. N.R. = Not Rated. 3. Safe loads are total superimposed allowable load on the section specified. 4. Safe loads based on grade 40 or grade 60 field rebar. 5. Additional lateral load capacity can be obtained by the designer by providing addional reinforced masonry above the precast lintel. 6. One #7 rebar may be substituted for two #5 rebars in 8" lintels only. 7. The designer may evaluate concentrated loads from the safe load tables by calculating the maximum resisting moment and shear at d -away from the face of support. *REDUCE VALUE BY 15% FOR GRADE 40 FIELD REBAR 8. For composite lintel heights not shown, use safe load from next lower height. 9. All safe loads in units of pounds per linear foot. U STD. 90 HOOK Z. r' M -r- - rlr,� ,�,� �. 'ems T^.,e p'�,� '�,=�' `p' UPLIFT x�,���, m LL rte LATERAL SEE PLAN FOR --- - ___ TYPE 8RF6-1T 811130 -IT 1RF11-1T BRF1U-1T 8RF22-1T BRF26-IT 8RF30.1T BRU6 BRF6 LENGTH ---'-- 011`6-2T BRF102T BRF14-ZT 8RF18-2T 8RF22-2T URF26-2T 8RF302T ALL SHEARWALL SEGMENTS 4' 4" (52") PRECAST 1244 1573 7413 3260 4112 4967 5825 932 932 1244 1519 2339 3170 40W 4850 5696 SHOWN ON FOUNDATION PLAN 1 4'-6" (54") PRECAST 1192 1507 2311 3121 3937 4756 5577 853 853 1192 1455 2240 3036 3037 4643 5453 REVISIONS 924* 1172 1795 2423 3055 3689 4325 501 501 5'-8" (68") PREcAsr Q Q 924 1132 1741 2357 2970 3603 4230 �' 1 (f) LU Uj 0 < LL 096* 1138 1742 2352 2965 3581 4198 469 469 5'-10" (70") PRECAST u..i 0 Z T --i b W Ln 096 1099 1690 2288 2091 3197 4106 PLOT DATE: 6'-8" (80") PRECAST 778 Bez 1511 zmz 2573 31177 3642 830 1100 778 956 1468 1987 2509 3035 3563 688 697 1325 1810 2260 2753 3227 710 941 T-6" (90") PRECAST 600 899 1302 1762 2225 2690 3157 9'4" (116") PRECAST 533* 433 008 1123 1413 1704 1995 516 614 533 527 1009 1369 1728 2018 2450 O 0 ° 0 O: 0 8F16-1B/1T 8RF14-1B/1T #5 REBAR AT TOP MIN. (1) REQ'D 1-1/2" CLEAR !E < d . , C.M.U. u; o GROUT lil -L �' #5 REBAR AT BOTTOM 0 01 OF LINTEL CAVITY BOTTOM REINFORCING 7-5/8"ACTUAL PROVIDED 1N LINTEL (VARIES) 8" NOMINAL WIDTH TYPE DESIGNATION F = FILLED WITH GROUT / U = UNFILLED QUANTITY OF #5 REBAR AT rBOTTOM OF LINTEL CAVITY 8F16-1B/1T NOMINAL WIDTH QUANTITY OF #5 NOMINAL HEIGHT REBAR AT TOP MATERIALS 1. fc precast lintels = 3500 psi. 2. fc prestressed lintels = 6000 psi 3. fc grout = 3000 psi w/ maximum 3/8" aggregate. 4. Concrete masonry units (CMU) per ASTM C90 w/ minimum net area compressive strength = 1900 psi. 5. Rebar provided in precast lintel per ASTM A615 GR60. Field rebar per ASTM A615 GR40 or GR60. 6. Prestressing strand per ASTM A416 grade 270 low relaxation. 7. 7/32 wire per ASTM A510. 8. Mortar per ASTM C270 type M or S. G-ENERAL NOTES 1. Provide full mortar head and bed joints. 2. Shore filled lintels as required. 3. Installation of lintel must comply with the architectural and/or structural drawings. 4. Lintels are manufactured with 5-1/2" long notches at the ends to accommodate vertical cell reinforcing and grouting. S. All lintels meet or exceed L/360 vertical deflection, except lintels 17'-4" and longer with a nominal height of 8" meet or exceed L/180. 6. Bottom field added rebar to be located at the bottom of the lintel cavity. 7. 7/32" diameter wire stirrups are welded to the bottom steel for mechanical anchorage. 8. Cast -in-place concrete may be provided in composite lintel in lieu of concrete masonry units. 9. Safa load ratings based on rational design analysis per ACI 318 and ACI 530 SAFE LOAD TABLE NOTES 1. All values based on minimum 4" bearing. Exception: Safe loads for unfilled lintels must be reduced by 20% if bearing length is less than 6-1/2". Safe loads for all recessed lintels based on 8" nominal bearing. 2. N.R. = Not Rated. 3. Safe loads are total superimposed allowable load on the section specified. 4. Safe loads based on grade 40 or grade 60 field rebar. 5. Additional lateral load capacity can be obtained by the designer by providing addional reinforced masonry above the precast lintel. 6. One #7 rebar may be substituted for two #5 rebars in 8" lintels only. 7. The designer may evaluate concentrated loads from the safe load tables by calculating the maximum resisting moment and shear at d -away from the face of support. *REDUCE VALUE BY 15% FOR GRADE 40 FIELD REBAR 8. For composite lintel heights not shown, use safe load from next lower height. 9. All safe loads in units of pounds per linear foot. NOTE: SECTION BETWEEN DOWN RODS ARE CONSIDERED SHEARWALLS UNLESS OPENINGS ARE BETWEEN THEM. TYP SHEARWALL SECTION SCALE: N.T.S. SEE PLAN FOR TIE q (111 BEAM SPECS HOOK SPLICES 30" MIN. LAP -ter_ STD. 90 HOOK Z. r' M -r- - rlr,� ,�,� �. 'ems T^.,e p'�,� '�,=�' `p' 9-"'® �' _• `� x�,���, m LL rte L�L�EABWALL SEGMENT SEE PLAN FOR • TIE BEAM SPECS REBAR BOTH `- I w i tri ' GNi` 7 aIz •'• SIDES FOR OPENING i��A'di!. 7kti>f>T�w� iigya�'{I'4 � cV ypICAL SHEARWALL SEGMENT Lr] ri 01 .-1 .- U v ALL SHEARWALL SEGMENTS W LLJ CONSIST OF A FILLED CELL EACH END WITHOUT AN OPENING BETWEEN. Mor FILLED CELL: CONC. SLAB REFER m FILL BLK. CELLS W/ 3000 P.S.I. TO FOUNDATION GROUT ON #5 @ LOCATIONS PLAN FOR SPECS. SHOWN ON FOUNDATION PLAN 1 30" MIN. LAP. NOTE: SECTION BETWEEN DOWN RODS ARE CONSIDERED SHEARWALLS UNLESS OPENINGS ARE BETWEEN THEM. TYP SHEARWALL SECTION SCALE: N.T.S. SEE PLAN FOR TIE q (111 BEAM SPECS HOOK SPLICES 30" MIN. LAP -ter_ STD. 90 HOOK Z. r' M -r- - rlr,� ,�,� �. 'ems T^.,e p'�,� '�,=�' `p' 9-"'® �' _• `� x�,���, m LL rte • REBAR BOTH V / I w i tri ' GNi` 7 aIz •'• SIDES FOR OPENING i��A'di!. 7kti>f>T�w� iigya�'{I'4 � cV E7 �r nv Lr] ri 01 .-1 .- U v W W LLJ Mor J_ m vl/ ( LU 1-7 0 l ■ C) LX � t• -i N LU L0 LU W � Z GY 41, W J� � 1L r U REVISIONS Q Q H LL1 SEE FOOTING DETAIL SEE FOUNDATION PLAN TYP. MONO. FTG. fi FOR LOCATIONS BLOCK WALL/REINFORCEMENT SCALE: N.T.S. SEE PLAN FOR TIE 1EAM SPECS 3TD. 90 DEGREE ANGLE 3000 P.S.I. CONC. W/ 1 #5 BAR MIN. LAP 30" INDICATES FILLED CELL FROM FTG. TO BEAM WITH 1 #5 BAR MIN. LAP 30" 8x8x16 CMU TYP. DOWEL 30" MIN. LAP LINTEL PLAN N: r.s. T --I LnT 00 T - N rq x�,���, m LL rte ci� 0 x ,W roU- V / I w i tri ' GNi` aIz 6t i��A'di!. 7kti>f>T�w� iigya�'{I'4 � cV E7 �r nv Lr] ri 01 .-1 .- U v W W LLJ Mor J_ m vl/ ( LU 1-7 0 l ■ C) LX � t• -i N LU L0 LU W � Z GY 41, W J� � 1L r U REVISIONS Q Q H LL1 b V) cea <t� ce �- -r- Z �' 1 (f) LU Uj 0 < LL U � ® 0LL 1..1..1 Y- U z Q LL V LU Lin 0 V u..i 0 Z T --i b W Ln N SHEET NUMBER S-3 OF PLOT DATE: April 11, 2008 LINTEL PLAN 8d @ 3" O.C. TYP. 1/2" CDX PLYWOOD I 2x8 STUDS W/ 1/2" ANCHOR BOLTS 6" FROM END OF EACH SILL PLATE. TOP SPLICE DOUBLE 10d 2 ROWS NOTE: BOTTOM SPLICE PLATE LENGTHS MUST BE OVER STUD AT LEAST 8 -0 LONG. TYPICAL 1 EXT. FRAME CORNER 2 TOP PLATE SPLICE DETAIL S SCALE: 1.1/2" = V-0" �� i1 SCALE: 3/4" = P-0" m4 `t' EDGE USE 8d NAILS 6" O.C. "I - 3/8" o� �` 8 2. GYPSUM: USE CODE APPROVED SIZE AND SPACING NAIL SPACING FOR CONNECTION rr 3/4" 1/21' 1/2 ROOF NAILING SCHEDULE: S — s 1/2„ NAILING ZONES (TILE) i � , ZONE 1: 10d RING SHANK NAILS @ 6" O.C. (IN FIELD & ON EDGE) ZONE 2: 10d RING SHANK NAILS @ 6" O.C. (IN FIELD & ON EDGE) `---------------'- — , � o - - ZONE 3: 10d RING SHANK NAILS 4" O.C. (IN FIELD & ON EDGE) " " " - - NAILING ZONES (SHINGLES) SZONE 1: 8d RING SHANK NAILS @ 6" O.C. (IN FIELD & ON EDGE) „ SINGLE NAIL EDGE SPACING DOUBLE NAIL EDGE SPACING B2 STRUCTURAL NOTES GYPSUM CEILING: USE NAILS PER CODE - S.P.F. CONST. GRADE TOP PLATE 6) WOOD: NAIL AT BASE z Rows @ 4" O.C. w/8a COMMON NAIL SPLICE MIN 48" APART 6.1 WOOD STRUCTURAL FRAMING MEMBERS: - SCALE: 3/32 1 0 - - - = = = T - = = - _ = " WALL STUDS -SPF STUD OR CONSTRUCTION GRADE m ,rr Tr rr ri TOP & BOTTOM PLATE -SPF STD & BTC 0 0 Ill -� — F I I I I I I I I I I I I I I I I I Ill BOTTOM PLATE IN CONTACT WITH MASONRY 43 SYP PT NAIL AT TOP PLATE TWO ROWS @ 4" O.C. W/8d COMMON NAIL II II I II I _ LII I II II 11 I JOIST SQUASH BLOCK I -SPF STUD OR CONSTRUCTION GRADE II II I II III III I II II II TRUSS BRACING & BLOCKING -SPF STUD OR CONSTRUCTION GRADE 0�� it II i II III II I II II II FURRING & B.U.C. STRIP 43 SYP PT II II I II III t I I II II II (UNLESS NOTED OTHERWISE ABOVE) #2 SOUTHERN YELLOW PINE WITH AN ALLOWABLE BENDING STRESS (Fb) D II II I it III III I II II II PER NDS = 1250 PSI AND A MODULUS OF ELASTICITY = 1,600 000 PSI II II I II III III I it II II 6.2 DESIGN, FABRICATE AND ERECT WOOD TRUSSES IN ACCORDANCE WITH THE "DESIGN SPECIFICATION FOR NAIL OPENING PERIMETER @ 3" O.C. W/8d COMMON NAIL I I I I I OPENING I LIGHT METAL PLATE CONNECTED WOOD TRUSSES" BY THE TRUSS PLATE INSTITUTE, LATEST EDITION, HIB -LATEST I AND QST -LATEST EDITION. II II II I III III I I I II IIEDITION 6.3 ALL EXPOSED WOOD OR WOOD IN CONTACT WITH EARTH OR CONCRETE TO BE PRESSURE TREATED. NAIL INT.' AT 6" O.C. W/8d COMMON NAIL II II 11 I 111 III II I II II 6.4 ROOF SHEATHING: (APA RATED EXPOSURE 1) 1/2" PLYWOOD OR 7/16" OSB MIN. (SHINGLES) SPAN RATED 24/16 II II II 6.5 UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE OR MASONRY. SEAT PLATES SHALL BE PROVIDED H- - i, — I III I I I I I I I AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES. - 6.6 8d NAILS ARE RECOMMENDED FOR ALL SHEATHING NAILING. IF .099 DIA NAILS ARE USED ALL NAILING PATTERNS �4 II II II I III III II E tl=- I SHALL BE MODIFIED TO THE FOLLOWING SCHEDULE TO THE LEFT: ALL DRILLED AND EPDXIED HOLES MUST BE II` II II II I I II III II II II I NOTES. SOLID BLOCK III �ii"�5yy jk�`r :u t ALL SHEATHING II II II II III I I II III I I II II I TRUSSES MUST BE CAPABLE OF TRANSFERRING LATERAL LOADS TO BEARING WALLS PROPERLY VACUUM, BRUSHED, AND BLOW EDGES TYP. I I I I I I I I III I I I I III I I I I I I I TRUSSES, GIRDERS, AND BEAM TIE DOWNS TO BE SIZED PER TRUSS MANUFAC- Ln U TURERS UPLIFT CALCULATIONS. ANY QUESTIONS AS TO THE SIZE, TYPE, OR w FLOOR SYSTEM III I I I I III I I I I I I I VALUE OF A NAIL, STRAP OR CLIP SHOULD BE VERIFIED BY THE STRUCTURAL CLEAN PER MFGR'S RECOMMENDATIONS TO _ - - - - - - - - -ru [u _ _ li- _ _ u- - - u- _ - ENGINEER OR ARCHITECT. O OR SEARING WALL NAIL PATTERN: v= 2X8 RIBBON A BLOCKING BETWEEN 1. PLYWOOD AND SIDING: SCALE: 1/4" = 1'-0" 2x4 P.T. BASE PLATE ACHIEVE UPLIFT CAPACITY FLOOR SYSTEM (FIELD) USE 8d NAILS @ 12" O.C. EDGE USE 8d NAILS 6" O.C. "I - 3/8" o� �` 8 2. GYPSUM: USE CODE APPROVED SIZE AND SPACING NAIL SPACING FOR CONNECTION rr 3/4" 1/21' 1/2 ROOF NAILING SCHEDULE: S — s 1/2„ NAILING ZONES (TILE) i � , ZONE 1: 10d RING SHANK NAILS @ 6" O.C. (IN FIELD & ON EDGE) ZONE 2: 10d RING SHANK NAILS @ 6" O.C. (IN FIELD & ON EDGE) `---------------'- — , � o - - ZONE 3: 10d RING SHANK NAILS 4" O.C. (IN FIELD & ON EDGE) " " " - - NAILING ZONES (SHINGLES) SZONE 1: 8d RING SHANK NAILS @ 6" O.C. (IN FIELD & ON EDGE) „ SINGLE NAIL EDGE SPACING DOUBLE NAIL EDGE SPACING ZONE 2: 8d RING SHANK NAILS @ 6 O.C. (IN FIELIJ & ON EDGE) ZONE 3: 8d RING SHANK NAILS a 4' O.C. IN FIELD & ON EDGE) GYPSUM CEILING: USE NAILS PER CODE A O NAIL AT BASE z Rows @ 4" O.C. w/8a COMMON NAIL ALLOWABLE FATEI�ER`7 - SCALE: 3/32 1 0 00 M N N 72 A: CEMENT COATED SINKERS 0 0 Q NAIL AT TOP PLATE TWO ROWS @ 4" O.C. W/8d COMMON NAIL B: BRIGHT COMMONS 0�� C: SPIRAL OR RING SHANK NAILS a 40 X NAIL OPENING PERIMETER @ 3" O.C. W/8d COMMON NAIL D: CLIP HEAD GUN NAILS CONTRACTOR I" TO® NOTE: 0 NAIL INT.' AT 6" O.C. W/8d COMMON NAIL '�1 1 R��r R 1 STAGGER ALL VERT. JOINTS &NAIL @ 4" O.C. �4 ALL DRILLED AND EPDXIED HOLES MUST BE ,z STAG COMMON NAIL �ii"�5yy jk�`r :u t N PROPERLY VACUUM, BRUSHED, AND BLOW 4 d rs r s; LI1 Ln U w U CLEAN PER MFGR'S RECOMMENDATIONS TO , ;Y y z NVE" O NO SPLICE @ HEADER .- NAIL SHEATHING TO v= J ACHIEVE UPLIFT CAPACITY !pit �f Ii 4W f HEADER W/8d COMMON NAIL@ 4" o/c NAILING SCALE: 1/2" = V-0" r',, CD 117 N '� N OD M T ,--1 00 M N N 72 0 0 co U- ® n Ca 0�� a 40 X B�� v7 �4 ,z �ii"�5yy jk�`r :u t N 4 d rs r s; LI1 Ln U w U , ;Y y z NVE" w cn z u v= J !pit �f Ii 4W f 'i rhe 9 ''ill IRIF H a Q Lb � z . 