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17th Street 330
REVISIONS BY KFY t-4e!� T PeS E�L L F�'l I L G E N[D 110V DQF-Ltw- RECzEPIACLE 51t4:�-LE rOLE 5UAT 110V PUFIL.E:- -� �,UJJCHELI 3 W.4-r SWITCH N Pc::v W5 A4 110V DLJFLE�- GPI-04L) FAUL7 5WITCH WITH DIMIE5! je:�A Te t.2 (4's VF ts L.SVATI e2N5) 45!' 1101V 13UFLE>' WATER FR0,1F 0 0-- 27alv RFC-EF-TACLE EX"AU6T rAN A t-A-n4 E:iz ca4ll e 0::> rAIA I L�GHT CCt-1BC1 0� COLNIER TOP DUI-LFX �5 RECIEPIACLE MCILJHIEC� v A,- AFF JUNC T ION DOX ---------- fZ(:: .4w, r�_oor,r-1,-y,,k4T FzEcEPIACI-r! 5MOKE DETECTOR CABLE TV PFr)ICATFC1 CIRCUIT eA HAstS 6LK, CLILIW. MOUNT 'NCAN0E$CENT PHC,44E [4, J(� WALL MOUqT INCANI>E11ENT METER W 6---FR:A T I L U W/FP FZECE6SED INCW4C1E5CE?41 WAIER F-FZ0Cf INC:ANCIE5�,EN7 5FEAKZP EYEBALL ELE(tTRICAL FANFL 4 ALI- 1-4S" T3,916t< -ro HAr-R:-,H L�rrr. FXIERiCIR FI-C 44 CE IL P'r.FAP(F-P---WIRE FLUORE5CENT IUE�E -T-1 L G: x I -7 M)UNT TRACr _i&HTS He,u Se 0 ,, , I t� d5) T2 f�I'l 0\, C L.4>e,Si r -ro U,5;6 Fe-,f,-e F,--,5-FA I Ir— I N Pf V *r -1 V_E PA' �INJ f2 A N'-r t�;�K f2o T ,P rZ I_t5 r?-M 11 e� CIT 95 1�_-Me!9--.,S A L L /A L U 1-1 1 1Z I �k�- FE P LAC-5- mcvei gel? S-X K-r -1. 1-1 A Li FeirzAt::�, 4o &C w/ e-erp ca rz tZ,�M 0 ye �_jA LL I N �e_ -r, pe f:--Uz z —;45W–A ;xl z .1 Oil �2A 4 L �4 41 ITF0 fjZ4�k,1A 401`46 4" > S" T 7 A R X-1-N t _P 5f A 499 _.-AA W6 \4 r17 -4f �-v k,' L Ik I P Z+1 __T 4 0 J 'T 4- IL p�N to- 71 City of Atlantic Beach PI nning and Zoning Department val verifies compliance with applicable .1 TI,Is appr ubdlvlsion and other local land zcning, t 7L dq4elopmq6Hegulations. but does not constitute 0 Compliance appr val for the Issuance of permits d all other applicable with Florida Building Code an local, State and Federal permitting requirements must be verified by signature of the City of Atlantic of a Beach Building Official Pri"Ila un wwam g permY.,— Buildin J ( -2 -z 0 C' -----– comm wip eliopiftnt Director —----- App Data, loll 1-0 APPROVED -CITY. OF ATLANTIC BEACH 4 A K, el A Kf ]BUILDNG OFFICF- ---- -.I ---. - Z4'- 0" 18 20 UL 02 7 X 4__ M. DRAWN L CH KED ED DATE FXK;T. 6ePN5;-r -rO Z;;6 SCALE JUL join No. N aw C/IoNe7_rl city of Atlantic Seach ;14 11 Building and Zoning SHEET F� L 0 F SHEETS Y `4 REVISION8 BY Gil 01 , LA Vz eo LAO e2�E T 4 V-1 rrr- L A113 N 1,1�0 C7-1 e-r/4 I L- 74 rA 7-- Z CL. roLJNP/&,-,Tj0�j PLAN FZL��6e!5�,- 0l' 6orNk---, V�L- k, WA�,L-L '5 " F-r:Z0M e:52u-r5) r�,� -,-f,N CK tjtj4A- o F- t?�rzf,::5-K + 1 4 1 tz tE: F-P I 7, :-5 L;5-r w e L. i c-,r, 1 1"".