0 w ~� w z __.I w r. �Lf) z vi o w 00 V u REVISIONS 0 LLJ V (r) (j)wl_� z u I� O ~ �U®LL LL Ln U) LU o iw M td 0 SHEET NUMBER S-4 OF PLOT DATE: April 11, 2008 DETAILS – :a - — — SOUTH ELEVATION SCALE: 1/8" = V-0" MASONRY OPENING 86-3/4" H x 9'-411 W EAST ELEVATION. SCALE: 1/8" = V-0" ,j., 20'-8" NORTH ELEVATION SCALE: 1/8" = 1'-0" 19'-6" EAVE HGT. DOWNSPOUT TYP. ALL PLACES SHOWN z o ao T ao LL 0 0 {O z FIN. FLR. WEST ELEVATION SCALE: 1/4" = 1'-011 ri 117NON 0o M M r+ 1 OHO N N X'L m lO O p -0— ln� 9 X N �® I v7 IV h yLn Ln O iii=k�ia 7 ly x� V `- u l k rx v uiLy z - LU Of 1 I U H co Q p a Ld ■ z O W w 11 Lfy)� H z O' vi /q� 'kt- V ! Q w —1 0 0 LL u REVISIONS REMOVED EXTERIOR CANOPIES 05/13/08 0�/ 0 ISL. Lu ce 0 ce z 0� v— 0 LL u 0u- U— ISI Ln� Lij N O z rl � M Lfi a �! SHEET NUMBER OZ OF i® PLOT DATE: May 27, 2008 ELEVATIONS A w B w C w U w Iv w F w O w H w J ■ K w L w M w nr •1 w 2 w S w 4 w 6 ■ 6 D. THE DRAWINGS GENERALLY INDICATE QUANTITY OF CONDUCTORS ON BRANCH CIRCUIT HOME RUNS ONLY. ELSEWHERE WITHIN CIRCUITS, PROVIDE QUANTITY OF CONDUCTORS AS NEEDED TO ACCOMPLISH CIRCUITING AND SWITCHING REQUIREMENTS SHOWN. (DRAWING NO. E -A 0% I.0 PERMIT DOCUMENTS ! w 2 ■ 3 w 4 6 ■ y ■ 8 ■ J w -10 ■ 11 ■ -12 w 13 ■ 14 ■ 15 A w E3 w C ■ D E w F w Of ■ H w J ■ K w L w M IN N ELECTRICAL SPECIFICATIONS -vaf%mCYY rr; f� AA UHOLTZ PROFESSIONAL ASIS OF DRAWINGS .THESE 110 S. MAGNOLIA AVE., SANFORD, FL 32111 Ph 407-330-4848 Fx X407 330- 4688 CA 00009600 EQUIPMENT COMPLEX QENFRAL WIRE AND CABLE RACEWAY These Plans And Designs Illustrated Hereon Remain ELECTRICAL DRAWINGS HAVE BEEN PREPARED BASED UPON AS -BUILT INFORMATION 1. ALL WORK PERFORMED AND MATERIALS PROVIDED SHALL CONFORM TO 1. ALL WIRE SHALL BE COPPER WITH INSULATED RATED AT 600 VOLTS, 751 MINIMUM CONDUIT SIZES SHALL BE 3/4" . 1. THE CONTRACTOR IS RESPONSIBLE FOR THE COMPLETE INSTALLATION OF ALL SPECIFICATIONS SHALL FURNISHED BY OTHERS. WHILE THIS INFORMATION IS BELIEVED TO BE RELIABLE, THE ENGINEER CANNOT ASSURE ITS ACCURACY. THOSE RELYING ON THIS RECORD DOCUMENT ARE THE LATEST EDITION OF THE NATIONAL ELECTRICAL CODE (NEC) AND ALL DEGREES CELSIUS MINIMUM. . EQUIPMENT SHOWN ON THE DRAWINGS. ALL MANUFACTURERS BE FOLLOWED IN REGARDS TO THE INSTALLATION OF ALL EQUIPMENT. ANY SPECIAL ADVISED TO OBTAIN INDEPENDENT VERIFICATION OF ITS ACCURACY BEFORE APPLYING IT FOR OTHER APPLICABLE STANDARDS, CODES AND LAWS. THE EDITION OR YEAR -DATE FOR ALL CODES AND STANDARDS SHALL BE THAT CURRENTLY 2. MINIMUM WIRE SIZES SHALL BE 12 FOR POWER WIRING. # 2. LOCATIONS OF CONDUITS SHALL COMPLY WITH THE NATIONAL ELECTRICAL MANUFACTURER'S REQUIREMENTS NECESSARY FOR PROPER OR SAFE INSTALLATION ANY PURPOSE. ADOPTED BY THE MUNICIPALITY OR OTHER LOCAL AUTHORITY HAVING 0 CODE AND ALL LOCAL AND STATE REGULATIONS. OF EQUIPMENT REGARDLESS OF WHETHER THE AFOREMENTIONED SPECIAL 0 JURISDICTION. 3. WIRE SHALL BE SOLID TYPE OR THHN/THWN UP TO SIZE 10 AWG AND 3. PROVIDE COMPLETE RACEWAY SYSTEMS FOR ALL WIRING UNLESS OTHERWISE REQUIREMENTS ARE INDICATED ON THE DRAWINGS, SHALL BE AT THE EXPENSE AND 0 STRANDED TYPE THWN OR XHHW FOR SIZE 8 AWG AND LARGER (UNLESS NOTED. THIS INCLUDES FEEDERS, BRANCH CIRCUITS, CONTROL WIRING, AND RESPONSIBILITY OF THE CONTRACTOR. 2. COORDINATE ALL ELECTRICAL WORK WITH THAT OF OTHER TRADES. OTHERWISE NOTED). SYSTEMS WIRING. 2. THE DIVISION 16 INSTALLER IS RESPONSIBLE FOR THE PURCHASE (OTHER THAN 3. INSPECTION: PRIOR TO ALL WORK OF THIS SECTION, CAREFULLY 4. MOLDED CONNECTORS (WIRE NUTS) MAY BE USED FOR SPLICING SIZE 4. ALL CONDUIT BENDS SHALL BE MADE WITH AN APPROVED CONDUIT BENDER , ERECTION, INSTALLATION AND FUNCTIONAL OWNER SUPPLIED EQUIPMENT) RIGGING, Drawn By INSPECT THE INSTALLED WORK OF ALL OTHER TRADES AND VERIFY THAT 10 AWG OR SMALLER WIRES ON LIGHTING AND RECEPTACLE CIRCUITS ONLY. AND NO BEND SHALL HAVE A CENTERLINE RADIUS LESS THAN SIX TIMES THE OPERATION OF ALL ELECTRICAL EQUIPMENT EXCEPT WHERE NOTED. GENERAL NOTES ALL SUCH WORK IS COMPLETE TO THE POINT WHERE THIS INSTALLATION MAY PROPERLY COMMENCE. ALL OTHER WIRING SHALL BE SPLICED ONLY WITH LUGS AND/OR TERMINAL DIAMETER OF THE CONDUIT. 3. ALL LOCATIONS OF EQUIPMENT AND FIXTURES ARE APPROXIMATE AND MAY 1. ALL WORK SHALL BE IN ACCORDANCE WITH THE LATEST N.E.C. STATE AND LOCAL BLOCKS. 5. TRANSITIONS FROM CONCRETE ENCASEMENT- WHERE PVC CONDUIT IS USED REQUIRE MINOR ADJUSTMENT TO SUIT FIELD CONDITIONS. ALL ADJUSTMENTS SHALL REQUIREMENTS. 4. INTERFERENCE: AVOID INTERFERENCE WITH STRUCTURE AND WITH WORK 5. TERMINAL LUGS SHALL BE MECHANICAL CLAMP OR COMPRESSION TYPE FOR RUNS UNDERGROUND OR IN SLABS, AS OUTLINED HEREIN, A CONVERSION BE SUBMITTED TO THE ENGINEER FOR APPROVAL. OF OTHER TRADES, PRESERVING ADEQUATE HEADROOM AND CLEARING ALL UNLESS PART OF A CIRCUIT BREAKER OR SWITCH ASSEMBLY. SET SCREW TO RIGID STEEL "ELL" SHALL BE USED TO EXIT EARTH OR ENCASEMENT. 2. THE DRAWINGS ARE DIAGRAMMATIC AND THE OMISSION OF AN ITEM NECESSARY FOR THE DOORS AND PASSAGEWAYS. TYPE LUGS IN WHICH THE SET SCREW BEARS DIRECTLY ON THE PROVIDE SWEEPING ELBOWS WITH LARGEST POSSIBLE RADIUS FOR ALL CHANGES PROPER FUNCTIONING ON THE SYSTEM DOES NOT RELIEVE THE ELECTRICAL CONTRACTOR FROM 5. THE CONTRACTOR SHALL CONFIRM THE LOCATIONS OF ALL EXISTING CONDUCTOR SHALL NOT BE USED. OF DIRECTION. IDENTIFICATIONS SUPPLYING THAT ITEM, UTILITIES. CONTRACTOR IS RESPONSIBLE FOR REPAIRING ANY DAMAGE TO 6. SPECIAL LUGS MAY BE REQUIRED TO ACCOMMODATE CONDUCTOR SIZES 6. PROVIDE AN INSULATED -THROAT METALLIC OR ALL -PLASTIC BUSHING ON ALL 1. COMPLY WITH GOVERNING REGULATIONS AND REQUESTS OF GOVERNING AUTHORITIES 3. THE DESIGN IS BASED ON THHW/THHN COPPER CONDUCTORS. EXISTING UTILITIES TO THE BUILDING. SHOWN ON THE DRAWINGS. CONTRACTOR SHALL VERIFY LUG EMT, IMC, AND RIGID METALLIC RACEWAY STUBS AND TERMINATION IN PANELS, FOR IDENTIFICATION OF ELECTRICAL WORK. 6. BEFORE ORDERING ANY MATERIALS OR EQUIPMENT, THE CONTRACTOR REQUIREMENTS FOR ALL CIRCUIT BREAKERS AND EQUIPMENT TERMINALS SWITCHBOARDS, CABINETS, PULL BOXES, JUNCTIONS BOXES, GUTTERS, AND 2. PROVIDE NAMEPLATES/LABELS FOR ITEMS WHERE INDICATED AND/OR DESCRIBED IN 4. ALL EXIT AND EMERGENCY LIGHTS SHALL BE CONNECTED TO THE UNSWITCHED LEG OF THE SHALL SUBMIT ENGINEERING DATA FOR ALL MATERIALS AND EQUIPMENT HE AND SHALL PROVIDE CORRECT LUGS AS REQUIRED. OTHER ENCLOSURES, THESE SPECIFICATIONS. LOCAL LIGHTING CIRCUIT, PROPOSES TO USE AND FURNISH. THE CONTRACTOR SHALL BE RESPONSIBLE FOR CHECKING EQUIPMENT DIMENSIONS OF PROPOSED 7. UNDER NO CIRCUMSTANCES SHALL FEEDERS BE SPLICED. 7. CEILING GRID SHALL NOT SUPPORT ANY CABLE OR RACEWAY. 3. ALL ELECTRICAL DISTRIBUTION EQUIPMENT SHALL BE LABELED, 5. THE LOCATION AND SIZE OF LOADS SHALL BE CHECKED WITH THE OWNER, ARCHITECT OR SUBSTITUTE EQUIPMENT AND SHALL BE RESPONSIBLE FOR ITS FITTING IN APPROPRIATE SUBCONTRACTOR AND ADJUSTMENTS MADE ACCORDINGLY. THE SPACES ALLOWED. THE COST OF ANY REDESIGNING CAUSED BY A 8. COLOR CODE THE ENTIRE POWER WIRING SYSTEM IN ACCORDANCE WITH THE NATIONAL ELECTRICAL CODE, AND ALL STATE AND LOCAL CODES. BOXES 4. LABELS SHALL BE ENGRAVED PHENOLIC TAGS WITH MINIMUM .5" TEXT HEIGHT. DYMO 6. ELECTRICAL CONTRACTOR SHALL ARRANGE FOR LOCATION OF ALL EXISTING UTILITIES IN SUBSTITUTION SHALL BE BORNE BY THE CONTRACTOR. 1. PROVIDE OUTLET BOXES FOR ALL SWITCHES, FIXTURES, RECEPTACLES AND (OR EQUIVALENT) LABELS SHALL NOT BE USED. THE VICINITY OF CONSTRUCTION AND SHALL BE RESPONSIBLE FOR REPAIRING ANY DAMAGES 7. ALL ELECTRICAL MATERIALS AND EQUIPMENT SHALL BE UL LISTED. ALL 9. PROVIDE A COMPLETE CONTROL WIRING SYSTEM FOR ALL ELECTRICAL ALL OTHER OUTLET DEVICES. 5. COLOR CODE: ALL POWER EQUIPMENT- BLUE FIELD WITH WHITE LETTERS. HE CAUSES. MATERIALS AND EQUIPMENT SHALL BE NEW, NON -SECONDARY MARKET RECONDITIONED AND/OR RE -PACKAGED EQUIPMENT AND APPLIANCES, INCLUDING ALL OWNER -FURNISHED EQUIPMENT. EQUIPMENT FURNISHED UNDER OTHER DIVISIONS (MECHANICAL 2. JUNCTION AND PULL BOXES SHALL HAVE SCREW -ON COVERS OR LOCKING COORDINATE ALL ELECTRICAL WORK WITH THAT OF OTHER TRADES PRIOR TO THE PRODUCTS. ANY EQUIPMENT WITHOUT FACTORY AUTHORIZATION IS UNACCEPTABLE. EQUIPMENT, ETC.) SHALL BE PROPERLY INSTALLED WITH ELECTRICAL HINGED COVERS. NEMA 1 BOXES SHALL BE USED INDOORS. NEMA 3R BOXES 6. TAGS SHALL BE PERMANENTLY AFFIXED WITH SCREWS, ADHESIVES ARE NOT INSTALLATION OF THAT WORK. IN CIRCUITS AND CONNECTIONS, DISCONNECTS, STARTERS, OPERATOR WITH THREADED HUBS SHALL BE USED OUTDOORS. ACCEPTABLE. 8. CONTRACTOR IS RESPONSIBLE FOR OBTAINING ALL INSPECTIONS, ALL CERTIFICATES, AND 8. THIS CONTRACTOR SHALL DO ALL CUTTING, DRILLING AND PATCHING CONTROL PUSH -BUTTONS, ALARMS, ETC, AS SPECIFIED FOR EACH TYPE 3. BOXES SHALL BE SIZED IN ACCORDANCE WITH NEC ARTICLE 370. 7. ALL POWER RECEPTACLES SHALL HAVE CIRCUIT ID LABEL. THIS LABEL SHALL BE A PERMITS REQUIRED BY THE LOCAL CODE ENFORCEMENT AGENCY. REQUIRED BY HIS WORK. ALL REPAIRS TO FINISH SHALL MATCH THE OF ITEM. CLEAR LAMINATED MYLAR TYPE TAPE, WITH .25" BLACK LETTERING, LABEL SHALL BE EXISTING, LEAVING NO DISCERNIBLE SCARS. STRUCTURAL MEMBERS SHALL BY ARCHITECT. 10. SMOKE CONTROL DAMPERS: PROVIDE ARE ALARM MONITORED RELAYS 4. INTERIOR BOXES SHALL BE ONE PIECE, GALVANIZED STEEL CONSTRUCTION, APPLIED HORIZONTAL POSITION ON THE TOP OF RECEPTACLE FACEPLATE. 9. THESE DRAWINGS AND PROJECT MANUAL ARE COMPLIMENTARY. IT I5 THE CONTRACTORS NOT BE CUT UNLESS APPROVED THE AND SUPERVISED SIGNAL AND POWER WIRING TO PROVIDE SIGNAL OF FIRE SUITABLEAISTED FOR INTENDED USE. PROVIDE PLASTER -RINGS WHERE RESPONSIBILITY TO EXAMINE THE DRAWINGS AND SPECIFICATIONS AND TO COMPARE THE 9. THE CONTRACTOR SHALL PROVIDE HONE --YEAR GUARANTEE FOR ITEMS ALARM CONDITION TO SMOKE CONTROL DAMPERS. REQUIREDINSTALL GANGED BOXES WHERE DEVICES ARE INDICATED TO BE . REQUIREMENTS OF EACH O(i.e. ELECTRICAL ETC. AND ENSURE THAT EACH TRADE OR DIVISION (• SUBCONTRACTOR IS MAKING THE ALLOWANCES NECESSARY TO PROVIDE THE OWNER A FURNISHED THAT SHALL COVER: A: FAULTY OR INADEQUATE DESIGN BY CONTRACTOR. 11. ALL SWITCHES FOR CONTROLS, SIGNALS, PILOTS, REMOTE TRIP GROUPED, PANEL BOARDS COMPLETE FACILITY OPERATIONAL IN ALL RESPECTS, UNLESS OTHERWISE SPECIFICALLY NOTED B: IMPROPER ASSEMBLY OR ERECTION. OPERATORS, RAISE/LOWER SWITCHES, REMOTE START/STOP MOTOR 5. EXTERIOR BOXES SHALL BE ONE PIECE PVC "UV PROTECTED". 1• FURNISH AND INSTALL ALL PANELS SHOWN ON THE DRAWINGS. IN THE DRAWINGS. IT IS ALSO THE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE C: DEFECTIVE WORKMANSHIP AND MATERIALS. CONTROL STATIONS, AND ANY OTHER DEVICES THAT ARE REQUIRED BY ARCHITECT/ENGINEER OF ANY DEFICIENCIES OR DISCREPANCIES AMONG THE DIVISIONS OF THE THE SYSTEM SHALL BE PROVIDED AND INSTALLED BY THE CONTRACTOR. 6. ALL CONDUIT CONNECTORS AND ENTRY HUBS SHALL BE INSULATED OR HAVE 2. PANEL BOARDS SHALL BE PAINTED WITH GRAY LACQUER RUST PREVENTATIVE PRIMER. DRAWINGS AND SPECIFICATIONS PRIOR TO THE BID DATE, NEITHER THE OWNER NOR 10. CONTRACTOR SHALL PROVIDE/INSTALL ALL ELECTRICAL SYSTEMS INSULATED BUSHINGS. SIDES AND TOP OF SURFACE MOUNTED PANELS SHALL BE PAINTED TO MATCH FRONTS. ARCHITECT/ENGINEER WILL BE RESPONSIBLE FOR ANY DEFICIENCIES OR DISCREPANCIES RAISED REQUIRED BY THIS PROJECT. THIS INCLUDES ALL MISCELLANEOUS ITEMS 12. CONTRACTOR IS RESPONSIBLE FOR INTERCONNECTION AND AFTER THE BID OPENING. ACCORDINGLY, IN LIGHT OF THESE OBLIGATIONS, THE AND ACCESSORIES REQUIRED FOR THE COMPLETE AND CORRECT PROGRAMMING OF ALL CONTACTORS, TIME SWITCHES, AND PHOTOELECTRIC WIRING DEVICES 3. PANELS SHALL BE OF THE CIRCUIT BREAKER TYPE UNLESS OTHERWISE NOTED AND ARCHITECT/ENGINEER IS OBLIGATED TO INTERPRET THE DRAWINGS AND SPECIFICATIONS IN A OPERATION FOR THE ENTIRE SYSTEM, WHETHER OR NOT SUCH ITEMS ARE CONTROL SYSTEMS. SHALL HAVE CAPACITY AND ARRANGEMENT AS SHOWN ON THE PANEL SCHEDULES OR MANNER THAT WILL PROVIDE THE OWNER WITH A COMPLETE, FUNCTIONING FACILITY FOR THE ILLUSTRATED IN THE PROJECT DOCUMENTS. 1. PROVIDE A COMPLETE SYSTEM OF WIRING DEVICES PROPERLY WIRED, ONE -LINE DIAGRAM. BID PRICE. 13. GROUNDING CONDUCTORS: ALL GROUNDING ELECTRODE CONDUCTORS INCLUDING A SOLID GROUNDING CONNECTION. 11. CONTRACTOR SHALL PROVIDE MATERIALS WITH TRIM WHICH IS AND EQUIPMENT GROUNDING CONDUCTORS SHALL BE INSULATED COPPER 4. BRANCH CIRCUIT BREAKERS SHALL BE BOLT -ON TYPE AND SHALL BE OF THE AMBIENT 10. ANY AND ALL DEVIATIONS FROM SPECIFIED PRODUCTS MUST BE APPROVED BY THE SUITABLE FOR THE TYPES OF CEILINGS, WALLS, AND FLOOR FINISHES (AS SPECIFIED ABOVE) UNLESS INDICATED OTHERWISE. 2. UNDERWRITERS LABORATORIES: PROVIDE WIRING DEVICES WHICH ARE LISTED COMPENSATED, THERMAL MAGNETIC TYPE, WHICH WILL PROVIDE INVERSE TIME DELAY ENGINEER. ACTUALLY INSTALLED. MODEL NUMBERS REFERENCED IN THESE DOCUMENTS AND LABELED BY UL. OVERLOAD AND INSTANTANEOUS SHORT CIRCUIT PROTECTION, VOLTAGE AND CURRENT ARE NOT INTENDED TO IDENTIFY THE REQUIRED TRIM. 14. BRANCH CIRCUITS MAY BE GROUPED IN SINGLE RACEWAYS AND SHARE RATINGS SHALL BE AS INDICATED ON THE DRAWINGS. 11. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE APPLICABLE STATE, FEDERAL A COMMON NEUTRAL PROVIDED THE FOLLOWING GUIDELINES ARE MET 3. NATIONAL ELECTRICAL MANUFACTURERS ASSOCIATION: WIRING DEVICES AND LOCAL CODES. ALL NECESSARY LICENSES AND PERMITS SHALL BE OBTAINED BY THE DRAWINGS AND/OR UNLESS THE DRAWINGS INDICATE OTHERWISE. SHALL COMPLY WITH APPLICABLE NEMA STANDARDS. 5. PROVIDE A TYPEWRITTEN DIRECTORY FOR EACH PANEL, PLACED INSIDE THE PANEL CONTRACTOR AT HIS EXPENSE UNLESS PREVIOUSLY OBTAINED BY THE OWNER. DOOR. DIRECTORIES SHALL BE INSTALLED IN A METAL DIRECTORY FRAME WITH CLEAR 1. THE DRAWINGS ARE DIAGRAMMATIC IN NATURE, BUT SHOW VARIOUS A. DEDICATED CIRCUITS: PROVIDE A NEUTRAL PER PHASE 4. DEVICE COLOR: WHITE UNLESS OTHERWISE NOTED. PROTECTIVE COVER. SPARES AND SPACES SHALL BE NOTED. 12. THE EXISTENCE AND LOCATION OF EXISTING UTILITIES ARE NOT GUARANTEED AND SHALL COMPONENTS OF THE SYSTEMS APPROXIMATELY TO SCALE AND ATTEMPT CONDUCTOR FOR ALL DEDICATED CIRCUITS. PROVIDE DEDICATED HOMERUN BE INVESTIGATED AND VERIFIED IN THE FIELD BY THE CONTRACTOR BEFORE STARTING WORK. TO INDICATE HOW THEY ARE TO BE INTEGRATED WITH OTHER PARTS OF RACEWAY FOR EACH DEDICATED CIRCUIT WHEN INDICATED ON DRAWINGS. 5. ACCEPTABLE: THE FOLLOWING MANUFACTURERS WILL BE ACCEPTABLE 6. EACH PANEL SHALL BE EQUIPPED WITH A GROUND LUG/BUS. EXCAVATION IN THE VICINITY OF EXISTING STRUCTURES AND UTILITIES SHALL BE CAREFULLY THE BUILDING. DETERMINE EXACT LOCATIONS BY REVIEW OF EQUIPMENT PROVIDING THEY MEET THE PROJECT SPECIFICATIONS: COPPER WIRING DEVICES, PERFORMED, BY HAND. THE CONTRACTOR SHALL BE HELD RESPONSIBLE FOR ANY DAMAGES MANUFACTURERS DATA, BY JOB SITE MEASUREMENTS, BY CHECKING THE B. THREE PHASE, FOUR WIRE, WYE SYSTEMS: PROVIDED A NEUTRAL ARROW -HART, HUBBELL, I EVITON, LUTRON, WOODHEAD INDUSTRIES. 7. EACH PANEL AND CABINET AND THE UNITS COMPRISING SAME SHALL BEAR THE TO, AND FOR PROPER MAINTENANCE PROTECTION OF, EXISTING UTILITIES AND STRUCTURES REQUIREMENTS OF OTHER TRADES, AND BY REVIEWING ALL CONTRACT CONDUCTOR FOR EACH GROUP OF TWO OR THREE SEQUENCE PHASED LINE MANUFACTURER'S NAMEPLATE AND THE UL LABEL. DURING THE CONSTRUCTION PROCESS. THE CONTRACTOR SHALL BE LIABLE FOR ANY COSTS DOCUMENTS. THE SIZE OF ELECTRICAL EQUIPMENT INDICATED ON THE CONDUCTORS. 6. STANDARD CONVENIENCE OUTLET: 20A/125V/2 POLE/3 WIRE DUPLEX NEMA ASSOCIATED WITH THE RELOCATION OF TELEPHONE OR GAS LINES BY THE UTILITY COMPANIES. DRAWINGS MAY BE BASED ON THE DIMENSIONS OF A PARTICULAR 5-20R. DUPLEX RECEPTACLE. RECEPTACLE FACE SHALL BE HIGH -IMPACT 8. CIRCUIT BREAKERS SHALL BE MANUFACTURED BY THE MANUFACTURER OF THE PANEL MANUFACTURER. WHILE OTHER LISTED MANUFACTURERS MAY BE C. SINGLE PHASE, THREE WIRE SYSTEMS: PROVIDE A NEUTRAL RESISTANT. NYLON BODY SHALL BE THERMOPLASTIC POLYESTER. MOUNTING BOARDS. THERE SHALL BE NO EXCEPTION TO THIS. 13. THE CONTRACTOR SHALL PROVIDE SAFE, SUFFICIENT, AND PROPER FACILITIES AT ALL ACCEPTABLE IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO CONDUCTOR FOR EACH GROUP OF TWO SEQUENCED LINE CONDUCTORS. STRAP SHALL WARP COMPLETELY AROUND RECEPTACLE BODY AND HAVE TIMES FOR THE INSPECTION OF THE WORK BY THE OWNER, ARCHITECT, AND ALL APPROPRIATE DETERMINE IF THE EQUIPMENT THAT CONTRACTOR PROPOSES TO FURNISH INTEGRAL , RIVETLESS GROUNDING CONTACTS. THE RECEPTACLE GROUNDING 9. MOUNT PANELS IN LOCATIONS SHOWN, MAKING SURE THAT CODE REQUIRED GOVERNMENTAL AND REGULATORY AGENCIES. WILL FIT IN THE SPACE. CONTACTS ARE FORMED DIRECTLY OUT OF THE BACKSTRAP METAL. THEY SHALL CLEARANCES EXIST. GROUNDING NOT BE SEPARATED PIECES AFFIXED TO THE BACKSTRAP. 14. UNLESS SPECIFICALLY INDICATED ON THE DRAWINGS OR OTHERWISE INSTRUCTED BY THE ARCHITECT, 2. THE DRAWINGS ARE NOT INTENDED TO SHOW EXACT LOCATIONS OF 10, IF PAINT IS DAMAGED DURING SHIPPING OR INSTALLATION, DAMAGED PORTION SHALL ELECTRICAL OUTLETS SHALL HAVE THE FOLLOWING MOUNTING HEIGHTS. DIMENSIONS ARE TO CENTER OF CONDUIT, WIRE, OR TO INDICATE ALL WIRE TERMINATORS, CONNECTORS, 1. PROVIDE A COMPLETE EQUIPMENT SAFETY GROUND SYSTEM (GREEN 7. GROUND FAULT CIRCUIT INTERRUPTERS: PROVIDE Ul LISTED GROUND FAULT BE SANDED SMOOTH AND ENTIRE PANEL REPAINTED. BOX UNLESS OTHERWISE NOTED: CONDUIT FITTINGS, BOXES, OR SUPPORTS, BUT RATHER TO INDICATE WIRE GROUND) FOR THE ENTIRE ELECTRICAL SYSTEM AS REQUIRED BY CIRCUIT INTERRUPTER RECEPTACLES FOR PERSONNEL PROTECTION, WHICH DISTRIBUTION, CIRCUITRY, AND CONTROL, ARTICLE 250 OF THE NEC, AND AS SPECIFIED HEREIN. OTHERWISE MEET THIS SPECIFICATION, WHERE REQUIRED. 11. PROVIDE THREE SETS OF SHOP DRAWINGS FOR EACH PANEL BOARD BEING PROVIDED. WALL SWITCHES 3. THE VARIOUS PHASES OF WORK. THE WORK SHALL BE LAID OUT SO 2• ALL GROUNDING WIRE, LUGS, JUMPERS AND BUS SHALL BE COPPER. 8. WALL SWITCHES: 20A -120-277V AC CONTACTS. TOGGLE TYPE, QUIET ACTION 12. THE ENGINEER SHALL PROVIDE ONE REVIEW OF SHOP DRAWINGS. ANY SUBSEQUENT WALL CONVENIENCE RECEPTACLES 16" AFF TO BOTTOM OF BOX WALL TELEPHONE OUTLETS 16" AFF TO BOTTOM OF BOX THAT IT WILL BE CONCEALED IN FURRED CHASES AND SUSPENDED WITH SEPARATED SCREW TERM FOR THE GROUND WIRE. SCREWLESS PUSH -IN REVIEWS, DUE TO SUBSTITUTION OF MATERIALS BY THE CONTRACTOR SHALL BE PREPAID, WALL OUTLETS FOR WALL MTD. TELEPHONE CEILINGS, ETC., IN FINISHED PORTIONS OF THE BUILDING, UNLESS 3. ALL FEEDER AND BRANCH CIRCUITS SHALL CONTAIN AN EQUIPMENT WIRING TERM SHALL NOT BE USED. PROVIDE SINGLE POLE, SINGLE THROW, AT THE ENGINEERS HOURLY RATE, WITH A MINIMUM OF 8 HOURS. FIRE ALARM PULL STATIONS SPECIFICALLY NOTED TO BE EXPOSED. WORK SHALL BE INSTALLED TOMANUAL GROUND WIRE. NO METAL CONDUIT OF ANY KIND OR LENGTH SHALL BE UNLESS DRAWINGS INDICATE 3 -WAY, 4 -WAY, DOUBLE POLE, KEY OPERATED, * FIRE ALARM SPEAKER/HORN l' -O" BELOW CEILING, OR IN CEILING, AS REQUIRED AVOID CRIPPLING OF STRUCTURAL MEMBERS. ALL EXPOSED WORK SHALL USED AS THE EQUIPMENT GROUNDING CONDUCTOR. SPDT MOMENTARY, OR ANY OTHER SPECIAL FEATURES. INTERIOR BELLS, BUZZERS, HORNS 1'-0" BELOW CEILING, OR IN CEILING, AS REQUIRED BE INSTALLED PARALLEL OR PERPENDICULAR TO THE LINES OF THE TESTING SPECIAL PURPOSE WALL OUTLETS 16" AFF BOTTOM OF BOX (OR HIGHER AS REQUIRED TO BUILDING UNLESS OTHERWISE NOTED. 4. EQUIPMENT GROUNDING CONDUCTORS AND STRAPS SHALL BE SIZED 9. SWITCHES FOR SPECIAL PURPOSE: SPECIAL SWITCHES USED FOR SERVE EQUUIPMENT) IN ACCORDANCE WITH NEC. REFER TO FEEDER SCHEDULES FOR GROUND DISCONNECTION PURPOSES (SMALL APPLIANCES, ETC.) SHALL BE RATED AS 1. THOROUGHLY CLEAN THE ELECTRICAL EQUIPMENT AND ASSOCIATED ELECTRICAL PUSH BUTTONS 4. WHEN THE MECHANICAL AND ELECTRICAL DRAWINGS DO NOT GIVE EXACT DETAILS AS THE THE ELEVATION OF PIPE, CONDUIT AND DUCTS, WIRE REQUIREMENTS WHICH MAY BE EXCEED THE NEC. ALL EQUIPMENT GROUNDING CONDUCTORS SHALL BE PROVIDED WITH GREEN INSULATION SPECIFIED OR REQUIRED. MATERIALS BEFORE ENERGIZATION OF ANY PART OF THE ELECTRICAL SYSTEM. IT ADA VISUAL ALARM 80" AFF TO BOTTOM OF LENS OR 6" BELOW CEILING, PHYSICALLY ARRANGE THE SYSTEMS TO FIT IN THE SPACE AVAILABLE. EQUIVALENT TO THE INSULATION ON THE ASSOCIATED PHASE 10. PROVIDE WALL PLATES FOR ALL DEVICES. PROVIDE ONE-PIECE MULTI -GANG IS THE CONTRACTOR'S RESPONSIBILITY TO VERIFY/TEST THE GROUNDING SYSTEM WHICHEVER IS LOWER. ENTIRE LENS TO BE WITHIN 80" TO 96" LL BE PRIORITIZED AS REQUIRED TO ALLOW FOR PROPER CONDUCTORS, PLATES WHERE ADJACENTLY LOCATED OUTLET ASSEMBLIES OCCUR. MEETS THE MAX. 25ohms TO GROUND AS REQUIRED BY THE NEC. TEST RESULTS AFF THE SYSTEMS INVOLVED. ENCLOSED SWITCHES SHALL BE RECORDED, DATED AND SUBMITTED TO THE ENGINEER AND OWNER FOR 1, EQUIPMENT AND MATERIAL SUBMITTALS SHALL SHOW SUFFICIENT 5, THE EQUIPMENT GROUNDING SYSTEM SHALL BE INSTALLED SO THAT RECORD. * TOP OF BOX SHALL BE 48" AFF MAX. FOR WHEELCHAIR SIDE APPROACH. DATA TO INDICATE COMPLETE COMPLIANCE WITH CONTRACT ALL METALLIC STRUCTURES, ENCLOSURES, RACEWAYS, JUNCTION BOXES, OUTLET BOXES, CABINETS, MACHINE FRAMES AND PORTABLE EQUIPMENT 1. PROVIDE HEAVY DUTY TYPE ENCLOSED SWITCHES, SQUARE D CLASS 3110 TYPE HD. SWITCHES SHALL HAVE EXTERNALLY OPERATED HANDLES WITH 1 2. DURING THE COURSE OF AND AFTER COMPLETION OF INSTALLATION, BUHOLTZ FRONTAL APPROACH AND 54" AFF MAX. FOR VERIFY EXACT HEIGHT WITH ARCHITECT. DOCUMENTS. FRAMES OPERATE CONTINUOUSLY AT GROUND POTENTIAL AND PROVIDE PROVISIONS FOR PAD LOCKING IN THE OFF OR ON POSITION. PROVIDE NEMA 3R PROFESSIONAL ENGINEERING WILL INSPECT THE INSTALLATION, WORKMANSHIP, AFF = ABOVE FINISHED FLOOR 2. CATALOG DATA SHALL HAVE THE ITEM OR MODEL NUMBER TO BE A LOW IMPEDANCE PATH FOR GROUND FAULT CURRENTS. THE SYSTEM OR 4X STAINLESS STEEL UNITS AS INDICATED ON THE DRAWINGS. TESTING AND OPERATION OF KEY ELECTRICAL SYSTEMS. AFG = ABOVE FINISHED GRADE PROVIDED CLEARLY MARKED AND ALL ACCESSORIES IDENTIFIED. SHALL COMPLY WITH THE NATIONAL ELECTRICAL CODE. 2. WHERE REQUIRED: PROVIDE ALL ENCLOSED DISCONNECT SWITCHES INDICATED 3. THE CONTRACTOR SHALL VERIFY THAT EACH KEY SYSTEM INTERFACES 3. SUBMIT SHOP DRAWINGS AND PRODUCT DATA FOR: 6. GROUNDING CONDUCTORS SHALL BE CONTINUOUS AND NO SPLICING ON THE DRAWINGS. WHERE A CIRCUIT SERVES A MOTOR, MOTOR CONTROLLER, CORRECTLY WITH ALL RELATED SYSTEMS. THE CONTRACTOR SHALL FURNISH ALL 15. UNLESS SPECIFICALLY INDICATED ON THE ELECTRICAL DRAWINGS, OUTLETS LOCATED AT COUNTERS AND SHALL BE ALLOWED. FIXED ELECTRIC SPACE HEATING UNIT, OR APPLIANCE AND A LOCAL TEST DATA TO THE ENGINEER VERIFYING THAT ALL SYSTEMS HAVE BEEN CABINETS SHALL BE MOUNTED AS SHOWN ON ARCHITECTURAL DETAILS AND ELEVATIONS, OR AS DIRECTED A. GROUNDING TEST REPORT DISCONNECT SWITCH IS NOT INDICATED ON THE DRAWINGS, PROVIDE A LOCAL INSTALLED CORRECTLY AND WORK TOGETHER TO PROVIDE A COMPLETELY BY ARCHITECT. B. WIRING DEVICES 7. PROVIDE COPPER GROUND BUSSES ON WALLS WHERE INDICATED ON DISCONNECT UNLESS ONE OF THE NEC EXCEPTIONS PERTAIN. OPERATIONAL ELECTRICAL POWER SYSTEM AS DESIGNED. C. FIRE STOPPING FOR ELECTRICAL PENETRATIONS THE DRAWINGS AND WHERE SPECIAL GROUNDING NEEDS WILL ARISE. 4. THE CONTRACTOR SHALL FURNISH A LICENSED ELECTRICIAN TO REMOVE 16. COORDINATE MOUNTING HEIGHTS AND DETAILS OF ALL OUTLETS (POWER, SIGNAL, ETC.) WITH REFERENCE DETAIL ON DRAWING FOR GROUND BUS AND CONNECTION TRANSIENT VOLTAGE SURGE SUPP ESR SION-(TVSS) ARCHITECTURAL CASEWORK DRAWINGS PRIOR TO DIVISION 16 ROUGH -IN. PROVIDE COORDINATION PROJECT CLOSE-OUT REQUIREMENTS. COVERS, PLATES, DEVICES, CEILING TILES, ETC., FOR THE INDIVIDUAL PERFORMING DRAWINGS IN ACCORDANCE WITH DIVISION 16 SPECIFICATIONS WHERE CONFLICTS EXIST. OBTAIN 1. TVSS UNITS TO BE PROVIDED/INSTALLED BY THE OWNER UNDER A SEPERATE THE INSPECTION FOR THE ENGINEERS OFFICE. THEY SHALL ALSO FURNISH ALL NECESSARY TOOLS REQUIRED TO PERFORM THE INSPECTION. APPROVAL FROM ARCHITECT BEFORE ELECTRICAL ROUGH -IN WHEN CONFLICTS ARISE. 1. OWNER'S INSTRUCTION - PROVIDE INSTRUCTION FOR THE OWNER'S PERSONNEL. FOR THE SYSTEMS LISTED BELOW AT A MUTUALLY CONTRACT. THIS CONTRACT INCLUDES 1 3P-30 BREAKER TO BE INSTALLED IN O 17. REFER TO MECHANICAL DRAWINGS FOR EXACT LOCATION OF ALL HVAC AND PLUMBING EQUIPMENT ACCEPTABLE TIME TO ALL CONCERNED PARTIES. OPERATIONS AND EACH PANEL TO ACCOMMODATE THE FUTURE INSTALLATION OF THE TVSS AND ROUGH -IN REQUIREMENTS MAINTENANCE MANUAL SHALL BE COMPLETE AND ON PROJECT SITE DEVICE. FIRE STOPPING FOR ELECTRICAL PENETRATIONS AT TIME OF INSTRUCTION. 