-ro 'F�ej 5'-T KI e" F—xTe�f t�) N-r,-.2 ( -Z ) I-oil ...... r2" �� 04 >c N F,::;w F1 N 4 r Loelz<; &H -Po 1;;ix1sT. 4- L z �) DRAWN E� CHECKED DATE & 11-. SCALE /4(f 5,HOW JOB NO. SHEET OF SHEETS .............. REVISIONB BY o -!5. rzA -n�rze. —1Y Co 00 00 cli C4 C'4 7- drL ('4 7- fli FLA13 7/16- OSB ROOF DECK. NAIL 6- OC ON EDGES. )Z' OC IN FIELD (UNO) WITH 8d COMMONS, D W/6 -!6ct DOUBLE 2x4 NO. 2 SYP TOP PLATE. FASTEN W/(2) ROWS 10d 16- OC STACCERED (UNO). WIN 24- LAP WITH (12)10d IN LAP, TOP PLATE TO STUD WITH 'TPP-4 ��I PL4 wp I J�/o I I 'T. I-11 4pp, 7/16* 058 OVER 2x4 SPF STUDS 0 16- OC. FASTEN OSB-W/8d 60 OC ON EDGES. '6.0 OC IN FIELD. OL V7tw,16K TeP KA-re,� WI S 12, 414 - WA L L, 11 1 N,;UL , 2x4 NO. 2 SYP PT BOrrOM PLATE (f 1119 u 9 e-'s X BOTTOM PLATE TO STUD W/Tfp-q IV Al f;k C,?Ac ew- ,---1/2* ANCHOR BOLT W/2*SQ x 1/8" WASHER I-ry,./e-Kl I AT 3V OC or FAS3 W/(6)10d AT- 244 OC. < LVI PJ& W"F 40, 0.4-' r'op 4 Cl " Rr=Nt> f3.,-T, FIL-L 4u /�j f:ZAPF, I-j/ &)< W_w,M. (:�7 tyl I L, V'APO f2- j7pANF7,1 irK ovt,_.fZ,, DRAWN ir-ATM> i cc�,M F7A cTw-P Pli LA, 4511 F4 u T CHECKED H-r- N6,- Fcr>T I Na ��ao F4_I DATE W/ -,7 6 SCALE A5, e,,H 0 W IN -4 JOB NO. 93HEET P I CA L WALL, 5 lE:C..-r �O N OF SHEETS ----------------- REVIBIONS BY No-Tt-7S am,,-K vmNmoz P F5A N r, -Ta t�xK,-r. e5,vt--rz- 5 4 (el�12,Arz) L,�9U-V5rz ALL 4,AeRL�6 EiNV5 W/ grzl,eK MP P tzLr IF0ZIcK e44jLL: A,5 1;2��uir25t:> 00 00 rn 7 0 N vi r .......... z 6 t5 APPI -r[47N N rz,:5v m Avt7l 4-0L.*ig 4SO 0 T H E Lr::VA-r I U- W WeS,-T FLEVAMOM r--A<&-T t-7-L-r-,VA-TI0K 10, Vsi MI F 4MATeH F�X DFIAWN CHECK90 DATE L J SCALE _q JOB NO. V fnN SHEET 13HISEST93 REPORT NO. 9597A PAGE 8 OF 10 BR" UNTEL MU LOAD TABLE AND CROSS SECTIONS (5- (5.625- ACTUAL) TA13LE NO. 3 BL LINTEL BRICK. 1 1/ !- THICK (MIN LINTEL ALLOWABLE LOAD TABLE X 12 LONG (IN POUNDS PER LINEAL FOOT) FACE SHELLS LINTEL SIZE ��l W/ 15 OL2 (TWO M (mo sm SPAN STWUPS AT 5 O.Q) STF4jLpS) (12) IM40 53M A'T BLI W/ FINAL R[PIRT 15 ONLY) EIGHT 18' V-O*0 5m 2&% 4,-8*0 4X* 2275 (APPROX). 5'-4-0 3771 1992 1769 3015 1592 2741 1448 L3-6-12 BR10( ir-o* 2512 1327 81-8. 2319 1225 9'-4* 2154 1137 W-0, 2009 10G2 1 1/2- THICK (MIN) lo,-fr 18a4 "5 X 12" LONG 1774 937 (6PS2.5 STEEL LJNTEL� FACE SHELLS 1675 885 (2) 12'-8' l5a7 &M 13'-4* 1_Nz 796 #5 REINFORCING BAR (GRADE 40) 14'-Cr 1426 7m AT 131-1 W/ #5 LINTEL ONLY. #5 14'-e 13M 724 BAR TO BE THE SAME LENGTH 15'-4' 1190 692 AS THE STEEL LINTEL. 161-0, 1092 664 W-8, 1006 637 lr-4' 931 513 8L SEC11ON 863 590 802 569 748 5-49 RGURE NO.3B 20-o 699 5m. (FOR NUMBERS IN SEE NOTES). 2v-e m 498 21'-4* 615 468 Z24-0- 578 440 20 CAM MMLS UKMLS"y K USCO M Or 16 4.%X WISLS UNTW FW SPAM$ V-4* AM U= (9) ISOMETFOC (aw Not sm" FOR MAM (2) FIGURE NO.3A �'�FOR NUMBERS IN SEE NOTES. PAGE 9 OF 10 REPORTNU. 5591A BRICK UNTEL (BL) NOTES 2.250 2.25" (FOR UNTELS BLI W/ 15 AND BL2) 1. PRODUCT NAME (PATENT NO. 47576563) PREFORMED POWERS STEEL LINTEL SHALL EK GALVANIZED COL STEEL AS MANUFACTURED BY POWERS STEEL AND WIRE PRODUCTS, WC. STEEL GRADE SHALL BE ASTM A570 GRADE .25' C Fy - 4-0 k*L 2. SHORt LINTELS AS REQUIRED TO COMPENSATE FOR DEAD LOAD DEFLECT04 ON NONACURM MASONRY. 