18. CIRCUITING 1. PROVIDE THROUGH -PENETRATION FIRE STOP SYSTEMS TO PREVENT THE SPREAD OF FIRE OR SMOKE THROUGH OPENINGS MADE IN FIRE --RATED WALLS OR FLOORS TO A. BRANCH CIRCUITING IS SCHEMATIC IN NATURE AND IS INTENDED TO INDICATE CIRCUIT LOADING AND ACCOMMODATE ELECTRICAL THROUGH -PENETRATING ITEMS SUCH AS CONDUIT AND CABLES. CONTROL, NOT METHODS OF INSTALLATION. REFER TO SPECIFICATIONS FOR METHODS OF FIRE STOP SHALL PROVIDE NECESSARY FIRE (F) AND TEMPERATURE (T) RATINGS. FIRE INSTALLATION AND MATERIALS. STOP SHALL BE WATERPROOF AND COLD-SMOKEPROOF. B. WHERE WIRE SIZE AND CONDUIT SIZE IS NOT INDICATED ON THE DRAWINGS AND/OR PANEL 2. PROVIDE NECESSARY PROTECTION OF OPENINGS IN RATED FLOOR -CEILING AND SCHEDULES, REFER TO SPECIFICATIONS AND THE NEC FOR MINIMUM SIZE REQUIRED. ROOF -CEILING ASSEMBLIES FOR LUMINAIRES AND OTHER ELECTRICAL PENETRATIONS, C. BRANCH CIRCUITS ON THE DRAWINGS ARE GENERALLY NOT SHOWN GROUPED IN SINGLE RACEWAYS AND SHARING COMMON NEUTRALS. HOWEVER, GROUPING 19 ALLOWED UNDER CERTAIN 3. INSTALL PROTECTIVE MATERIALS ON ELECTRICAL OUTLET BOXES WHEN OPENINGS IN CONDITIONS. REFER TO DIVISION 16 SPECIFICATIONS FOR REQUIREMENTS. FIRE -RESISTIVE WALLS OR PARTITIONS EXCEED OPENINGS ALLOWED BY BUILDING CODE. D. THE DRAWINGS GENERALLY INDICATE QUANTITY OF CONDUCTORS ON BRANCH CIRCUIT HOME RUNS ONLY. ELSEWHERE WITHIN CIRCUITS, PROVIDE QUANTITY OF CONDUCTORS AS NEEDED TO ACCOMPLISH CIRCUITING AND SWITCHING REQUIREMENTS SHOWN. (DRAWING NO. E -A 0% I.0 PERMIT DOCUMENTS ! w 2 ■ 3 w 4 6 ■ y ■ 8 ■ J w -10 ■ 11 ■ -12 w 13 ■ 14 ■ 15 A w E3 w C ■ D E w F w Of ■ H w J ■ K w L w M IN N -vaf%mCYY rr; f� AA UHOLTZ PROFESSIONAL ENGINEERING, INC. 110 S. MAGNOLIA AVE., SANFORD, FL 32111 Ph 407-330-4848 Fx X407 330- 4688 CA 00009600 SHOEMAKER INDUSTRIAL COMPLEX BUILDING '' 2529 OLD LAKE MARY ROAD SANFORD, FLORIDA 32773 These Plans And Designs Illustrated Hereon Remain The Property of Man T. Buholtz, P.E. Their Use Without Written License Is Prohibited SEAL Brian T Buhoitz, PE CA# 579'9 REVISIONS: Rev. # Date Description 0 0 0 0 Date 05.23.08 Drawn By JAA Checked By JAA Approved By BTB Project No. 08109-00 TITLE E L E C" T * R' I A L SPECIFICTIONS D. THE DRAWINGS GENERALLY INDICATE QUANTITY OF CONDUCTORS ON BRANCH CIRCUIT HOME RUNS ONLY. ELSEWHERE WITHIN CIRCUITS, PROVIDE QUANTITY OF CONDUCTORS AS NEEDED TO ACCOMPLISH CIRCUITING AND SWITCHING REQUIREMENTS SHOWN. (DRAWING NO. E -A 0% I.0 PERMIT DOCUMENTS ! w 2 ■ 3 w 4 6 ■ y ■ 8 ■ J w -10 ■ 11 ■ -12 w 13 ■ 14 ■ 15 A w E3 w C ■ D E w F w Of ■ H w J ■ K w L w M IN N PANEL !! 77 120%2088V-3PH FED FROM PNL P1 PERMANENTLY POSTED IDENTIFICATION TAGS SHALL BE INSTALLED ON EACH PIECE OF ELECTRICAL DISTRUBTION EQUIPMENT (SWITCHBOARDS, PANELBOARDSTRANSFORMENRSE(T..) PERMANENTLY POSTED PHASE IDENTIFICATION , , B TAGS SHALL BE INSTALLED ON EACH IDENTIFICATION TAG SHALL BE ENGRAVED PHENOLIC PER NEC LAMINATED TAG WITH BLACK BACKGROUNG, 1/2" PANBE N 210.5(C)IDENTIFICATION TAG SHALL BE WHITE LETTERING (PANEL IDENTIFICATION), AND ENGRAVED PHENOLIC LAMINATED TAG WITH 1/4" WHITE LETTERING FOR VOLTAGE/FEED, ETC. BLACK BACKGROUNG, 1/4" WHITE LETTERING, FASTENED WITH MECHANICAL FASTENERS. FASTENED WITH MECHANICAL FASTENERS. PHASE AND SYSTEM EQUIPMENT IDENTIFICATION IDENTIFICATION ELEC I'lZJCA.L .EQUIPMENrI' ID.ENTIF.ICATION w _X , r'1 -T III "i-'1-'11! ell ,rnr-A/nr- uYn I LIT F ■ G ■ H J LL. ■ 1C ■ L M ■ N ELECTRICAL ENTRANCE LOCATION (SEE RISER FOR DETAILS) 1 e * THIS CIRCUIT TO BE ROUTED THROUGH AND CONTROLLED BY THE ELECTRONIC TIME SWITCH LIGHTING FIXTURE SCHEDULE TYPE MANUFACTURER CATALOGUE NO. LAMP(S) REMARKS REMARKS ON COMPUTATION DAY—BRITE #TIS-232—UNV-2/2—WG 17550 8 FT. ALL PURPOSE IDUSTRIAL STRIP, SOLID TOP REFLECTOR, A GENERAL LIGHTING WHSE AREA 4680 SQFT 2340 (4) 32W 35K TANDEM CONFIGURATION, (4) LAMP, WHITE FINISH, WIRE—GUARD AREA SQ. FT. MULTIPLIED BY .5VA/SQ. FT. (STORE TYPE OCCUPANCY),NEC 220.3(A), THEN MULT. BY 125%, NEC 220.11 OR EQUIVALENT & ALP #PALT8 4680 AND POLY LAMP PROTECTORS, (2) 2L ELECTRONIC BALLAST B DAY—BRITE # WCS-�150M—MT (1) 150W MH FULL CUT—OFF EXTERIOR WALL PACK, CAST ALUM ACTUAL QTY OF RECPTS (6 EA. WHSE SPACE, TOTAL OF 12) OR EQUIVALENT 20400 20400 CONSTRUCTION, METAL HALIDE LAMP, MULTI—TAP BALLAST MOTORS COMPUTED PER NEC 220.14, 430.24, HEAT COMPUTED AT 100% CONNECTED, 220.15, NONCOINCIDENT LOADS PER NEC 220.21 BEGHELLI O (2) 5AW TUNGSTEN THERMOPLASTIC COMBO LED EXIT W EMERGENCY BATT UNIT EX OR EQUIVALENT #XCL—R—U--W & LED 90 MIN. OPERATION, WHITE HOUSING W/ RED LETTERS, VA PER NEC 220.3(13)(6), AND 600.5A THEN MULTIPLIED BY 125% MISC. NONCONTINUOUS 11000 11000 MTG, FACES, FINISH & CHEVRONS AS READ. NEMA 3R TROUGH SIZED PER NEC UTILITY PAD MOUNTED TRANSFORMER 120/208V - WYE AVAI LAB LE FAULT CURRENT 69396 AMPS 2 RUNS EA. (4)#350, 3-1/2"C INCOMING WATER LINE ■ FAULT CURRENT 23880 AMPS TYP. FOR EACH TAP CJI FUTURE TENANT PANEL T1 k/O CU 9 FUTURE TENANT PANEL T2 #4 CU BUILDING STEEL ■ '10 ■ ■ 12 ■ 18 ■ '14 ■ '15 POLARIS TYPE TAPS, SIZED TO ACCOMMODATE THE HOUSE PANEL FEEDER, AND (2) FUTURE TENANT FEEDERS (4)#3, (1)#80, 1-1/4"C ® - PANEL H TTC TVTC AVAILABLE (TELEPHONE (TELEPHONE -AULT CURRENT TERMINAL CABINET) TERMINAL CABINET) 16859 AMPS 1 DOA O GBB GBB d #4 CU H�9 (�) 2/0 CU -- MAX. TYP. n Q ` 5 OHMS X CONCRETE ENCASED ELECTRODE BLDG. FOOTER STEEL MADE GROUND ELECTRODES (GROUND RODS) IN GROUNDING FIELD PATTERN. ELECTRICAL RISER. DIAGRAM 2 ■ 8 ■ 4 ® 5 ■ 6i ■ / ■ 8 ■ 9 ■ 10 ■ 11 ELECYRIC,AL SERVICE CA-LCULATtON SI=IOEMAKER BLDG 11C11 SERVICE VOLTAGE: 120/208V 3PH AREA SERVED: OFFICE/WHSE UNIT (9360 SQ. FT.) LOAD TYPE CONNECTED KVA NEC KVA PHASE AMPS REMARKS ON COMPUTATION GENERAL LIGHTING OFFICE AREA 4680 SQFT 14Q40 17550 49 AREA SQ. FT. MULTIPLIED BY 3VA/SQ. FT. (STORE TYPE OCCUPANCY),NEC 220.3(A), THEN MULT. BY 125%, NEC 220.11 GENERAL LIGHTING WHSE AREA 4680 SQFT 2340 2925 8 AREA SQ. FT. MULTIPLIED BY .5VA/SQ. FT. (STORE TYPE OCCUPANCY),NEC 220.3(A), THEN MULT. BY 125%, NEC 220.11 RECEPTACLES OFFICE AREA 4680 SQFT 4680 4680 13 AREA SQ. FT. MULTIPLIED BY 1 VA/SQ. FT, NEC 220.3(A)(b), THEN ACTOR, NELT.CAND 2 0 13 RECEPTACLES WHSE AREA 4680 SQFT 2160 2160 6 ACTUAL QTY OF RECPTS (6 EA. WHSE SPACE, TOTAL OF 12) HVAC OFFICE AREA 4680 SQFT 20400 20400 57 MOTORS COMPUTED PER NEC 220.14, 430.24, HEAT COMPUTED AT 100% CONNECTED, 220.15, NONCOINCIDENT LOADS PER NEC 220.21 HVAC WHSE AREA70200 4680 SQFT O 70200 195 MOTORS COMPUTED PER NEC 220.14, 430.24, HEAT COMPUTED AT 100% CONNECTED, 220.15, NONCOINCIDENT LOADS PER NEC 220.21 LIGHTED SIGNS 7200 9000 25 VA PER NEC 220.3(13)(6), AND 600.5A THEN MULTIPLIED BY 125% MISC. NONCONTINUOUS 11000 11000 31 100% CONNECTED VA PER EQUIP NAMEPLATE, NEC 422.10, 220.10 TOTAL SANFORD, FLORIDA 32773 388 ■ SERVICE CAPACITY 400 These Plans And Designs Illustrated Hereon Remain TOTAL SPARE CAPACITY The Property of Briar, T. Buholtz, P.E. 20 SERVICE CAPACITY LESS NEC LOAD ELECTRICAL SERVICE CALCULATION IS BASED ON 50% (4680 SQFT.) OF THE BUILDING BEING UTILIZED FOR OFFICE TYPE SPACE, AND THE REMAINING 50% (4680SQFT.) BEING UTILIZED FOR WAREHOUSE TYPE SPACE. FAULT CURRENT CALCULATIONS SOURCE: EDR, ELECTRICAL DESIGNER'S REFERENCE, 2005, SOFTWARE VERSION 2.1 (BUILD 5). BASED ON THE 2005 NEC FAULT SCA SOURCE = TA PRIMARY INFINITE MOTOR LOAD = NONE SCA AVAILABLE = INFINITE MOTOR SCA = NONE LENGTH UNITS = FEET SYSTEM VOLTAGE = 208 SYSTEM PHASE = 3 TRANSFORMER NODE DESCRIPTION PH SIZE PRI. V SEC. V %Z SCA, 3PH TA UTILITY 3 -PH 300 12470 208 1.2 *69396 DISTRIBUTION NODE DESCRIPTION RACEWAY CONDUCTOR SIZE QTY. SCA, 3PH F1 SERVICE FEEDER TAPS PVC 1/c, CU 350 2 23880 F2 PANEL HP EMT 1 /c, CU 1. #3 1 16859 * THE CALCULATED MAXIMUM AVAILABLE SHORT CIRCUIT CURRENT (SCA) IS BASED ON INFORMATION FROM PRELIMINARY COORDINATION MEETINGS WITH FPL. THIS CURRENT ASSUMPTION IS BASED ON THE UTILITY PROVIDER INSTALLING A 300kva TRANSFORMER TO SERVE THIS BUILDING. ONCE THE FINAL UTILITY ENGINEERING IS COMPLETED WE WILL REVIEW AND AMEND THESE DOCUMENTS AS/IF REQUIRED. ELECTRICAL SYMBOL LEGEND SYMBOL DESCRIPTION DUPLEX RECEPTACLE AT 18" A.F.F. ( U.O.N.) GF DUPLEX RECEPTACLE GROUND FAULT CIRCUIT TYPE ow DUPLEX RECEPTACLE EXTERIOR (WEATHERPROOF/ IN -USE COVER) Q ELECTRICAL JUNCTION BOX $ SINGLE POLE SWITCH ELECTRICAL PANELBOARD a 12 ■ 13 GENERAL NOTES 1. REFERENCE SPECIFICATIONS FOR ADDITIONAL MATERIALS, EQUIPMENT AND INSTALLATION REQUIREMENTS. KEYED .L D NorM S 0 "GBB" SHALL BE CHATSWORTH #13622-010 OR EQUIVALENT. Q TVSS UNIT - INTERMATIC #PG40-208-3Y ELECTRONIC TIME SWITCH - INTERMATIC #ET70215CR. CONTRACTOR SHALL PROGRAM EACH ZONE WITH TIME SCHEDULE AS DIRECTED BY THE OWNER. ® EXTERIOR LIGHTING CIRCUIT SHALL BE ROUTED THROUGH AND CONTROLLED BY THE ELECTRONIC TIME SWITCH. PERMIT DOCUMENTS A t.J f. �f BUHOLTZ .PROFESSIONAL ENGINEERING, INC. C 110 S. MAGNOLIA AVE., SANFORD, FL 32771 Ph 407-330-4818 Fx 407-330-4688 CA 00009600 ■ O ■ E SHOEMAKER INDUSTRIAL if COMPLEX BUILDING 'C' F 2529 OLD LAKE MARY ROAD SANFORD, FLORIDA 32773 ■ ■ These Plans And Designs Illustrated Hereon Remain 1I The Property of Briar, T. Buholtz, P.E. Their Use Without Written License Is Prohibited SEAL 1� J Brian T Buholfz, PE CA# 57979 REVISIONS: Rev. # Date Description K 0 0 0 L 0 Date 05.23.08 Drawn By JAA Checked By JAA Approved By BTB Project No, 08109-00 TITLE M ELECTRICAL BLDU 99 99 ■ DRAWING NO. 0 IsE20U N PERMIT DOCUMENTS •I ■ ■ iL GRAPHIC -GRAPHIC -E—._..-___-._ _._.. ELECTRICAL UTILITY PLAN 20' 1Q' o �o' Flo' SCALE: 1 20,--0" 10v 1 "-20' E GENERAL NOTESfl r 1. REFERENCE SPECIFICATIONS FOR ADDITIONAL MATERIALS, EQUIPMENT AND INSTALLATION' h7S : REQUIREMENTS. 9 ■ � r� - ■ k1 ■ , ■ t q F "ENDS" MUST BE LABELED (IDENTIFYING OPPOSITE END These Plans And Designs Illustrated;W eon Remain TERMINATION LOCATION). `Y E GENERAL NOTESfl r 1. REFERENCE SPECIFICATIONS FOR ADDITIONAL MATERIALS, EQUIPMENT AND INSTALLATION' h7S : REQUIREMENTS. 3. ALL CONDUITS INSTALLED AS PART OF TI -IIS BU11O..TZ P ROFESSIOA-L CONTRACT SHALL BE COMPLIANT WITH THE APPLICABLE 110 S. MAGNOLIA AVE., SANFORD, FL 32771 SERVICE PROVIDERS REQUIREMENTS (BELLSOUTH, BRIGHT CA. 00009600 HOUSE AND FPL). COMPLEX ALL CONDUITS INSTALLED FOR TELECOM SYSTEMS SHALL 2525 OLD LAKE MARY ROAD HAVE 200 LB. PULL LINE INSTALLED. ALL CONDUIT 5 "ENDS" MUST BE LABELED (IDENTIFYING OPPOSITE END These Plans And Designs Illustrated;W eon Remain TERMINATION LOCATION). `Y SEAL KEYED NOTES r� ' REVISIO S; Rev. lO COORDINATE WITH FPL, CONCERNING EXACT r TRANSFORMER LOCATION AND STUB—UP y REQUIREMENTS. 1, 00-00-0 D ADDENDUi'9 NO.3 A4 Q COORDINATE WITH BELLSOUTH AND BRIGHTI-IOUSE, 0 CONCERNING EXACT STUB --UP LOCATION AND Q STUB—UP REQUIREMENTS. CONDUITS SHALL BE Q STUBBED, CAPPED, AND IDENTIFIED WITH A ® PERMANENT MARKER. 4 3 MONUMENT SIGN — PROVIDE AND INSTALL CONDUIT c TO PANEL AS INDICATED. CONDUIT SHALL BE Date 04.23.08 STUBBED TO THIS LOCATION, CAPPED, AND Checked By JAA IDENTIFIED WITH PERMANENT CONCRETE MARKER. Pro Leet No. 08109-00 TITLE ELECTRICAL SITE PLAN ALL RACEWAYS EXCLUDING (ELECTRICAL, TELEPHONE Elmu AND CATV SERVICE ENTRANCES) SHALL BE ROUTED 2i PERPENDICULAR AND PARALLEL TO THE BUILDINGS WHERE PRACTICAL. IN ADDITION, ALL RACEWAYS SHALL BE ROUTED OUTSIDE THE BUILDINGS FOOTPRINT, NOT UNDER SLAB. V ELECTRICAL AND CONTROL EQUIPMENT FOR THE LIFT STATION SHALL BE MOUNTED ON BACK SIDE OF BUILDING 1 WING WALL. r w r � 541 a . I `1 Bks tF'S"'gr h7S : J�{r >'w BU11O..TZ P ROFESSIOA-L E NGNEERINC,, INC. 110 S. MAGNOLIA AVE., SANFORD, FL 32771 Ph 407-330-4848 Fx 407-330-4688 CA. 00009600 SHOEMAKER INDUSTRIAL, COMPLEX BUILDING 'R' 2525 OLD LAKE MARY ROAD ..LAKE MARY, FLORIDA 5 These Plans And Designs Illustrated;W eon Remain The Property of Brian T. B�uFloltz, P.E. Their Use Without Written Lic-rise Is Prohibited SEAL rian T Duhvltz, PE CA# 57979 REVISIO S; Rev. Date Description Qj OD 00- ADPR�AtY t NO. Q 00-00- APE)ENDU14 NO.2 Q 00-00-0 D ADDENDUi'9 NO.3 A4 00700- ADP�NDUM NO.4 0 00-00- ADE)DOLh1 NO.5 Q 00-00- APp1=N= NO.6 Q 00-00- APPMUl NO,1 ® 00-00-0 Z, ADDENDUM NO- S 90 00-00-0 9 APPMU l NO. 13 Date 04.23.08 Drawn By TKR Checked By JAA Approved By BTB Pro Leet No. 08109-00 TITLE ELECTRICAL SITE PLAN DRAWING NO. Elmu PERMIT DOCUMENTS � ■ � ■ �3 � ., ■ ; ■ ■ � � �, ■ '� ■ .;�� ■ '�'� � '€�� ® �" a •4r ■ �'�7 ql qd, -3 L 21" . . . . . . . . . . . . . GENERAL NOTES: 1. MATERIALS I ASTM DESCRIPTION STRUCTURAL STEEL PLATE A529 / A572 / A1011 HOT ROLLED MILL SHAPES A36 / E2 A529 / A572 A500 COLD FORM SHAPES A653 / A1011 ROOF AND WALL SHEETING A653 / A792 BOLTS A307 / A325 CABLE A4?5 Elo LEFT ENDWALL ELEVATION RODS A572 / A108 2. AD25 BOLT TIGHTENING REQUIREMENTS U r, �OUNDED Ag2V ASSOCIATE AISC QUALITY CERTIFICATION, CATEGORY MS Internal Pressure Coefficients: Find the 'EncLosure CLassiFicationo on the Cover Sheet of the caLcuLations and/or the Drawings (Open, PartiaLLy Enclosed or EncLosed). Use GCpi of 0.0 For Open, +/- 0.55 For PartlaLLy Enclosed and 18 for Enclosed. Components and CLadd[ng wind pressures: The wind pressure for each member is based on the wind tributary area of that member. Therefore, an accurate generic value is not possible. The Bas'ic Wind Load can be found in the caLcuLations on the first page of each section For the roof and eLevations. The coefficient for each member is found adjacent to the member in,the 'Summary Design' area of the caLcuLations. The product of these values is that member "s wind Load, BOLTED JOINTS SHALL BE CONNECTED AND INSPECTED LN ACCORDANCE WITH THE "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325.OR A490 BOLTS -,JUNE 23,2000, RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS. UNLESS NOTED OTHERWISE ON THE KBS ERECTION DRAWINGS, ALL A325 BOLTS ARE USED IN CONNECTIONS DEFINED AS SNUG -TIGHTENED -JOINTS (ST) . 3. STRUCTURAL SHOP COAT PAINT THE COAT OF SHOP PRIMER IS INTENDED TO.PROTECT THE STEEL FRAMING.FOR ONLY A SHORT PERIOD OF EXPOSURE TO ATMOSPHERIC CONDITIONS. SHOP COAT PRIMER DOES.NOT PROVIDE THE APPEARANCE, DURABILITY AND/OR.PROTECTION OF AN APPROPRIATE FIELD APPLIED FINISH. KIRBY STANDARD SHOP COAT PAINT SHALL MEET OR EXCEED THE REQUIREMENTS OF FEDERAL SPECIFICATION TTP -636. 4. TEMPORARY PANEL STORAGE PAINTED BUILDING PANELS WITH FLUOROPOLYMER FINISH ARE HIGH-QUALITY CONSTRUCTION MATERIALS. WHILE IN THE BUNDLE, PANELS SHOULD BE PROTECTED FROM HIGH TEMPERATURE, HUMIDITY AND MOISTURE, OTHERWISE, DAMAGE CAN OCCUR TO THE PAINTED SURFACE OF THE PANEL. PLEASE'REFER TO THE 'WARNING LABEL' THAT KIRBY APPLIES TO EACH BUNDLE OF FLUOROPOLYMER FINISHED PANELS FOR PROPER STORAGE PROCEDURES. 5. TEMPORARY BRACING BUILDER/CUSTOMER SHALL SPECIFICALLY NOTE THAT BRACING FURNISHED BY KIRBY 15 INTENDED TO BE USED FOR.THE COMPLETED BUILDING; KIRBY DOES NOT REPRESENT OR GUARANTEE THAT THE BRACING WILL BE ADEQUATE AS TEMPORARY BRACING DURING ERECTION OF THE BUILDING. 6. PANEL HANDLING METAL BUILDING PANELS ARE WAXED OR OILED FOR FINISH PROTECTION DURING SHIPPING AND -STORAGE. THE WAX OR OIL MAKES THE PANELS SLIPPERY AND HAZARDOUS TO WALK ON OR STAND. ON. THE WAX OR OIL CAN BUILD UP ON SHOES.,- GLOVES, --AND CLOTHING MAKING CLIMBING OR WALKING ON OTHER COMPONENTS'HAZARDOUS. 7. ERECTION NOTES THE BUILDING MUST BE ERECTED ACCORDING TO THE FRAMING PLANS,` STANDARD DETAILS, SPECIAL DETAILS, AND NOTES TO ASSURE COMPLIANCE WITH DESIGN LOADS AND BUILDING CODE REQUIREMENTS. FIELD MODIFICATION OF THE BUILDINGS OR BUILDING COMPONENTS WHICH WILL AFFECT THE STRUCTURAL INTEGRITY OF THE BUILDING WILL NOT BE ALLOWED WITHOUT PRIOR APPROVAL BY AN AUTHORIZED REPRESENTATIVE OF KIRBY BUILDING SYSTEMS. 6. WELDING SPECIFICATIONS ALL SHOP WELDS ON MATERIALS. GREATER THAN OR EQUAL TO 0.125' IN THICKNESS WERE PRODUCED IN ACCORDANCE WITHIN THE 2004.AW' i D1.1 STRUCTURAL WELDING CODE - STEEL. THE. REMAINING WELDS ON OTHER THINNER MATERIALS WERE PRODUCED IN ACCORDANCE WITH THE 1998AWSD1.3 STRUCTURAL WELDING CODE - SHEET STEEL. ALL WELDING WAS PERFORMED BY. AWS CERTIFIED WELDERS. JOB NUMBER: BUILDER: CUSTOMER. LOCATION: 53345 SHOEMAKER CONSTRUCTION LEASE WAREHOUSE SANFORD, FL TABLE OF CONTENTS DRAWING NO. DRAWING TITLE El ANCHOR BOLT PLAN E2 COLUMN REACTIONS E3 CROSS SECTION FRAME LINE 2 CROSS SECTION FRAME LINES 3 & 4 E5 CROSS SECTION FRAME LINES 5 & 6' E6 CROSS SECTION FRAME LINE 7 E7 ROOF FRAMING PLAN E8 BACK SIDEWALL ELEVATION E9 FRONT SIDEWALL ELEVATION Elo LEFT ENDWALL ELEVATION Ell RIGHT ENOWALL ELEVATION E12 PARAPET BACK -SHEETING ELEVATION NOTE: DRAWINGS DENOTED "D" INCLUDE ALL ERECTION DETAILS NOT SHOWN DIRECTLY ON ERECTION DRAWINGS. EACH DETAIL SHOWN ON "D" DRAWINGS APPLIES TO THE SPECIFIC CONDITIONS OF THIS PROJECT. PANEL TYPE: GAUGE- COLOR: FINISH: SPECIAL REQUIREME.NTS.*. STANDARD STRUCTURAL PRIMER: RED OXIDE ROOF SHEETING: WALL SHEETING; PARAPET BACK PANEL: LINER PANEL.* KIRBY RIB 11 KIRBY WALL KIRBY RIB 11 25 ZINC -ALUMINUM 26 UNDEFINED COLOR 26 ZINC -ALUMINUM ZINC -ALUMINUM FLUOROPOLYMER ZINC -ALUMINUM STRUCTURAL DRAWINGS These drawings icel1rat olv depict the final design of this project and may be used to verify the -Craming member sizes. Prior to the delivq ..ry of tills prcject, a sot of drawings will be issued with the piece fil 1,1 ,r ks and any additional, detail necessary for the const-ructjo.0 of cr, system. Note: these drawings are not to be . IJ used as approval drawings and 84Y CbAnps'made may delay the delivery or this project. KIRBY ENGINEER 5 SEAL ST CERTIFICATION EXTENDS,ONLY FOR THE LOADS SPECIFIED ON KIRBY'S PURCHASE ORDER AS APPLIED FLORIDA LORIDA RUSSELL, PE A P.E. #51590 TO. THE STRUCTURAL COMPONENTS OF THE BUILDING DESIGNED AND SUPPLIED BY KIRBYBUILDING P.O. BOX , 390 SYSTEMS,, INC., IF ERECTED AS INDICATED. NOTE THAT KIRBY'S ENGINEER IS NOT ACTING AS THE PORTLANDTN.37148 ENGINEER OF RECORD FOR THIS CONSTRUCTION PROJECT. DESIGN LOADS HAVE BEEN APPLIED IN .ACCORDANCE WITH THE FOLLOWING: 2004 FLORIDA BUILDING CODE WITH THE 2005 & 2006 SUPPLEMENTS OCCUPANCY CATEGORY: II COLLATERAL LOAD: 3.00 PSF LIVE LOAD: 20.00 PSF WITH TRIBUTARY REDUCTION MINIMUM LIVE LOAD: -12.00 PSF WIND LOAD:120.00 MPH EXPOSURE B 1w: 1.00 Kzt-. -1.0 DEAD LOAD: NORMAL WEIGHT OF METAL BUILDING COMPONENTS AS SUPPLIED BY THE MANUFACTURER' THIS BUILDING IS DESIGNED AS AN ENCLOSED STRUCTURE. ALL EXTERIOR COMPONENTS .(DOORS, WINDOWS, ETC.) MUST BE DESIGNED TO WITHSTAND THE WIND LOADINGS SPECIFIED FOR THE DESIGN OF COMPONENTS AND CLADDING IN THE DESIGN CODE LISTED ABOVE. IN ADDITION, ALL AREAS OF EXTERIOR GLAZING ' MUST BE PROTECTED FROM BREAKAGE BY WINDBORNE DEBRIS BY A -SCREEN OR BARRIER. (c) 2007 Kirby BuiLding Systems, Inc. 533457CVR . ;'FRAira 4)eliE, -, I ENDWALL FRAME LINE 1 _ NAME LOAD DESCRIPTION ROW HORIZ VERT MOMENT 0001 DL+LL+CL A 0.0 2.8 0.0 0001 DL+LL+CL B 0.0 7.0 0.0 0001 DL+LL+CL C 0.0 7.0 0.0 0001 DL+LL+CL D Q.0 2.9 0.0 0100 DL+.75(LL+CL+WLI+GWS) A 0.5 -0.1 0.0 0100 DL+. 75 CLL+CL+WLI+GWS) 8 1.2-- 0.1 0.0 0100 DL•+•. 75 (LL+CL+WLI+GWS) C 1.4 0,2 0.0 0100 DL+.75(LL+CL+WLI+GWS) D 0,0 0.0 0.0 0104 DL+. 75 (LL+CL+WL 1 •'-GWP) A -0.5 --0.1 0.0 0104 DLI-.75(LL+CL+WLI+GWP) B� -1 .1 0.1 0.0 0104 DL+,75(LL+CL+WLI+GWP) C -1.3 0.2 0.0 0104 DL+.75(LL+CL+WLI+GWP) D 0.0 0.0 0.0 0108 DL+. 75 (LL+CL+WL2-+-GWS) A Q's -0.1 0.0 0108 DL+.75(LL+CL-+-WL2+GWS) B 1.2 0.1 0.0 0108 DL+. 75 (LL+CL-+-WL2+GWS) C 1.4 0.2 0.0 0108 DL+.75(LL+CL-FWL2+GWS) 0 0.0 0.0 0.0 0109 DL+.75(LL+CL+WR2+GWS) A 0.5 2.9 0.0 0109 DL+.75(LL+CL+WR2+GWS) 8 1.2 7.3 0.0 0109 DL+.75(LL+CL+WR2+GWS) C 1.4 7.3 0.0 0109 DL+.75(LL+CL+WR2+GWS) D 0.0 3.0 0.0 0114 DL+.75(LL+CL+WL2+GWP) A -0.5 -0.1 0.0 0114 DL+.75(LL+CL•+-WL2+GWP) 8 1.1 0.1 0.0 0114 DL+.75(LL+CL+WL2+(3WP) C -1.3 Q.2 0.0 0114 OL+:75(LL+CL+WL2+GWP) �- D 0.0 0.0 0.0 0115 DL+.75(LL+CL+WR2+GWP) A -0.5 2.9 0.0 0115 DL+.75(LL+CL+WR2+GWP) 8 -1.1 7.3 0.0 0115 DL+.75(LL+CL+WR2+GWP) C -1.3 7.3 0.0 0115 DL+.7S(LL+CL+WR2+GWP) D 0.0 3.0 0.0- 0129 DL+.75(LL+CL+WL+GWS) A 0.5 0.7 0.0 0129 DL+.75(LL.+CL+WL+(3WS) B 1.2 1.9 0.0 0129 DL+.75(LL+CL+WL+GWS) C 1.4 1.9 0.0 0129 DL+.75(LL+CL+WL+GWS) D 0.0 0.8 0.0 0130 DL-+-.75(LL+CL+WR+GWS) A 0.5 0.7 0.0 0130 DL+.75(LL+CL+WR+GWS) B 1.2 1.9 0.0 0130 DL+.75(LL+CL+WR+GWS) C 1.4 1.9 0.0 0130 DL+.75(LL+CL+WR+GWS) D 0.0 0.8 0.0 0135 DL-+-. 75 (LL-+-CL+WL+GWP) A -0.5 0. 7 0.0 0135 DL+.75(LL+CL+WL+GWP) B -1.1 1.9 0.0 0135 DL+.75(LL+CL+WL+GWP) C -1..3 1.9 0.0 0135 DL+.75(LL+CL+WL-FGWP) D 0.0 0.8 0.0 0136 OL+.75(LL+CL+WR+GWP) A -0.5 0.7 0.0 0136 DL+.75(LL+CL+WR+GWP) B -1.1 1.9 0.0 0136 DL+.75(LL+CL+WR+GWP) C .-1.3 1.9 0.0 0136 DL+.75(LL+CL+WR+GWP) D 0.0 0.8 0.0 0159 .6DL+WLI+GWS A 0.7 -2.6 0.0 0159 .6DL+WLI+GWS B 1.6 -6.6 0.0 0159 .6DL+WLI+GWS C_ 1.0 -6.6 0.0 0159 .6DL+WLI+GWS 0.0 0.0 -2.83 0.0 0150 .60L+WLI+GWP _D A -0.6 -2.8 0.0 0160 .6DL+WLI+GWP B -1.5 -6.6 0.0 + ENDWALL COLUMN REACTIONS ENDWALL FRAME -LINE 1 (CONTINUED) ENDWALL NAME _ LOAD DESCRIPTION ROW HORIZ VERT MOMENT 0160 .6DL+WLI+GWP C -1.7 -6.6 0.0 0160 .60L+WLI+GWP D 0.0 -2.8 0.0 0161 6DL-l-WL+GWS T - A 0.7 -1.? 0.0 0161 .6DL+WL+GWS B 1.6 -4.2 0.0 0161 .6DL+WL+GWS C 1.8 -4.2 0,0 0161 .6DL+WL+GWS D 0.0 -1.7 0.0 0162 .6DL+WR+GWS A 0.7 -1.7 0.0 0162 .6DL+WR+GWS B 1.6 -4.2 0.0 0152 .6DL+WR+GWS C 1.8 -4.2 0.0 0162 .6DL+WR+GWS_ D 0.0 _1.7 0.0 0163 .60L+WL+GWP A -0.6 -1.7 0.0 0163 .6DL+WL+GWP B -1.5 -4.2 0.0 0163 .6DL•+-WL+-GWP C -1.7 -4.2 0.0 0163 .6DL+WL+GWP D 0.0 -1.7'' 0.0 0164 .6DL-+-WR-+-GWP A -0.6 -1.7 0.0 0164 .6DL-+-WR+GWP _ B -1.5 -4.2 0.0 0154-.60L+WR+GWP 0115 C -1.7 -4.2 0.0 0164 .GDL+WR+GWP D 0.0 -1.7 0.0 0165 .6DL+WL2+GWS A 0.7 -2.8 0.0 0165 .6DL+WL2+GWS B 1.6 -6.6 0.0 0165 .6DL+WL2+GWS C 1.8 -6.6 0.0 0165 .5DL•+-WL2+GWS D 0,0 -2.8 0.0 0166 .6DL+WR2+GWS A 0.7 1.1 0..0 0166 .60L+WR2+GWS B 1.61 2.9 0.0 0166 .6DL+WR2+GWS _ C 1.8 2.9 0.0 0165 .6DL+WR2+GWS D 0.0 1.2 0.0 0157 .6DL+WL2+GWP A -0.6 -2.8 0.0 0167 .6DL+WL2+GWP 8 -1.5 -6.6 0,0 0167 .60L+WL2+GWP C -1.7 -5.6 0.0 0167 .6DL+WL2+GWP D 0.0 -2.8 0.0 0168 .6DL+WR2+GWP A -0.6 1.1 0.0 0168 .6DL+WR2+GWP B -1.5 2.9 0.0 0168 .6DL+WR2+GWP C -1.7 2.9 0.0 0168 .6DL+WR2+GWP D 0.0 1.2 0.0 0801 DL+LAI+CL A 0.0 3.0 0.0 0801 DL+LAI+CL 8 0.0 4.3 0.0 0801 DL+LAI+CL C 0.0 4.3 0,0 0801 DL+LAI+CL _ D 0.0 3.2 0.0 0802 DL•'-LA2+CL A 0.01 0.4 _ 0.0 Q802 DL+-LA2+CL B 0, 0 4.5 0.0 0802 DL+LA2+CL C 0.0 4.5 0.0 0802 DL+LA2+CL D 0.0 0.5 0.0 0803 DL+CL+POI+PO2 A' 0.0 2.7 0.0 0803 DL+CL+PO1+PO2 8 0,0 7.4 0.0 0803 DL+CL+POI+PO2 C 0.0 4.1 0.0 0803 DL+CL+POI+PO2 D 0.0 0.6 0.0 0804 DL+CL+PO2+P03 A 0.0 0.5 0.0 0804 DL+CL+PO2+P03 B 0.0 ^ 4.1 0.0 0804 DL+CL+P02+PQ3 C 0.0 7.5 0.0 0804 DL+CL+P02+PO3' D 0.01 2.81 0.0 + ENDWALL COLUMN REACTIONS ENDWALL COLUMN REACTIONS MAINFRAME LINES 2, 3, ENDWALL FRAME LINE 7 HORIZ VERT NAME LOAD.DESCRIPTION DL+LL+CL ROW HORIZI VERT MOMENT 0001 DL+LL+CL D S 0.0 0.3 0.0 0001 DL+LL+CL 0.6 C 0.0 o.2 O.Q. 0100 DL+.75(LL+CL+WLI+GWS) 6.7 B 1.3 0.3 0.0 0100 DL+.75(LL+CL+WL1+GWS) 0.0 C 1 0.6 0.2 0.0 0104 DL+.75(LL+CL+WLI+GWP) 0153 B -1.2 0.3 0.0 0104 DL+.75(LL+CL+WLI+GWP) DL+.75(LL+CL+WLS) C -0.6 0.2 0.0 0108 DL+,75(LL+CL+WL2+GWS) A B 1.3 0.3 0.0 0108 DL+.75(LL+CL+WL2+GWS) -2.1 C 0.6 0.2 0.0 0109 DL+.75(LL+CL+WR2+GWS) 4.6 B 1.3 0.3 0.0 0109 DL+.75(LL+CL+WR2+GWS) 0.0 C 0.6 0.2 0.0- 0114 DL+,75(LL+CL+WL2+GWP) 0254 B -1.2 0.3 0.0 0114 OL+.75CLL+CL+WL2+GWP) .6DL+WLP C -0.6 0.2 0.0 0115 DL+.75(LL+CL+WR2+GWP) D B -1.2 0.3 0.0 0115 DL+.75(LL+CL+WR2+GWP) -0.4 C -0.5 0.2 0.0 0129 DL+.75(LL+CL+WL+GWS) -5.01 B 1.3 0.3 0.0 0129 DL+.75(LL+CL+WL+GWS) 0.0 C 0.6 0.2 0,0 0130 DL+.75(LL+CL+WR+GWS) 0300 B 1.31 0.3 0.0 0.0 DL+.75(LL+CL+WR+GWS) .6DL+WRS C 0.6 0.2 0.0 0301 OL+.75(LL+CL+WL+GWP) A B -1.2 0.3 0.0 r13 DL+.75(LL+CL+WL+GWP) 3.3 C -0.6 0.2 0.0 A DL+.75(LL+CL+WR+GWP) -7.3 B -1:2 0.3 0.0 0135 DL+.75(LL+CL+WR+GWP) 0.0 C -0.6 0.2 0.0 0159 .6DL+WLI+GWS 4001 B 1.7 0.2 0.0 0159 .60L+WL1+GWS 0301 -PARAPET C 0.6 0.1 0.0 0160 .60L+WL1+GWP D 8 -1.6 0.2 0.0 0160 .6DL+WLI+GWP -4.6 C -0.8 0.1 0.0 0161 ,60L+WL+GWS -7.2 B 1.7 0.2 .0.0 0161 .6DL+WL+GWS 0.0 C 0.9 0.1 .0.0 0162 .6DL+WR+GWS 4005 B 1.7 0,2 0.0 0162 .6DL+WR+GWS 0297+PARAPET C 0.9 0.1 0.0 0163 .60L+WL+GWP A 8 -1.6 0.2 0.0 0163 .6DL+WL+GWP 1.9 C -0.8 0.1 0.0 0164 .6DL+WR+GWP -5.1 8 -1.6 0.2 0.0 0164 .6DL+WR-+-GWP 0.0 C -0.8 0.1 0.0 0165 .60L+WL2+GWS 4008 8 1.7 0.2 0.0 0165 .6DL+WL2+GWS 0299+PARAPET C 0.9 0.1 0.0 0166 .6DL+WR2+GWS D B 1.7 0.2 0.0 0166 .6DL+WR2+GWS -3.0 C 0.9 0.1 0.0 0167 .6DL+WL2+GWP -0.4 B -1.6 0.2 0.0 0167 .6DL+WL2+GWP 0.0 C. -0,8 0.1 010 0168 .60L+WR2+GWP 4012. B -1.6 0.2 0.0 0168 .6DL+WR2+GWP 0300 -PARAPET C -0.8 0.1 0.0 0801 DL+LAI+CL B 0.0 0.3 0.0 0801 DL+LAI+CL C 0.0 0.2 0.0 0802 DL+LA2+CL 8 0.0 0.3 0.0 0802 DL+LA2+CL C 0.0 0.2 0.0 0803 DL+CL+P01+PO2 B 0.0 0.3 '0.0 0803 DL+CL+PO1+PO2 C 0.0 0..2 0.0 0804 DL+CL+P02+PO3 B 0.0 0.3 0.0 0804 DL+CL+PO2+PO3 C 0.0 0.2 0.0 ENDWALL COLUMN REACTIONS MAINFRAME LINES 2, 3, 4, 5, 96 NAME LOAD DESCRIPTION ROW JHORIZ HORIZ VERT MOMENT 0001 DL+LL+CL A 1 7.3 14.0 0.0 0001 DL+LL+CL D -7.3 14.1 0.0 0151 DL+.75(LL+CL+WLP) A 0.6 2.6 0.0 0151 DL+.75(LL+CL+WLP) D -4.4 6.7 0.0 0152 DL+.75(LL+CL+WRP) A 5.0 6.9 0.0 0152 DL+.75(LL+CL+WRP) D -0.2 2.4 0.0 0153 DL+.75(LL+CL+WLS) A 2.5 6.4 0.0 0153 DL+.75(LL+CL+WLS) D -6.3 10.6 0.0 0154 DL+.75(LL+CL+WRS) A 5.8 '10.8 0.0 0154 DL+.75(LL+CL+WRS) D -2.1 6.2 0.0 0263 DL+.75(LL+CL+WBL) A 2.6 4.6 0.0 0263 DL+.75(LL+CL+WBL) D -2.8 4.7 0.0 0264 DL+.75(LL+CL+WBR) A 2.6 4.6 0.0 0254 DL+.75(LL+CL+WBR) D -2.8 4.7 0.0 0297 .6DL+WLP A -6.2 -10.0 0.0 0297 .6DL+WLP D 1.2 -4.5 0.0 0298 .6DL+WRP A -0.4 _-4.2 --10.3 0.0 0298 .6DL+WRP D� 6.7 -5.01 0.0 0299 .6DL+WLS A -3.7 -4.6 0.0 0299 .6DL+WLS D -1.4 0.6 0.0 0300 :6DL+WRS A 2.1 1.0 0.0 0300 .6DL+WRS D 4.2 -5.2 0.0 0301 .6DL+WBL A -3.5 -7.3 0.0 0301 .6DL+WBL D 3.3 -7.2 0.0 0302 .GDL+WBR A -3.5 -7.3 0.0 0302 .6DL+WBR D 3.3 -7.2 0.0 4001 0301+PARAPET A -4.6 -8.3 0.0 4001 0301+PARAPET D 2.9 -7.2 0.0 4002 0301 -PARAPET A -2.8 -7.3 0.0 4002 0301 -PARAPET D 4.1 -8.2 0.0 4003 0302+PARAPET A -4.6 -8.3 0.0 4003 0302+PARAPET D 2.9 -7.2 0.0 4004 0302 -PARAPET A -2.8 -7.3 0.0 4004 0302 -PARAPET D 4.1 -8.2 0.0 4005 0297+PARAPET A -7,3 -10.9 0.0 4005 0297+PARAPET D 0.7 -4.5 .O. 0. 