3. LINTELS TO BE USED WITH BRICK UNITS HAYM A wom" rm OF -N= p*L BRICK UNITS .5* 1* SHALL CONFIRM TO ASTW C216. rr?E FSS GRAZE SW. 4.75' 4. STEEL SURFACES IN CONTACT WITH GROUT AND/OR M-CIRTAR SHALL BE UNIPAINTED AND FREE 1PURT OF MATERIAL THAT MIGHT INHIBIT BOND. FINAL RE 5. BEARING EACH END SHALL BE 3' PLUS OR U004S 1'. BEAFMC SHALL BE ON A WWUU 8' 6PS2.5 (16 GAGE) DEEP GROUTED CELL mirk. - .36 3 6. ern- 3000 p*L 2 IN 7. cROUT: 3.000 pol. SLUMP RANGE. 15* TO 11% ROD OR YMATE GROUT. ADEQUATELY TO Daffif mh - -w IN 4 CONSOLIDATION OF GRWT (NO AIR POCXXTS� GROUT SHALL COMPLY VOTH AZTM C476-33 AND BE EITHER COARSE OR FK GROUT. 8. WORTAR: rIPE 'S' OR TYPIE 'M' 30M P*L ALL WAD AND BIED JOINTS 944L K MORTARED 6PS2.5 (20 GAGE) TO PROVIDE FULL CONTACT AREA. Smiru a .213 IN 3 9. TOP REIWORCING OR TOP OF' WALL RVNFORC*#G, fS REOLNRM BY CODES TO PROVIDE A CONT- 4 iNUOUS TIE AROUND A STRUCTURE AND TO PROVIDE FOR UPLJIFT RESrSTANCE AT LMTE1 S TOP mh - .350 IN REINFORCING IS NOT REOUIRED AND 15 NOT PART OF THE POWEltS STEEL UF(TELS, SIZINO OF THE TOP REINFORCINC IS THE RESI"SIBUTY OF THE ARCHTECT OR D40M:k ALTM"TIvuy, TOP REINFORC3NG COULD BE SIZED PER SBCCI DOCUMENT SSTD 10-91 16. BRKX STRENGTH OF 3000 PS WAS USED IN THE STRUCTURAL CALCULATK*M IF 1O.ATTACHMENTS TO TOP OF WALL PER AJtCHTECTURAL ANO/011 ENG*(EERNG DR-AV4G-S. BRICK STRENGTH HK�-" THAN 3000 PSI IS USED. THIE LINTEL AALL HAVE HIGHER 11.MASONRY WALL MAY OCCUR ABOVE COMPOSITE LINTEL HEIGHT. THE DEAD LOAD WVCHT OF THE LOAD CARRYING CAPACITY. CONTACT LINTEL WAY BE EXCLUDED FROM THE LOAD CALCUL-ATICNS DUE TO THE COLO)'OSITE NATURE OF POWERS STEEL STRUCTLIRAL CNGOIEER THE LINTEL ASSEMBLY. FOR EVALUATION OF HIGHER LOAD CAPACITY. 12.STEEL STIRRUPS OCCUR AT THE BLI UNTELS ONLY AND SHALL CONFORM TO ASTM A92 F'y - 60 ksi MIN. STIRRUIPS SHALL BE 5/16' DIA. SMOOTH ROD. STVdW SHALL BE 17. 20 GAGE UNTELS WAY BE USED IN U&U PLACED AT V O,C, FOR THE FIRST 48' AT EACH END OF THE LINTEL (16 STIRRUPS EA04 END). OF 16 GAGE LINTELS FOR ALL UNTELS WITH SPANS OF 8'-0' OR LESS 16 GAGE STEEL STIRRUPS SHALL BE FABRICATED IN THE FOLLOYANG SHAPE. IS 0.60 INCHES THICK: 20 GAGE IS .035 -7-T— le-,az-1/21 INCHES TI-OCK. 13. POWERS STEEL PRODUCTS LtINTE�S + 2 1/2' 41-18 E. ELWOOD PHOENIX. AZ. 85040 PHI 602-437-1160 FAXI 602-437-5409 DAYTONA BEACH, FL GIL SUMMERS PHI & FAXI 1-904-239-9545 PGRI 1-8W-5-42-5576 TAMPA, FIL KARL CRETZINGER LINTIEL-�, AN ALTERNATE SIZE STEEL STFMLf H(MT SHALL BE 2-5/15' Dme 2 1/7'% PGRI 1-800-519-5022 FAXI 1-813-759-M59 wsjs 2' LINTEL HEKHT MINIUS 2*4 1/2" 14. TECHNICAL DATA AND ENGINEERING Poets LwTELs RAW BEEN PER SKETC)t DESIGNED IN ACCORDANCE WITH THE FOLLOW#Q - SBCCl $SM 10-93 6 STANDARD BUWNG CODE - 1994 AISI UGHT GAGE COLD FORMED STEEL DESIGN - 1990 