4006 0297 -PARAPET A --5.5 -9.9 0.0 4006 0297 -PARAPET D 1.9 -5.5 0.0 4007 0298+PARAPET A -1.5 -5.1 0.0 4007 0298+PARAPET D 6.3 -10.31 0.0 4008 0298 -PARAPET A 0,3 -4.1 0.0 4008 0298 -PARAPET D 7.5 --11.3 0:0 4009 0299+PARAPET A -4,8 -5.8 0.0 4009 0299+PARAPET D -1.8 0.6 0.0 4010 0299 -PARAPET A -3.0 --4.8 0.0 4010 0299 -PARAPET D -0.6 -0.4 0.0 4011 0300+PARAPET A 1.0 0.0 0.0 4011 0300+PARAPET D 3.8 -5.2 0.0 4012. 0300 -PARAPET A 1 2.8 1..0 0.0 4012 0300 -PARAPET D 1 5.0 -6.2 0.0 MAIN FRAME COLUMN REACTIONS MAIN FRAME LINE 7 NAME LOAD DESCRIPTION ROW HORIZ VERT IMOMENT 0001 DL+LL+CL A 3.5 7.3 0.0 0001 DL+LL+CL D -3.5 7.4 0.0 0151 DL+. 75 (LL+CL-+-WLP) A 0.3 1.6 0.0 0151 DL+.75(LL+CL+WLP) D -2.2 3.7 0.0 0152 DL+.75(LL+CL+WRP) A 2.5 3.8 0.0 0152 DL+.75(LL+CL+WRP) D -0.2 1.5 Q.0 0153 DL+.75(LL+CL+WLS) A 1.1 3.5 0.0 0153 DL-+-. 75 (LL+CL+WLS) D -3.01 5.6 0.0 0154 DL+.75(LL+CL+WRS) A 3.4 5.'7 0.0 0154 DL+.75(LL+CL+WRS) D ' -1.0 3.5 0.0 0263 DL+.75(LL+CL+WBL) A 0.5 0.8 0.0 0263 DL+.75(LL+CL+WBL) D -0.5 0.8 0.0 0264 DL+.75(LL+CL+W6R) A 0.5 0.8 0.0 0264 DL+.75(LL+CL+WBR) D -0.5 0.8 0.0 0297 J.6DLtWLP A -2.9 --4.8 0.0 0297 .60L+WLP D 0.4 0298 .6DL+WRP A 0.1 -1.9 0.0 0298 .6DL-+-WRP D 3.1 -5.01 0.0 - 0299 .60L+WLS A -1.8 -2.2 0.0 0299 .GDL+WLS D -0.7 0.5 �0.0 0300 .6DL+WRS A 1.2 Q.7 0.0 0300 .6DL'+-WRS D 2.0 -2.4 0.0 0301 .6DL+WBL A -2.6 -5.8 0.0 0301 .6DL+WBL _ D' 2.7 -5.9 0.0 0302 . GDL+WBR A -2.5 -5.8 0.0 0302 .60L+WBR D -5.9 0.0 4001 0301+PARAPET WIND A -2.7 --3.7 -6.0 0.0 4001 0301+PARAPET WIND 0 2.3 -5.8 0.0 4002 0301 -PARAPET WIND A -1.8 -5.8 0.0 4002 0301 --PARAPET WIND D 3.4 -6.8 0.0 4003 0302+PARAPET WIND A -3.7 -6.8 0.0 4003 0302+PARAPET WIND D 2.3 -5.8 0.0 4004 03024ARAPET WIND A -1.8 -5.8 0.0 4004 0302 -PARAPET WIND D 3.4 -6.8 0.0 4005 0297+PARAPET WIND A --4.0 -5.7 0.0 4005 0297+PARAPET WIND D 0.0 --2.0 0.0 4006 0297 -PARAPET WIND A -2,1 =4.7 0.0 4006 0297 -PARAPET WIND D 1.1 -3.0 0.0 4007 0298+PARAPET WIND A -1.0 -2.8 0.0 4007 0298+PARAPET WIND D 2.7 -4.9 0.0 4008 0298 -PARAPET WIND A 0.8 -1.8 0.0 4008 0298 -PARAPET' WIND D 3.0 -5,9 1 0.0 4009 0299+PARAPET WIND A -2.9 -3.1 0.0 4009 0299 -+-PARAPET WIND D -1.2 0.6 0.0 4010 0299 -PARAPET WIND A -1.0 -2.1 0.0 4010 0299 -PARAPET WIND 0 0.0 -0.4 0.0 4011 0300+PARAPET WIND A 0.1 -0.2 0.0 4011 0300+PARAPET WIND D 1.5 -2.3 0.0 4012 0300 -PARAPET WIND A 2.0 0.8 0.0 4012 0300 -PARAPET WIND D 1 2.`l -3.31 0,0 MAIN FRAME COLUMN. REACTIONS WIND PMCINCArlACTION5 3.21K 1 .96K COMBINE W/MAIN FRAME REACTIONS FOR COMBINATIONS: 0301 & 0302 MACIN6 P,�AcriON5 Ar COLUMN5: 2/ A-5/ A WIND MACING FMCTION5 3. 77K ' 2. 32K COMBINE W/MAIN FRAME REACTIONS FOR COMBINATIONS: 0301 & 0302 PFACING FFACION5 A" CO�UMN5: �2 / A-6 / A WIND 13PACIN6 FMCTION5 2.21K ' 1 95K COMBINE WITH ENDWALL, COLUMN REACTIONS FOR COMBINATIONS: 0159 - 0168 [�)MCING PtACTION5 Ar COWMN5: 1/ l3 -I / C PORTAL FRAME REACTIONS LONGITUDINAL WIND BRACING REACTIONS 4.4K ' 2.22K ' 2.22K 3.66K 3.66K COMBINE WITH MAIN FRAME COMBINATIONS: 0263, 0264,-0301, & 0302 BRACING REACTIONS AT .: COLUMNS: 21D -31D & 5/D- 61D .0. .a tlrU` iIT' b,J RA Lf. D� fl Tae" dmlo at-owat.eiy d(lpict the final �lesi �,f this px©pact unci may be used to veafl, the &axxiimP' rnomb+.r sizes, Prior to hh project, a sr�t of" cirowtxi��s e delivery of this will be, issued with fbf ,:;,�;_,. + , additiOnal detai) X1'dCk i3:i.lQ W10 qxr, .eU.r "�.�ie System Note: the" dfawl-ngs are not 6, f34P dY,k � �k. _�>+C�t�,�b �1Y ���t �r�Y���,L�11 p�+�ii y ehax►ges made xray d lay th6E deliverti :a:9 tk,; _ z , ,:._r c MFMBFR INFORMATION ON COLUMNS, PIECES ARE SHOWN FROM BOTTOM TO TOP ON RAFTERS, PIECES ARE SHOWN FROM LOW SIDE UP. O 7. ALL,FLANGE BRACE LOCATIONS MARKED BOTH SIDES 114X 2. ALL BASE PLATES AT REFERENCE ELEVATION UNLESS (BS) AT EXPANDABLE END FRAMES REQUIRE ONE FLANGE DESCRIPTION WEB 1 OGA. 9GA BRACE TO BE INSTALLED AT THE TIME OF ERECTION, S STRUCTURAL NOTED. I.F. 1/4 X 5 1/4 X 5 SEE ANCHOR BOLT PLAN FOR ANCHOR BOLT SIZES AND TIME OF A FUTURE ADDITION. DETAIL NO. CONN 1/2 X 6 X 1-11 1/2 X 6 X 2,3--1/ 0 / O.F. 1/4 X 6 AND ALL FLANGE BRACES (F68) MUST BE PROPERLY w OR ONE SIDE (OS) AS NOTED. INSTALLED ON MAIN FRAMES AS THEY ARE ERECTED O.F. 1/4 X 6 AND BEFORE ERECTION LOADS ARE APPLIED. REFERENCE ERECTION 6. FOR FLANGE BRACE CONNECTIONS ON ONE SIDE (OS) WEB 10GA OF FRAME, SEE DETAIL sR1as FOR FLANGE BRACE CKD.BY: CONNECTIONS ON BOTH SIDES (BS) OF FRAME W LOCATION:SANFORD, FL EB IOGA I D NUMBER. 533451_X02ASRA JOB NO: 533457 I.F. 5/16 X 6 I.F. 1/4 X 6 ONN 3/8 X 7 X 0-9-1/15 112 X 6 X 1-1 1-1 /16ONN 3/8 X 7 X 0--9 1/2-X 6 X 2-3-1/ 2 O.F. 1/4 X 5 EB 9GA 10GA I.F. 1/4 X 5 CONN 1/2 X 6 X 1-•11-1/16 1/2 X 6 X 1-11 a O co 0.500 12 - 27 W 2 3' 101" c^n O7 m 0 O 0 O � N N o 0 CO m LL 8R126 PL161 PURLIN DEPTH = 10 GIRT DEPTH = 8 USE 1/2" X 1-1/4' A325 BOLTS TO CONNECT FLANGE BRACES TO FRAME. USE 1/2" X 1-1/4' A325 BOLTS TO.CONNECT FLANGE BRACES TO PURLINS/GIRTS. VERTICAL CLEAR AT BACK HAUNCH = 13-5-11/16 VERTICAL CLEAR AT FRONT HAUNCH = 15-5-1/16 HORIZONTAL CLEAR BETWEEN A AND D = 54-8-13/16 WOW" 11 AT 5'0" 01 600" OUT TO OUT STEEL 0RI059 SECTION A T FRAME L INES 2 1. REFERENCE ELEVATION = 100"0". 7. ALL,FLANGE BRACE LOCATIONS MARKED BOTH SIDES DETAIL KEY 2. ALL BASE PLATES AT REFERENCE ELEVATION UNLESS (BS) AT EXPANDABLE END FRAMES REQUIRE ONE FLANGE DESCRIPTION M DATE Building SYSWM BRACE TO BE INSTALLED AT THE TIME OF ERECTION, S STRUCTURAL NOTED. WHILE THE OTHER IS TO BE STORED AND USED AT THE 3. SEE ANCHOR BOLT PLAN FOR ANCHOR BOLT SIZES AND TIME OF A FUTURE ADDITION. DETAIL NO. DETAILS. 8. ALL CONNECTION BOLTS OR FIELD WELDS, PURLINS 4. FLANGE BRACES ARE REQUIRED ON BOTH SIDES (BS) AND ALL FLANGE BRACES (F68) MUST BE PROPERLY w OR ONE SIDE (OS) AS NOTED. INSTALLED ON MAIN FRAMES AS THEY ARE ERECTED S. ALL MAIN FRAME CONNECTION BOLTS ARE A325 BOLTS. AND BEFORE ERECTION LOADS ARE APPLIED. REFERENCE ERECTION 6. FOR FLANGE BRACE CONNECTIONS ON ONE SIDE (OS) DETAILS OF FRAME, SEE DETAIL sR1as FOR FLANGE BRACE CKD.BY: CONNECTIONS ON BOTH SIDES (BS) OF FRAME W LOCATION:SANFORD, FL SEE DETAIL' eR1o6 DATE, I D NUMBER. 533451_X02ASRA 27'2" 1 '21'v r-,% cn m T m N O ....1 co co U_ FBBL021012 (OS) BOLT NOTE: DUE TO KIRBY BUILDING SYSTEMS.CONTINUING PROGRAM OF PRODUCT IMPROVEMENT, OUR CURRENT CUSTOM ERECTION DRAWINGS. ARE BEING UPDATED. ANY REFERENCE TO 1/2" x 1" AND 1/2" X.1 1/4" A307 BOLTS ARE TO BE REPLACED WITH 1/2" X 1 1/4" A325 BOLTS. ANY REFERENCE TO 1/2" X 1 1/2' A307 ARE TO BE REPLACED WITH 1/2" X 1 1/2" A325 BOLTS. SUBSTITUTE THE DESIGNATED BOLTS AND INSTALL AS NOTED. WP --�-- W8X10 PARAPET ARM . C4�/aps�X1/�4 A325 BOL TS e O O3 BOLT INFORMATION KEY QTY SIZE 1 8 3/4" X 2" 2 6 3/4" X 2" A ST 'these twin be used > a.erraxated?! Rte to verify the Dict the mai <I,r� ' , . Arnject, a set of Naming aaember .� of secs jsrfaA; additional dz'awirzgs wi11 he • s:izel;: c a Joi to tl;r, 1 m� detzdl necessa issued witfa the�Eafivez;y ��� this system. Note: t rY loz• the �const.x't.�rt�ioo pt ce tact, wE; any ohm hese drawini � � y changes made !s are not t�� �s'�ii 13sc :..��j Izu:cii:��g. may delay the deliveryaced „ of tfzzs project i FORREST RUSSELL, PE FLORIDA P.E. #51590 P.O. BOX 390 PORTLAND, TN. 37148 CERTIFICATION EXTENDS ONLY FOR THE LOADS PURCHASE ORDER AS APPLIED TO THE STRUCTURAL BUILDING DESIGNED AND SUPPLIED BY KIRBY ERECTED AS INDICATED. NOTE THAT KIRBY'S AS THE ENGINEER OF RECORD FOR THIS CONSTRUCTION SPECIFIED ON KIRSY'S COMPONENTS OF THE BUILDING SYSTEMS, IF ENGINEER IS NOT ACTING PROJECT. ISSUE DESCRIPTION M DATE Building SYSWM S STRUCTURAL co 2108108 c 0 R CO w DRN.BY, (� DATE: co CKD.BY: W LOCATION:SANFORD, FL DATE, I D NUMBER. 533451_X02ASRA JOB NO: 533457 DWG . N0: E3 OF , 12 w FORREST RUSSELL, PE FLORIDA P.E. #51590 P.O. BOX 390 PORTLAND, TN. 37148 CERTIFICATION EXTENDS ONLY FOR THE LOADS PURCHASE ORDER AS APPLIED TO THE STRUCTURAL BUILDING DESIGNED AND SUPPLIED BY KIRBY ERECTED AS INDICATED. NOTE THAT KIRBY'S AS THE ENGINEER OF RECORD FOR THIS CONSTRUCTION SPECIFIED ON KIRSY'S COMPONENTS OF THE BUILDING SYSTEMS, IF ENGINEER IS NOT ACTING PROJECT. ISSUE DESCRIPTION BY DATE Building SYSWM S STRUCTURAL RA.B 2108108 TITLE: CROSS SECTION DRN.BY, BUILDER.. SHOEMAKER CONSTRUCTION DATE: CUSTOMER:LEASE WAREHOUSE CKD.BY: LOCATION:SANFORD, FL DATE, I D NUMBER. 533451_X02ASRA JOB NO: 533457 DWG . N0: E3 OF , 12 0 MEMBER INFORMATION ON COLUMNS, PIECES ARE SHOWN FROM BOTTOM TO TOP ON RAFTERS, PIECES ARE SHOWN FROM LOW SIDE UP. F. 1/4 X 6 WEB 10GA 11 F. 5/15 X 6 ONN 3/8 X 7 X 0-9-1/16 O.F. 1/4 X 5 QEB 9GA 110GA 1. F. 1/4 X 5 CONN 1/2 X 6 X 1-y11-1/1 1/2 X 6 X 1-11-1/16 I D I 0.500 12 3' 10W 27'W 60'01" 11 AT 5'0" cn .F. 1/4 X S 0 w co co v W O La O O — O N BOLT INFORMATION KEY QTY SIDE 1 8 3/4" X 2" 2 6 3/4" X 2" EB I OGA 19GA Jcn m Li- LL IBRI26 PL1 611 m w r w �' I CD I.F. 1/4 X S 1/4 X 5 FLORIDA P.E. #51590 CONN 1/2 X 6 X 1-11 1/2 X 6 X 2-3-1/16 O4 .F. 1/4 X 6 P.O. BOX 390 EB 10GA W o- cc % CO � N �- I.F. I 1/4 X 6 w Cl- ONN 3/8 X 7 X 0--9 1/2 X 6 X 2-3-1/16 I D I 0.500 12 3' 10W 27'W 60'01" 11 AT 5'0" cn O 0 0 w co co v W O La O O — O N O Q 0 O 0 N - /In O ca Jcn m Li- LL IBRI26 PL1 611 m w r w �' I 2 Lnn 0 UD 0 0 N O J CD co LL 27'2" 1 ' 2�" cn In m N O J m CC] LL F BBL021012 (OS) WP - W8X10 it PARAPET ca ARM C4�/a"0X1Yz A325 BOL TS e Ca 4 TT These drawin s , �w� w° be used a c ately depict the ��l to �erif3, the fra. ixnal de of dais Project mini rneruber sizes" proj and rnal Project, a set of draw, additional detail ings wid e issued with rior° to tide delmo necessary the xy of sYstexn. dote: these Y for the constructiot rf tfc� �j4zclr; r 8y" any chi drawvin a.rxd des made ma s are not to be used fd <a xl huil��x r, Y delay the deli very of. this Project. 60'0" FORREST RUSSELL, PE CD I— FLORIDA P.E. #51590 L LQ , wCD F— L 0 �_ LUL P.O. BOX 390 d CQ W o- cc % CO � N �- w Cl- CROSS SEC TION A T FRAME L INFS 5 9 6 wNT BUILDING DESIGNED AND SUPPLIED BY KIRBY ERECTED AS INDICATED. NOTE THAT KIRBY'S BUILDING SYSTEMS, IF ENGINEER IS NOT ACTING AS THE ENGINEER OF RECORD FOR THIS CONSTRUCTION � N PURLIN DEPTH = 10 GIRT DEPTH = 8 USE 1/2' X 1-1/4' A325 BOLTS TO BRACES TO FRAME. USE 1/2' X 1--1 /4" A325 BOLTS TO BRACES TO PURLINS/GIRTS. VERTICAL CLEAR AT BACK HAUNCH - VERTICAL CLEAR AT FRONT HAUNCH = HORIZONTAL CLEAR BETWEEN A AND D CONNECT FLANGE CONNECT FLANGE 13-5-11/16 15-5-1/16 54-8 13/16 1. 2. 3. 4. 5. 6. REFERENCE ELEVATION = 100'00. ALL BASE PLATES AT REFERENCE ELEVATION UNLESS NOTED. SEE ANCHOR BOLT PLAN FOR ANCHOR BOLT SIZES AND DETAILS FLANGE BRACES ARE REQUIRED ON BOTH SIDES CBS) OR ONE SIDE COS) AS NOTED. ALL MAIN FRAME CONNECTION BOLTS ARE A325 BOLTS. FOR FLANGE BRACE CONNECTIONS ON ONE SIDE COS) OF FRAME, SEE DETAIL BR10S FOR FLANGE BRACE CONNECTIONS ON BOTH SIDES Cf3S) OF FRAME SEE DETAIL BR1 ae 7. ALL FLANGE BRACE LOCATIONS' MARKED BOTH SIDES CBS) AT EXPANDABLE END FRAMES REQUIRE ONE FLANGE BRACE TO BE INSTALLED AT THE TIME OF ERECTION, WHILE THE OTHER IS TO BE STORED AND USED AT THE TIME OF A FUTURE ADDITION. 8. ALL CONNECTION BOLTS OR FIELD WELDS, PURLINS AND ALL FLANGE BRACES (FOB) MUST BE PROPERLY INSTALLED ON MAIN FRAMES AS THEY ARE ERECTED AND BEFORE ERECTION LOADS ARE APPLIED. DETAIL KEY © ISSUE O BY DATE Af4upo DETAIL N0. S STRUCTURAL RAB 2�0$�0$ REFERENCE ERECTION DETAILS TITLE= CROSS SECTION DRN.BY: W � OD DATE: CUSTOMER: LEASE WAREHOUSE CKD.BY: LOCATION:SANFORD, FL, DATE: ID NUMBER. 533457_XO5A JOB NO: 533457 DWG, NO: E5 OF: 12 60'0" FORREST RUSSELL, PE OUT TO OUT STEEL FLORIDA P.E. #51590 P.O. BOX 390 PORTLAND, TN, 3719$ CROSS SEC TION A T FRAME L INFS 5 9 6 CERTIFICATION EXTENDS ONLY FOR THE LOADS SPECIFIED ON KIRBY'S PURCHASE ORDER AS APPLIED TO THE STRUCTURAL COMPONENTS OF THE BUILDING DESIGNED AND SUPPLIED BY KIRBY ERECTED AS INDICATED. NOTE THAT KIRBY'S BUILDING SYSTEMS, IF ENGINEER IS NOT ACTING AS THE ENGINEER OF RECORD FOR THIS CONSTRUCTION PROJECT, PURLIN DEPTH = 10 GIRT DEPTH = 8 USE 1/2' X 1-1/4' A325 BOLTS TO BRACES TO FRAME. USE 1/2' X 1--1 /4" A325 BOLTS TO BRACES TO PURLINS/GIRTS. VERTICAL CLEAR AT BACK HAUNCH - VERTICAL CLEAR AT FRONT HAUNCH = HORIZONTAL CLEAR BETWEEN A AND D CONNECT FLANGE CONNECT FLANGE 13-5-11/16 15-5-1/16 54-8 13/16 1. 2. 3. 4. 5. 6. REFERENCE ELEVATION = 100'00. ALL BASE PLATES AT REFERENCE ELEVATION UNLESS NOTED. SEE ANCHOR BOLT PLAN FOR ANCHOR BOLT SIZES AND DETAILS FLANGE BRACES ARE REQUIRED ON BOTH SIDES CBS) OR ONE SIDE COS) AS NOTED. ALL MAIN FRAME CONNECTION BOLTS ARE A325 BOLTS. FOR FLANGE BRACE CONNECTIONS ON ONE SIDE COS) OF FRAME, SEE DETAIL BR10S FOR FLANGE BRACE CONNECTIONS ON BOTH SIDES Cf3S) OF FRAME SEE DETAIL BR1 ae 7. ALL FLANGE BRACE LOCATIONS' MARKED BOTH SIDES CBS) AT EXPANDABLE END FRAMES REQUIRE ONE FLANGE BRACE TO BE INSTALLED AT THE TIME OF ERECTION, WHILE THE OTHER IS TO BE STORED AND USED AT THE TIME OF A FUTURE ADDITION. 8. ALL CONNECTION BOLTS OR FIELD WELDS, PURLINS AND ALL FLANGE BRACES (FOB) MUST BE PROPERLY INSTALLED ON MAIN FRAMES AS THEY ARE ERECTED AND BEFORE ERECTION LOADS ARE APPLIED. DETAIL KEY NOTE: K I RBY BUILDING SYSTEMS CONTINUING M OF PRODUCT IMPROVEMENT, OUR T CUSTOM ERECTION DRAWINGS ARE UPDATED. ANY REFERENCE TO 1/2" x 1" 2" X 1 1/4" A307 BOLTS ARE TO BE ED WITH 1/2" X 1 1/4" A325 B0LT5, FS PNCE TO 1/2" X 1 1/2" A307 ARE REPLACED WITH 1/2" X 1 1/2 A32S E138 . SUBSTITUTE THE DESIGNATED BOLTS STALL AS NOTED. ISSUE DESCRIPTION BY DATE Af4upo DETAIL N0. S STRUCTURAL RAB 2�0$�0$ REFERENCE ERECTION DETAILS TITLE= CROSS SECTION DRN.BY: BUILDER.: SHOEMAKER CONSTRUCTION DATE: CUSTOMER: LEASE WAREHOUSE CKD.BY: LOCATION:SANFORD, FL, DATE: ID NUMBER. 533457_XO5A JOB NO: 533457 DWG, NO: E5 OF: 12 MFMBFR INFORMATION ON COLUMNS, PIECES ARE SHOWN FROM BOTTOM TO TOP ON RAFTERS, PIECES ARE SHOWN FROM LOW SIDE UP. a k U) CD Ca a M . CD 0 0 OD 0 � ca c EB 1 OGAX I OGA i LL w OUT TO OUT STEEL I.F.' 1/4 X 5 H x Cil `� CONN 3/8 X 6 X 1-8 1/2 X 6 X 1-8-1/16 O.F. 1/4 X 5 a 0 P.O. BOX 390 4 1CONN O.F. 1/4 X 6 Lu Lu EB IOGA z EB IOGA ujLn CERTIFICATION EXTENDS ONLY FOR THE LOADS I.F. 1/4 X 5 k CRSS SFC TI ON A T FRAIyE L INE T I.F. 1/4 X 6 PURCHASEORDER AS APPLIED TO THE STRUCTURAL BUILDING DESIGNED AND SUPPLIED BY KIRBY W CONN 3/8 X 7 X 0-9 1/2 X 6 X 1-8-1/16 3/8 X 7 X 0-9 1/2 X 6 X 1-8-1 /16 2 O.F. 1/4 X 5 SYSTEMS, IF EB 1OGA 1OGA ERECTED AS INDICATED. NOTE THAT KIRBY.'S ENGINEER IS NOT ACTING PURLIN DEPTH = 10 1. REFERENCE ELEVATION = 100"0'. I.F. 1/4 X 5 AS THE ENGINEER OF RECORD FOR THIS CONSTRUCTION PROJECT. ONN 1/2 X 6 X 1-8-1 /16 3/8 X 6 X 1--8 k 0 0.500 12 Ln 0 m 0 Co 0 N C> _I In m u.. HR 1 26 PL161 27"910 60' 0F" 11 AT 5'0n k U) CD Ca a M . CD 0 0 OD 0 � ca c o 0 m m LL m u_ i LL w OUT TO OUT STEEL cY H x Cil `� w i� z } a 0 P.O. BOX 390 Lu Lu n z ujLn CERTIFICATION EXTENDS ONLY FOR THE LOADS SPECIFIED ON KIRBY'S k CRSS SFC TI ON A T FRAIyE L INE T <Lu PURCHASEORDER AS APPLIED TO THE STRUCTURAL BUILDING DESIGNED AND SUPPLIED BY KIRBY W CV SYSTEMS, IF ERECTED AS INDICATED. NOTE THAT KIRBY.'S ENGINEER IS NOT ACTING PURLIN DEPTH = 10 1. REFERENCE ELEVATION = 100"0'. 7. ALL FLANGE BRACE LOCATIONS MARKED BOTH SIDES DETAIL KEY AS THE ENGINEER OF RECORD FOR THIS CONSTRUCTION PROJECT. a o 2. ALL BASE PLATES AT REFERENCE ELEVATION UNLESS CBS) AT .EXPANDABLE END FRAMES REQUIRE ONE FLANGE BOLT NOTE ISSUE DESCRIPTION BY DATE C0 USE 1/2- X 1-1/4' A325 BOLTS TO CONNECT FLANGENOTED. BRACE TO BE INSTALLED AT THE TIME OF ERECTION, WHILE THE OTHER IS TO BE STORED AND USED AT.THE Fes-, DUE TO KIRBY BUILDING SYSTEMS CONTINUINGi S STRUCTURAL RAB 2108108 BRACES TO FRAME. 0 Ln 0 m 0 Co 0 N C> _I In m u.. HR 1 26 PL161 27"910 60' 0F" 11 AT 5'0n 2 60"0" 0 27"9" 0 U rn 0 OD 0 N 0 J m m U- 1 "2�" 9 - W8X10 PARAPET ARM (45/p'0XI ya. A325 BELTS R co fV BOLT INFORMATION KEY QTY SIZE 1 4 3/4" X 2" 2 8 3/4" X 1-3/4" 3 6 3/4" X 2" A IV U) CD Ca a M . CD 0 0 OD 0 � ca 00 o j m co o 0 m m LL m u_ i LL 2 60"0" 0 27"9" 0 U rn 0 OD 0 N 0 J m m U- 1 "2�" 9 - W8X10 PARAPET ARM (45/p'0XI ya. A325 BELTS R co fV BOLT INFORMATION KEY QTY SIZE 1 4 3/4" X 2" 2 8 3/4" X 1-3/4" 3 6 3/4" X 2" A IV (1b STRUCTURAL DRAWINGS T its 'a�rate.�v �epiot the fznaJ deli b'.' I to verib the 1i amirj anez�nl�er �.' of this �rruject and fn g�t�Fr �3c.k a sant Ofdrawing �v#i.I be Sues. Prior to the delivery of J. aaalilao oaf detail ne�:es,�s� ��s:zed with t.Fic.� %y for tlp.e' C(9i2"fructio 1 o al3zYo"y i etal Water(' ia�otQ 0108e drawings are not to be used a, 'anw,, c u rtgos rhade rxiay delay the deliver approval drawings ar, y of this project. U i w OUT TO OUT STEEL f- OD x Cil `� w i� } a P.O. BOX 390 Lu n (1b STRUCTURAL DRAWINGS T its 'a�rate.�v �epiot the fznaJ deli b'.' I to verib the 1i amirj anez�nl�er �.' of this �rruject and fn g�t�Fr �3c.k a sant Ofdrawing �v#i.I be Sues. Prior to the delivery of J. aaalilao oaf detail ne�:es,�s� ��s:zed with t.Fic.� %y for tlp.e' C(9i2"fructio 1 o al3zYo"y i etal Water(' ia�otQ 0108e drawings are not to be used a, 'anw,, c u rtgos rhade rxiay delay the deliver approval drawings ar, y of this project. FORREST RUSSELL, PE OUT TO OUT STEEL FLORIDA P.E. #51590 P.O. BOX 390 PORTLAND, T.N. 37148 CERTIFICATION EXTENDS ONLY FOR THE LOADS SPECIFIED ON KIRBY'S CRSS SFC TI ON A T FRAIyE L INE T PURCHASEORDER AS APPLIED TO THE STRUCTURAL BUILDING DESIGNED AND SUPPLIED BY KIRBY COMPONENTS OF THE BUILDING SYSTEMS, IF ERECTED AS INDICATED. NOTE THAT KIRBY.'S ENGINEER IS NOT ACTING PURLIN DEPTH = 10 1. REFERENCE ELEVATION = 100"0'. 7. ALL FLANGE BRACE LOCATIONS MARKED BOTH SIDES DETAIL KEY AS THE ENGINEER OF RECORD FOR THIS CONSTRUCTION PROJECT. GIRT DEPTH = 8 2. ALL BASE PLATES AT REFERENCE ELEVATION UNLESS CBS) AT .EXPANDABLE END FRAMES REQUIRE ONE FLANGE BOLT NOTE ISSUE DESCRIPTION BY DATE USE 1/2- X 1-1/4' A325 BOLTS TO CONNECT FLANGENOTED. BRACE TO BE INSTALLED AT THE TIME OF ERECTION, WHILE THE OTHER IS TO BE STORED AND USED AT.THE DUE TO KIRBY BUILDING SYSTEMS CONTINUINGi S STRUCTURAL RAB 2108108 BRACES TO FRAME. USE 1 /2" X 1-1 /4" A325 BOLTS TO CONNECT FLANGE 3. SEE ANCHOR BOLT PLAN FOR ANCHOR BOLT SIZES AND DETAILS TIME OF A FUTURE ADDITION. DETAIL. NO. PROGRAM OF PRODUCT IMPROVEMENT, OUR CURRENT CUSTOM ERECTION DRAWINGS ARE System BRACES TO PURLINS/GIRTS. 8. ALL CONNECTION BOLTS OR FIELD WELDS, PURLINS 'BEING VERTICAL CLEAR AT BACK HAUNCH - 13-8-9/16 4. FLANGE BRACES ARE REQUIRED ON BOTH SIDES CBS) AND ALL FLANGE BRACES (FBB) MUST BE PROPERLY UPDATED. ANY REFERENCE TO 1/2" x 1" A r4u=mum COMPTY TITLE= CROSS SECTION DRN.BY, INSTALLED AND 1/2" X 1 1/4" A30? BOLTS ARE TO BE VERTICAL CLEAR AT FRONT HAUNCH = 16-0-3/8 OR ONE SIDE (OS) ANOTED. ON MAIN FRAMES AS THEY ARE ERECTED HORIZONTAL CLEAR BETWEEN A AND D = 55-6-15/16 5. ALL MAIN FRAME CONNECTION BOLTS ARE A325 BOLTS. AND BEFORE ERECTION LOADS ARE APPLIED. REFERENCE ERECTION REPLACED WITH .1/2" X 1 1/4" A325 BOLTS. BUILDER: SHOEMAKER CONSTRUCTION DATE: 6. FOR FLANGE BRACE CONNECTIONS ON ONE SIDE COS) DETAILS ANY REFERENCE TO 1/2" X1 1/2" A307 ARE CUSTOMER: LEASE WAREHOUSE CKD.BY: OF FRAME, SEE DETAIL. BR105 FOR FLANGE BRACE TO BE REPLACED WITH 1/2" X 1 1/2" A325 LOCATION=SANFORD, FL DATE:, BOLTS. SUBSTITUTE THE DESIGNATED BOLTS CONNECTIONS ON BOTH SIDES CBS) OF FRAME AND INSTALL AS NOTED, JOB NO: 533457 DWG.NO:E6 OF= 92 SEE DETAIL 8 106 -- ID NUMBER.533457_X07A �RKIA 4 k Co M CN EGCLXB (B) E020BXB (15) CLH100XB i Cl C3 LU ory 0 Q N 0 Ln GU w 6" START SHEETING 1 "2�ff 11) BT15X8 MA140X / E9 Q PL105 (53) GT501ZA CLH06BXB OPEN . FDR CONSTRUCTION BY OTHERS 156 0" OUT TO OUT STEEL SHEETING AND TRIM ELEVATION AT COLUMN ROW -- A PANEL IS 26GA. KIRBY WAIL UNDEFINED COLOR SAVE TRIM IS 26GA. UNDEFINED COLOR EGCRXB w END SHEETING DSBI4XA (2) REQUIRED DSW0IXA TYP. D5EOIXA TYP. DOWNSPOUT LAYOUT (5) REQUIRED THIS SIDEWALL #12x1*'SDS w/o wash (1 "0"o/c) ", P 24'9i" 26'0ff GENERAL NOTES: 1. USE J'0 x W A325 BOLTS FOR ALL GIRT LAP AND GIRT TO CLIP CONNECTIONS. 2. USE J'0 x 1 �-" A325 BOLTS FOR ALL GIRT TO COLUMN FLANGE CONNECTIONS. 3. THE DIAMETER OF THE BRACING IS DENOTED BY THE THIRD AND FOURTH DIGITS OF THE PIECE MARK. CEX, 08 = A -'O 10 = &'0) 4. ADEQUATE TEMPORARY BRACING MUST BE PROVIDED BY THE ERECTOR DURING THE ERECTION OF THE BUILDING, 5. ALL PRIMARY AND SECONDARY FRAMING, WIND BRACING, ETC. MUST BE INSTALLED, PROPERLY ALIGNED, BOLTED OR WELDED PRIOR TO THE INSTALLATION OF THE PANELS. 26"0" 6. IT MAY BE NECESSARY DURING ERECTION TO MAKE MINOR ADJUSTMENTS AND ALIGNMENTS TO BOTH PURLINS AND GIRTS PRIOR TO INSTALLING PANELS. 7. ERECTOR TO FIELD.SLOT FLUSH FRAME GIRTS FOR CABLE BRACING. 8. BUILDER TO FIELD CUT OR BACK LAP PANELS AS REQUIRED. 9. BEFORE INSTALLATION OF WALL PANELS, IT IS IMPORTANT TO REFERENCE WALL PANEL FASTENER LAYOUT DETAILS C PL1S3 KIRBYWALL PL149 KIRBYRIB I) TO INSURE. CORRECT USAGE OF FASTENERS. 10. DRAWINGS ARE NOT TO SCALE. 26"0" 260" 156'0' OUT TO OUT STEEL FRAMING EL E VA TION A T COLUMN ROW - A GIRT LAP DETAIL KEY GIRT LAP KEY CODE 1'2' LAP............ A 2'40 LAP........... B 3'Ei�~ LAP........... C 481' LAP........... D NOTE: ALL GIRT LAPS NOT INDICATED WILL BE 0"2�" DOOR GIRTS: ALL GIRTS ATTACHED AT ONE END TO A DOOR JAMB ARE 1E.GAGE UNLESS NOTED OTHERWISE. 26'0ff DETAIL KEY BOLT NOTE. DUE TO KIRBY BUILDING SYSTEMS CONTINUING DETAIL NO. PROGRAM OF PRODUCT IMPROVEMENT, OUR CURRENT CUSTOM ERECTION DRAWINGS ARE BEING UPDATED, ANY REFERENCE TO 1/2" x 1" AND 1/2" X 1 1/4" A30Y BOLTS ARE TO BE REFERENCE REPLACED WITH 1 /2" X 1 1/4' A325 BOLTS. ERECTION ANY REFERENCE T01 /2" X 1 1 /2p A30Y ARE DETAILS TO BE REPLACED WITH 1/2"X 1 1/2" A325 BOLTS. SUBSTITUTE THE -DESIGNATED BOLTS AND INSTALL AS NOTED. �. 25"4" 260" ISSUEJ DESCRIPTION S STRUCTURAL ID NUMBER: 533457�SWB 0"8" Base Trim (BT) Use #12 x 1i -SDS (Cad PL) w/o wash at 3'0"o/c for InstaLLation of Base FLashing Note: Locate Fastener so as to Not Interfere with Fastening of WaLL PaneL 'to Base Member Base Channel (BGO1) Masonry Anchor (Not by Manufacturer) Note: Field DriLL Holes in Base Member (4'O'o/c Maximum) MA1 40X Masonry WaLL STRUCTURAL DRAWINGS These d"""18 acc" rate- y depict the final design rnay be used to verify the franiiri� rriefnber sizes. I'x roto he df t �liveihis p andy of his project, a set of clrawirlgs will be issued with the pieC04 rand any mar l— additional detail ner'B'SWY for the constructi4' )n o , , , system' Note: these drawings are 'lot to be used as a L L n 'my changes ma& i may delay the delivery of this Project.VL,1(I� �i �viril;s allci FORREST RUSSELL, PE FLORIDA P, E. #59590 P.O. BOX 390 PORTLAND, TN 37148 CERTIFICATION EXTENDS ONLY FOR THE LOADS SPECIFIED ON KIRBY'S PURCHASE ORDER AS APPLIED TO THE: STRUCTURAL COMPONENTS OF THE BUILDING DESIGNED AND SUPPLIED BY KIRBY BUILDING SYSTEMS, IF ERECTED AS INDICATED. NOTE THAT KIRBY'S ENGINEER IS NOT ACTING AS THE ENGINEER OF RECORD FOR THIS CONSTRUCTION PROJECT, BY DATE Kift RACE 2108108A system Building TITLE, BACK SIDEWALL DRN.BY, BUILDER: SHOEMAKER CONSTRUCTION DATE: CUSTOMER:LEASE WAREHOUSE CKD.BY: LOCATION:SANFORD, FL DATE: �.�q JOB NO : 533457 DWG. NO: E8 OF, 92 0 (-0� T i � t— z 07 k 0 r- a Q w a 2 < CO w� CN EGCLXB (B) E020BXB (15) CLH100XB i Cl C3 LU ory 0 Q N 0 Ln GU w 6" START SHEETING 1 "2�ff 11) BT15X8 MA140X / E9 Q PL105 (53) GT501ZA CLH06BXB OPEN . FDR CONSTRUCTION BY OTHERS 156 0" OUT TO OUT STEEL SHEETING AND TRIM ELEVATION AT COLUMN ROW -- A PANEL IS 26GA. KIRBY WAIL UNDEFINED COLOR SAVE TRIM IS 26GA. UNDEFINED COLOR EGCRXB w END SHEETING DSBI4XA (2) REQUIRED DSW0IXA TYP. D5EOIXA TYP. DOWNSPOUT LAYOUT (5) REQUIRED THIS SIDEWALL #12x1*'SDS w/o wash (1 "0"o/c) ", P 24'9i" 26'0ff GENERAL NOTES: 1. USE J'0 x W A325 BOLTS FOR ALL GIRT LAP AND GIRT TO CLIP CONNECTIONS. 2. USE J'0 x 1 �-" A325 BOLTS FOR ALL GIRT TO COLUMN FLANGE CONNECTIONS. 3. THE DIAMETER OF THE BRACING IS DENOTED BY THE THIRD AND FOURTH DIGITS OF THE PIECE MARK. CEX, 08 = A -'O 10 = &'0) 4. ADEQUATE TEMPORARY BRACING MUST BE PROVIDED BY THE ERECTOR DURING THE ERECTION OF THE BUILDING, 5. ALL PRIMARY AND SECONDARY FRAMING, WIND BRACING, ETC. MUST BE INSTALLED, PROPERLY ALIGNED, BOLTED OR WELDED PRIOR TO THE INSTALLATION OF THE PANELS. 26"0" 6. IT MAY BE NECESSARY DURING ERECTION TO MAKE MINOR ADJUSTMENTS AND ALIGNMENTS TO BOTH PURLINS AND GIRTS PRIOR TO INSTALLING PANELS. 7. ERECTOR TO FIELD.SLOT FLUSH FRAME GIRTS FOR CABLE BRACING. 8. BUILDER TO FIELD CUT OR BACK LAP PANELS AS REQUIRED. 9. BEFORE INSTALLATION OF WALL PANELS, IT IS IMPORTANT TO REFERENCE WALL PANEL FASTENER LAYOUT DETAILS C PL1S3 KIRBYWALL PL149 KIRBYRIB I) TO INSURE. CORRECT USAGE OF FASTENERS. 10. DRAWINGS ARE NOT TO SCALE. 26"0" 260" 156'0' OUT TO OUT STEEL FRAMING EL E VA TION A T COLUMN ROW - A GIRT LAP DETAIL KEY GIRT LAP KEY CODE 1'2' LAP............ A 2'40 LAP........... B 3'Ei�~ LAP........... C 481' LAP........... D NOTE: ALL GIRT LAPS NOT INDICATED WILL BE 0"2�" DOOR GIRTS: ALL GIRTS ATTACHED AT ONE END TO A DOOR JAMB ARE 1E.GAGE UNLESS NOTED OTHERWISE. 