TECHNICAL ASSISTANCE IS AVALABLE FROLO THE MANUFACTURER ON SPECIAL DESIGN PROBLEMS OR LINTEL DEPTHS DI.FFERENT THAN THOSE SHOWN IN THE LOAD TABLES. STRUCTURAL ENGINEER FOR THESE LL4TELS IS., CARUSO, TURLEY. SCOTT INQ PAUL SCOTT P.E. 2702 North 44th Street Suite 200 Phoenix, Arizonc 8_4W8 Phone No. (602-�-912-9120 Fax (602) 91'2-9390 IF AN INSPECTOR, CONTRACTORs SUBCONTRACTOR, OR PLANS EXAMINER HAS ANY TECHNICAL QUESTIONS PLEASE CALL PAUL SCOTT P.E, COLLECT. 15. INSTALLATION POWERS UNTELS ARE To BE INSTALLED *4 ACCMANCE WITH STANDARD CONSTRUCTION PRACTICZS, SET TO PROP" UW AND LEvV, PLUMB AND TRUf, AND IN CORRECT RELATION TO OTHER WOW. �,77. 4 i J; 'IT r 1� 00 7 GENERAL DESIGN CRITERIA: r e 71 In 10. Contractor shall prr uppo,M g:- steel. ovide spa,c ' rs chains, bolster, etc., necessary to s rt' U, expos en 't s a n Support items which o' ed c o nc re t e s' ces shall have 6 hich Vasttc I d r 1 i less steel. P Codes: 2001 Florida Building Code, ASCE 7-98, A C1, A TIC, NDS, A WPA. APA. (Latest addition). 11. All r'einforcing' detail s shall con to Manual of Staiidard Prac t i 6 e fo r,',-`,V e t a i 1 i A g re i�ifb)-c 6 d �:CbA tM cre e h n structures A CI 315 atest' -w the it io f n 7unless' detailed' ot i s'e a e*7 12. All concrete. work sha 11, be in accordance .with' the building "code r0q yi tJbr' t 6npretm r GENERAL N OT E S 'for struc Ural concrete or.. d� s#1 A 318 (latest 0 d it o'n). an d specifications t ng C1 30 t.':M' I It is the intent of the Designer that this work be in conformance 7with all requirements of the authorities All contractors shall do their wor k R00FINC: having jurisdiction over this type of construction and occupancy. In conformance with all applicable codes and regulations, 1. ing shall com y ithm, 2001 FBC Chapter 15'. m Roof pl 2. The contractor shall verify all conditions and dimensions at the job site prior to commencing work.' LL 2. Asphalt, shingles shall be :desi ned for wind zone, �,of the structure,,. 9 3. Contractor shall supply, locate and build into the work all inserts, anchors, angles, plates, openings, sleeves, hangers, slab depressions, and pitches as may be required to attabh and ' accommodate other work. 3. Follow the manufacture 's attachment schedule -Ifor the ind zone of- the Str t oure, 4. These documents, as instruments of service are the property of the Designer and may not be used ' or re-pr9duced 'As halt shingles 'shall co7h 4 ith 'ASTM. D 3161, without expressed written consent of the Desi ner. p 9 5. All d e t a I s and sections shown o n the drawings are intended t o b e typical and s h a 11 be construed to 'ap I t M-AS-ONRE.