26'0ff DETAIL KEY BOLT NOTE. DUE TO KIRBY BUILDING SYSTEMS CONTINUING DETAIL NO. PROGRAM OF PRODUCT IMPROVEMENT, OUR CURRENT CUSTOM ERECTION DRAWINGS ARE BEING UPDATED, ANY REFERENCE TO 1/2" x 1" AND 1/2" X 1 1/4" A30Y BOLTS ARE TO BE REFERENCE REPLACED WITH 1 /2" X 1 1/4' A325 BOLTS. ERECTION ANY REFERENCE T01 /2" X 1 1 /2p A30Y ARE DETAILS TO BE REPLACED WITH 1/2"X 1 1/2" A325 BOLTS. SUBSTITUTE THE -DESIGNATED BOLTS AND INSTALL AS NOTED. �. 25"4" 260" ISSUEJ DESCRIPTION S STRUCTURAL ID NUMBER: 533457�SWB 0"8" Base Trim (BT) Use #12 x 1i -SDS (Cad PL) w/o wash at 3'0"o/c for InstaLLation of Base FLashing Note: Locate Fastener so as to Not Interfere with Fastening of WaLL PaneL 'to Base Member Base Channel (BGO1) Masonry Anchor (Not by Manufacturer) Note: Field DriLL Holes in Base Member (4'O'o/c Maximum) MA1 40X Masonry WaLL STRUCTURAL DRAWINGS These d"""18 acc" rate- y depict the final design rnay be used to verify the franiiri� rriefnber sizes. I'x roto he df t �liveihis p andy of his project, a set of clrawirlgs will be issued with the pieC04 rand any mar l— additional detail ner'B'SWY for the constructi4' )n o , , , system' Note: these drawings are 'lot to be used as a L L n 'my changes ma& i may delay the delivery of this Project.VL,1(I� �i �viril;s allci FORREST RUSSELL, PE FLORIDA P, E. #59590 P.O. BOX 390 PORTLAND, TN 37148 CERTIFICATION EXTENDS ONLY FOR THE LOADS SPECIFIED ON KIRBY'S PURCHASE ORDER AS APPLIED TO THE: STRUCTURAL COMPONENTS OF THE BUILDING DESIGNED AND SUPPLIED BY KIRBY BUILDING SYSTEMS, IF ERECTED AS INDICATED. NOTE THAT KIRBY'S ENGINEER IS NOT ACTING AS THE ENGINEER OF RECORD FOR THIS CONSTRUCTION PROJECT, BY DATE Kift RACE 2108108A system Building TITLE, BACK SIDEWALL DRN.BY, BUILDER: SHOEMAKER CONSTRUCTION DATE: CUSTOMER:LEASE WAREHOUSE CKD.BY: LOCATION:SANFORD, FL DATE: �.�q JOB NO : 533457 DWG. NO: E8 OF, 92 e CD C3�1 (1) 0 6 " START SHEETING O H W Oa W Om O (ra 0111 0 e CD (.9 ' _" LU e CD _7Z U , � W CL OQ w _ w Q w e CV 6 " START SHEETING O CJ W Oa W Om O (ra 0111 0 r- Ln O 156' Ory OUT TO OUT STEEL SHEETING AND TRIM ELEVA TION A T COL UNN ROIL - D PANEL IS 26GA. KIRBY WALL UNDEFINED COLOR SAVE TRIM IS 26GA. UNDEFINED COLOR �- 6 " END SHEETING ni �z 2� BKoI Q� 4 (41/�'0Xl'/4' A325 BCJL TS w BRACKET w w a w/HARDENED WASHERS AT (TYP) CLI o a WEB SIDE OF COLUMN (TYP) (4)1Sz'OX1 T °- 3 A32 B LS H - (84C75) H (84C15) (T YP) CHX , (MCBX22. 8) H - (84C15) H -(8405) 3 H - (84C15) __ _____ _ __POR_TAL_FR_AM_E_RA_FTER _ _ __ __ __ _ _� _ — _ ___._..._..._..._._.._..__.._.._....—_._......--_.........._...__.____---_..._.._..._....._.--_..,._____... --___.................._...__....._......._.......____ ---- — _ — — — CHX WWI. 4) _ — _ T _ _ — 8'X%'/1060,/8'X%'/1'4%'0% -' _ _ 5J —(8X16) SJ—(82C16) Fg153 a G9—(8215) A A G11 C C 613 C C 011—(8215) A A 614 _ 8Z14 8215 O 8215 (8)3'OX13I4' w H4—(84C12) Fot7 (>7 FI4—(84ct2) A325 BOLTS 8 8 8 E3 E3 E3 (T YP) 05 G6 A A GB C B' Gt0—(8216) B B' 612 G6 A A G2 C A G1 BZ16 8Z16 8216 BZ16 8214 FO141 I IT F0137 EM , � N co v C-0 t 01 mortfirarom 12'0" OPEN 26'0" GENERAL NOTES: 1. USE 1'0 x W A325 BOLTS FOR ALL GIRT LAP AND GIRT TO CLIP CONNECTIONS. 2. USE 1'0 x W A325 BOLTS FOR ALL GIRT TO COLUMN FLANGE CONNECTIONS. 3. THE DIAMETER OF THE BRACING IS DENOTED BY THE THIRD AND FOURTH DIGITS OF THE PIECE MARK. (EX. OS = �"O 10 = WO) 4. ADEQUATE TEMPORARY BRACING MUST BE PROVIDED BY THE ERECTOR DURING THE ERECTION OF THE BUILDING. 5. ALL PRIMARY AND SECONDARY FRAMING, WIND BRACING, ETC. MUST BE INSTALLED, PROPERLY ALIGNED, BOLTED OR WELDED PRIOR TO THE INSTALLATION OF THE PANELS. BG075820 (7) REQ `D -- PORTAL FRAME COL UMN 6'X 4'/IO6a,/ 6'X4'/1 "33/'0/0 N (TYPICAL) U ti ?'0" 22' --OY2n CLEAR BETWEEN PORTAL COLUMNS 26'0" 6. IT MAY BE NECESSARY DURING ERECTION TO MAKE MINOR ADJUSTMENTS AND ALIGNMENTS TO BOTH PURLINS.AND GIRTS PRIOR TO INSTALLING PANELS. r. ERECTOR, TO FIELD SLOT FLUSH FRAME GIRTS FOR CABLE BRACING. S. BUILDER TO FIELD CUT OR BACK LAP PANELS AS REQUIRED. 9. BEFORE INSTALLATION OF WALL PANELS, IT IS -IMPORTANT TO REFERENCE WALL PANEL FASTENER LAYOUT DETAILS C PL1s KIRBYWALL KIRBYRIB I) TO INSURE CORRECT USAGE OF FASTENERS, 10. DRAWINGS ARE NOT TO SCALE. 20'0" 26'0 It 7'0". 01 12'C OPEN 26'0" 1 56' 0" OUT TO OUT STEEL FRAI17I11 /G EL. F VA TION AT COL UNN ROW --- D G :I RT LAP DETAIL. KEY GIRT LAP KEY CODE 1 '2" LAP. A 2'4ka LAP........... B 3'5W LAP..... ... C 4'EW LAP...,....... 1) NOTE~: ALL GIRT LAPS NOT INDICATED WILL BE O'2 V DOOR GIRTS: ALL GIRTS ATTACHED AT ONE END TO A DOOR JAMB ARE.I6'GAGE: UNLESS NOTED OTHERWISE. 7'0" 26,0" DETAIL KEY' BOLT NOTE: DUE TO KIRBY BUILDING SYSTEMS CONTINUING DETAIL NO. PROGRAM OF PRODUCT IMPROVEMENT, OUR CURRENT CUSTOM ERECTION DRAWINGS ARE BEING UPDATED. ANY REFERENCE TO .1/2" x 1" AND 1/2" X 1 1/4" A307 BOLTS ARE TO BE REFERENCE REPLACED WITH -1/2" X 1 1/4- A325 BOLTS. ERECTION DETAILS ANY REFERENCE TO 1/2' X 1 1/2' A307 ARE TO BE REPLACED WITH 1/2" X 1 1/2" A325 BOLTS. SUBSTITUTE THE DESIGNATED BOLTS AND INSTALL AS NOTED. 24'94- 26'0" REFEREPICE M. E12 FOR PARAPET BACK"SHFFTING T ` ;T RAW�JN9 :~, o to vo�.� .""ratelgl rl*ct. the iqnal deli tho fm��.+i�1 M� of this project and ar`�Jt'ct9 a :yet of F ttaber s_izeso may adclitl:onal Irau�Iri s Dior to the tielivgr Will be Issued withp'!" Y of thj,, detail raec ssay pie .>? :, ,� : . systexri. lyote Chess: - Y for the con.sti,uct oti of. ��_wl any ch drawings are not to be u= , , �citliar,.H ax+ges made may dela Ns�rl us nPNt'oval drawing; and Y the delivery of'this project. FORREST RUSSELL, PE FLORIDA P.E. #51590 P.O. BOX 390 PORTLAND, TN, 37148 CERTIFICATION EXTENDS ONLY FOR THE LOADS SPECIFIED ON KIRBY`S PURCHASE ORDER AS APPLIED TO THE STRUCTURAL COMPONENTS OF THE BUILDING DESIGNED AND SUPPLIED BY KIRBY BUILDING SYSTEMS, IF ERECTED AS INDICATED. NOTE THAT KIRBY'S ENGINEER IS NOT ACTING AS THE ENGINEER OF RECORD FOR THIS CONSTRUCTION PROJECT. ISSUE DESCRIPTION BY DATE S STRUCTURAL ftAB 21080$ Building systom A mu=oiq Company TITLE FRONT SIDEWALL DRN.BY, BUILDER: SHOEMAKER CONSTRUCTION DATE: CUSTOMER:LEASE WAREHOUSE CKD.BY: LOCATION.SANFORD, FL DATE: ID NUMBER-533457�SWF,�df 308 N0: 533457 DWG.NO:E9 OF= 12 f -- r 0 Lu W 7 Lu PL201 X 0 0 F- s PL14p END SHEETING BT15X8 (3) RF20XB 140X E8 PL100 OPEN FOR CONSTRICTION BY OTHERS N N ri N V N N v N Ca N V' N IT N tet' N N ,- s-- O r^ O O c-^ O .- O r- O r- a t^ Q r- O r - CD N (n Ln (0 co (DCD 0 r- O O , O N < O I l.f') 0 0 O 0 O O O O O O �-�- Q O O .O O O O a`- OD 00 00 CC) 00 OD 00 CO (D CD O) a7 m CD m m O O O O O O O O O O Q O O O O O O O O O r- CC co ---- 60' 0" OUT TO OUT STEEL SHEETING EL EVA TION A T FRAME L INE PANEL IS 26GA. KIRBY WALL UNDEFINED COLOR RAKE TRIM IS 26GA. UNDEFINED COLOR. ' 12 A B U O �ry 1. N 00 6. IT MAY BE NECESSARY DURING ERECTION TO MAKE MINOR r-`— Qx zx �X e O CO ADJUSTMENTS AND ALIGNMENTS TO BOTH PURLINS AND GIRTS cx) 2. vw 109 PRIOR TO INSTALLING PANELS. I 3 7. BEGIN SHEETING AT PEAK. 3 CO i 3. REFER TO BEARING FRAME DETAILS BF FOR CONNECTION 8. BUILDER TO FIELD CUT OR BACK LAP PANELS AS REQUIRED. U e REQUIREMENTS OF RAFTER TO RAFTER AND RAFTER TO COLUMN. 9 BUILDER TO FIELD BEVEL ENDWALL PANELS ON SLOPES OF cn 4. ADEQUATE TEMPORARY BRACING MUST BE PROVIDED BY THE I 2:12 AND GREATER. FBF 100 BF119 BF199 E(4) %X1%' DRAWINGS ARE NOT TO SCALE. S. ALL PRIMARY AND SECONDARY FRAMING, WIND BRACING, ETC. 5 Al TS R2001-- (SC1 OX012) CV MUST BE INSTALLED, PROPERLY ALIGNED, BOLTED OR WELDED 1 '2�ff—a- G15 8Z16 BG016620 (3) REQ 'D 18'91„ 20'0" A A G16 GT110 BZ16 / GT999 CB082508 CB082502 20'0" m OD O COCOA R2002-- (SC1 OX4X12) 60'0~ OUT TO OUT STEEL $ FRAMING EL. EVA TION A T FRAME L INE - T GENERAL NOTES: D U O CD 1. USE 1'0 x 1�- A325 BOLTS FOR ALL GIRT LAP 6. IT MAY BE NECESSARY DURING ERECTION TO MAKE MINOR pop TO CLIP CONNECTIONS. e O CO ADJUSTMENTS AND ALIGNMENTS TO BOTH PURLINS AND GIRTS W8X10'll. 2. USE 1'0 x 1�' A325 BOLTS FOR ALL GIRT TO 109 PRIOR TO INSTALLING PANELS. I FLANGE CONNECTIONS. 7. BEGIN SHEETING AT PEAK. t I II II . I I i 3. REFER TO BEARING FRAME DETAILS BF FOR CONNECTION 8. BUILDER TO FIELD CUT OR BACK LAP PANELS AS REQUIRED. CL e REQUIREMENTS OF RAFTER TO RAFTER AND RAFTER TO COLUMN. 9 BUILDER TO FIELD BEVEL ENDWALL PANELS ON SLOPES OF 4. ADEQUATE TEMPORARY BRACING MUST BE PROVIDED BY THE I 2:12 AND GREATER. 00 I I ERECTOR DURING THE ERECTION OF THE BUILDING. 10. DRAWINGS ARE NOT TO SCALE. S. ALL PRIMARY AND SECONDARY FRAMING, WIND BRACING, ETC. CV MUST BE INSTALLED, PROPERLY ALIGNED, BOLTED OR WELDED PRIOR TO THE INSTALLATION OF THE WALL PANELS. G17 BZ1() 19' 4" 20'0" BEGIN SHEETING GIRT LAP DETAIL KEY GIRT LAP KEY CODE 1'2" LAP............ A 2',e{V LAP........... B 3'60 LAP...... .... C 4'88 LAP..:........ D NOTE: ALL GIRT LAPS NOT INDICATED WILL BE O'2 V DOOR GIRTS: ALL GIRTS ATTACHED AT ONE END TO A DOOR JAMB ARE 15 GAGE; UNLESS NOTED OTHERWISE. CV co D U O CD U w pop e O CO We W8X10'll. (Q PARAPET ARM 109 C4,1610X1y/z" I .I II II A325 .BUL TS t I II II . I I GT103 I CJD I CL e I w O I k 00 I I GIRT LAP DETAIL KEY GIRT LAP KEY CODE 1'2" LAP............ A 2',e{V LAP........... B 3'60 LAP...... .... C 4'88 LAP..:........ D NOTE: ALL GIRT LAPS NOT INDICATED WILL BE O'2 V DOOR GIRTS: ALL GIRTS ATTACHED AT ONE END TO A DOOR JAMB ARE 15 GAGE; UNLESS NOTED OTHERWISE. CV co ENDWALL GIRT ELEVS. DETAIL KEY DETAIL NO. REFERENCE ERECTION DETAILS BOLT NOTE: DUE: TO KIRBY BUILDING SYSTEMS CONTINUING PROGRAM OF PRODUCT IMPROVEMENT, OUR CURRENT CUSTOM.ERECTION DRAWINGS ARE BEING UPDATED. ANY REFERENCE TO 1/2" x 1" AND 1/2" X 1 1/4" A307 BOLTS ARE TO BE REPLACED WITH 1/2" X 1 1/4" A325 BOLTS. ANY REFERENCE TO 1/2' X 1 1/2" A307 ARE TO BE REPLACED WITH 1/2' X 1 1/2' A325 BOLTS. SUBSTITUTE THE DESIGNATED BOLTS AND INSTALL AS NOTED. ----------------- STRUCTURAL DRAWINGS 7'Ia,ese dm�A►ar..+.a7s 9.c irately device the final desigD of this projpet and may r us e, to ve^xly a. &Fkmi.ng (xa.�.crt60.f sizes. fxi ar to tilde dedrvery of txais prR�ect, a sr�1 rai , x�Tvitl s wall be (i with tii : } I additional detail nec>es 11,y for t c,�tr tx u: tirad J system. Note: these clrawirids areanc .ttAat a'; ;OPruval drarvaxl6s atYd 'iaxtges made may delay the delivery ai` t.IisrralkcZ. 4 FORREST RUSSELL, PE FLORIDA P.E. #51590 P.O. AOS" 390 PORTLAND, TN. 37148 CERTIFICATION EXTENDS ONLY FOR THE LOADS SPECIFIED ON KIRBY'S PURCHASE ORDER AS APPLIED TO THE STRUCTURAL COMPONENTS OF THE BUILDING DESIGNED AND SUPPLIED BY KIRBY BUILDING SYSTEMS, IF ERECTED AS INDICATED. NOTE THAT KIRBY'S ENGINEER IS NOT ACTING AS THE ENGINEER OF RECORD FOR THIS CONSTRUCTION PROJECT. ISSUE DESCRIPTION BY DATE 5 STRUCTURAL RAB 2/08/08A systam unp in A i4ucmq Compapy TITLE: LEFT ENDWALL DRN.BY: BUILDER: SHOEMAKER CONSTRUCTION DATE: CUSTOMER:LEASE WAREHOUSE CKD.BY, LOCATION=SANFORD, FL DATE: ID NUMBER; 533457_EWL��RAq JOB N0: 533457 DWG. NO: E10 OF: 12 CD w e O CO We (Q w z w CJD CL w k CV ENDWALL GIRT ELEVS. DETAIL KEY DETAIL NO. REFERENCE ERECTION DETAILS BOLT NOTE: DUE: TO KIRBY BUILDING SYSTEMS CONTINUING PROGRAM OF PRODUCT IMPROVEMENT, OUR CURRENT CUSTOM.ERECTION DRAWINGS ARE BEING UPDATED. ANY REFERENCE TO 1/2" x 1" AND 1/2" X 1 1/4" A307 BOLTS ARE TO BE REPLACED WITH 1/2" X 1 1/4" A325 BOLTS. ANY REFERENCE TO 1/2' X 1 1/2" A307 ARE TO BE REPLACED WITH 1/2' X 1 1/2' A325 BOLTS. SUBSTITUTE THE DESIGNATED BOLTS AND INSTALL AS NOTED. ----------------- STRUCTURAL DRAWINGS 7'Ia,ese dm�A►ar..+.a7s 9.c irately device the final desigD of this projpet and may r us e, to ve^xly a. &Fkmi.ng (xa.�.crt60.f sizes. fxi ar to tilde dedrvery of txais prR�ect, a sr�1 rai , x�Tvitl s wall be (i with tii : } I additional detail nec>es 11,y for t c,�tr tx u: tirad J system. Note: these clrawirids areanc .ttAat a'; ;OPruval drarvaxl6s atYd 'iaxtges made may delay the delivery ai` t.IisrralkcZ. 4 FORREST RUSSELL, PE FLORIDA P.E. #51590 P.O. AOS" 390 PORTLAND, TN. 37148 CERTIFICATION EXTENDS ONLY FOR THE LOADS SPECIFIED ON KIRBY'S PURCHASE ORDER AS APPLIED TO THE STRUCTURAL COMPONENTS OF THE BUILDING DESIGNED AND SUPPLIED BY KIRBY BUILDING SYSTEMS, IF ERECTED AS INDICATED. NOTE THAT KIRBY'S ENGINEER IS NOT ACTING AS THE ENGINEER OF RECORD FOR THIS CONSTRUCTION PROJECT. ISSUE DESCRIPTION BY DATE 5 STRUCTURAL RAB 2/08/08A systam unp in A i4ucmq Compapy TITLE: LEFT ENDWALL DRN.BY: BUILDER: SHOEMAKER CONSTRUCTION DATE: CUSTOMER:LEASE WAREHOUSE CKD.BY, LOCATION=SANFORD, FL DATE: ID NUMBER; 533457_EWL��RAq JOB N0: 533457 DWG. NO: E10 OF: 12