- p y 0 any similar situation elsewhere il n the wo rk except where a different d e t a.il is sho wn. I All masonry work shall b e in accordance w 'th ACI 530M ASCE 5 TMS f i e 'pre pa ra n 6. The owner will provide contractor with a soil 's investigation report and analysis. All requireme,Ats or,;, tio and soil compaction specified in the soil report shall be followed uless, additional more strin'gment requirement s'. are 2. Concrete, masonry units. shall :be ASTMC90- 75, hollow l ad-Bearing Co e Ma nry Uni t s specified. Notify Designer if foundation conditions encountered dijffer from exploration, information mac e available 0 2 O'�0 Grade' N-1. normal weight,, With a minimum compressve strength ' p (f*:r' n=1350 P i), t o the contractor. PS a rr 3. Mort r shall confo a �to ASTMC270 and be of type M or S.' 7, It is the contractor's sole responsibility to determine erection rocedure, and sequence to insure the sajet,y .,of 1he ,builing , p and its component parts during erection. 4. Horfta' n' ta'l masonry joit, rOin forcement shall b galvanized t russ-it ype with 6 1 p' at, �all spl ice 'a;�id ac p; ed at e ve ry other .block". course, maximum . 16"o.c. 8. Temporary bracing. Contractors shall be responsible fo r all temporary bracing that is required during construction rwse o I int0s ver all openings unless noted. otho, to keep structure safe and plumb until the entire structure is in place. Bracing 'Provide pre cast concrete 0 n dra,wing . Li reinforcement fo r the . giv en spar� od ,,tng c shown on structural drawings is fo r the completed structure only. ntels shalt be of sufficient' size and 1, d, ondit io s. FRAMING: 9. Ver 'fy all d i-mensions pr "or to fabrication and construction, 10. Subsurface soil condition information It's not availab le. Foundatioins are designed *Idi ode s M` ng, exc odi fie for a 200.0 psf soil bearing capacity. 1. Chapter 23 of the 2001 FBC' bU'L ng C hall! be used fo r all wocDd t,' as d.. Contractor shall report any differing c ond i t io ns t o the Engineer of Record prior to commencing work. 4 y the plans and specificat ions. 2. All wood framing shall, be fabricated and installed per ALTC and TPI and:, Nat'londt Design CONSTRUCTION NOTES: Specifications fi)T Wood Co A s t r'uc' tion, CONCRETE: 3. All framing anchors and. connect ors, noted on draw 'ngs by Si on' or equal. Im All concrete shall have the following m i n ium compressive strength a t 28 days: to w'eathe ontact with asonry, c o or 'so hall, be press.ure -re e oot ings------- ---f'c-=2500psi 4. All wood members exposed i nq rei e S t at A slab on grade, f re m a n i n concTe t e--- - ------- --f'c=3000psi 9 Co. v e a s s, necessary and. i o r:- ac t on 64 5. Coiitractor shall pro id ''It t ng device su t e_d h I f app, ca, Fastening subject to: moist ure,. 'shall be ot-dip galvanized,. -.to ASTM158�80. 2. All cocre te slabs on grade shall b e thickness as indicated on t h e d 6 mil. polyethylene (vi S' qyeen) vapor barrier. Such slabs shall b e reinforced with 6x6 W1.4 x 1.4 wwm la ped 8 at edges and ends in confirmance with ASTM-A 185 or p y WIL p a tio *th A.I.S.C. s�pec ifi Fi b e mn e s h Reinforcement with minimum 2" ber length at ILBICY complying with ASTM C 1116. . .6. All metal connection nd fq b ri* 'a ns shall com I edt ions. P LLJ. ers 0 3. il I n d er- concrete slabs shall b e clean sand fre e of debris and ot her deleterious material. Fill shall be compacted to, a 7. Solid!. block all joist and raft, at point f support.. density of at least 95% of Modified Proctor Maximum Dry Density (,ASTMD1557). Fill shall be treated with termite 'shall-' compl w i t h NFPA ona4 D pe c i ft c a 4.i ans, 'fqr',.,, ural t i poison before slab i s placed. 8. Prefabricated s�truct russe y Na esgn. d 0, e ifications for Metal Plate' 'Co n' nected, f oo rt1sses.:,, n, Wood Construction IPI D gn :15�pec 4. Footings shall bear upon undisturbed soil or upon soil compacted to a density of at 95% of Modified Proctor aximum 17, C LJi Y c urer � regis�tOred gngineer� Drt Density (ASTMD1557) for a depth of at least two feet. belom the bottora of -the footing- All trusses. shall,. be. designed:.'Ad�hd cert ified b y Truss Manufa t <5. Where shown, cores of block masonry shall be filled with coarse gro)ut or pea a r s a 'd d t 10. Cont.r, cto it correlate 'Witk: truss manufacturer to ensure adeq?Amte. 6-eanng s pro, ia I . . .. .. . I . . . . I .,. . ., .,.. OD gravel concrete with minimum compressive strength of 2500 psi at 28 days. �co a russes, end reactions of 11 9 t 6. Reinforcing steel shall be ASTMA-615 Crade 40 deformed new billet steel LO fa a ra ith 11, Tru�ss m.anu cturer . shall ubmit sh p d wings and design, notes wi an engineer s eal approval. conforming to A C130 1, AC1315, AC1318 and CRSI Manual of Standard Practice, 'a t 1 t , s I s- to inc'l e e ra Q -ass 'to trU4ss,.c6nnec 6 rs d De,, gn no;t e a(latest eAt ions). S pa rus s e s utilizing 'the connector The contr a' ct6r shall ap, ve . ja ud ted I ad ca' city. ,of� th c to. f0ricate'f.i proposed rb br CL insta a wings c 1 1 t ion ra sho.win shape .�and :1 aypt 7. All continuous ertical and horizontal reinfor ing steel in, footings, beams and d g size,. columns shall be lap spliced a minimum of 36 bar diameters or 24". ter. '12. Brace trusses durng erection and permanent installation. to comply with, ;BWT n 8. The following minium concrete cover shall be provided for reinforcement: 3"-- - ---Concrete cast against and ermanently exposed to eartla. Its p 13, All prefabricated wood. trusses shall be securely fastened to their 8uppo'rit.ing wa or ea w,it po 2---- - - --Concrete ex sed to earth or weather, #6 Bar and larger. urrcane clips or anchors., 2"-- ----Concrete ex osed to earth or weather, #5 Bar and smallier. p oot, f,'Q ng. oide a srao th, unbroken interior,r wa ui-fq 1 '112"--Concrete not exposed to weather or in contact with earth for the primary reinforcement, N. At volume celing. co7iditions, at ign t rus e t 0 S ni ties, s t iru ps, and spinals in beams and columns. TEEL, 9� Ho-i-izontal beam and footing bars shall be bent 25" around corners, or corner bars with 25" lap shall be provided, 1. Structural steel shall conf6r,M� to AISC specifications fo r design. anc� abti'c" ation and 'erect io#, of structural 'steel, for.,- 4 (tatest' edit ion). 0 a- Welded connect ions-- AWS DL---------- ----------------- b. A nchor bolts-- AST' *-��A` �S07, c. Structural steel shapes, plates, etc. shall. conform AS'TM. A�.36 U, I- Z- r S EET A 1/16'STRUCTURAL ROOF SHEATHING ALL MEMBERS SHALL BE SYP 2x4 OUTRIGGER Wor. BLOCKING REOUIRED BETWEEN OUTRIGGERS HURRICANE CLIP H,25 OR EMAL SIMPSON A35 @ 48"oc- 2A BLOCKING@ SHEA7 HING JOINT 4*FROM 2A BARGE RAFTER CONT GABLE ENE) SHINGLE STRIP FASCIA A -Y4' DECKING 2A SCAB CONT.TOP TO BOTTOM TOP CHORD OF GABLE END TRUSS CHORD @ B'FROM GABLE DROP 3 I/T DROPPED GABLE TRUSS -eel' 2x8 FL. JOIST 3-12d NAILS TYPICA j_ 2x8 FL. JOIST X-BRACING CONT.20 SCAB FROM TOP TO CHORD w/ (3)- 131-x 3- NAILS� F-4 /��NAIL LATERAL BRACE TO 70P L AT BOTTOM CHORD @ X-BRACANG 17 elzl LLJ 2x& PT PLATE - (PROVIDE ADOITIONAL 2x4's @ 131'x 3' 0 G'oc. VERITICAL IF HIGHER THAN 48% PRESENr Q TERMITE SHIELD 2A SCAB IF VERT.WEB Iq W)T N 12 BRICK TIE 0 32"oc. 2x 8 PT PILATE TO F ORM AN V SHAPE.) 2x8 PT LEDGER w/ CONT,2�410#2 SYP LATERAL 1/2'x 8* A.8, * 32"OC, NORWEGM BRICK w/ J5 0 48'oc. V. EPDXIED ANCHOR TOE NAIL TRUSS TO DOUBLE AT 32-oc. INTO EXISTING BRACE 4 wl 2'x.2*x 1/8' WASHERS PLATE w/16d com @ 8,oc- 6' CMU STEMWALL MASONRY WALL 2A BLOCKING @ 48oc. BOTTOM CHORD OF GABLE BETWEEN GABLE AND FIRST ClUT AT 45 degrees END TRU15S TRUSS. to, 2- IS'S CONT. EXISTING WALL AND FTC 2-2x4 TOP PLATE 105 VERTICALIN FILLED CELL. 2x4 STUDS @ 6'oc. IN LIN S CONT ., TEL COUSSE. OPTION A, 6" STEMWALL INSIDE BRICK OPTION B: PT LEDGER TO 'BRICK WALL TYPICAL FOUNDATION OFFGRADE 2A X-BRACE 8'-0'oc. REFER TO DETAIL"O" OPTIONI PICAL GABLE END IRAMIN13 TYPICAL CONNECTION OF GABLE TO CMU WALL T N.T.S. N S. PREFA13 45 degree COWER UNIT r) ALTERNATE NAILING I CONNECTION TYPICAL NAILING ALTERNATE NAILING 2 1 05 VERTICAL IN FILLED- CELL THIS 140TE IS TO DESCRIBE APPROPI?t�TE MEASURES TO TAKE WHEN EMBEDDED TRUSS. ANCHORS HAVE BEEN MISPLACED. STRUCTURAL MMS Lap in double plate 12-16d 16-0.131"x 3 1/4*gun nails 20- 12d sinker 1. IF THt Dsukt* YHE.,,STRAP BEING OFF IS BETWEEN 1/16' 10 common S 1/2'. NO CORRECTIVE MEASURES ARE REOUIRED. I WNT. IN LINTEL C:OUf;6E .2, IF THE DISTANCE OF THE STRAP BEING OFF IS. BETWEEN .9/16* TO i% A W006 SHIM OF 6"o.c.on edges apd 12"o,c. in the field with 8d common, 6"o.c. on edges and� 12"o.c. in the field with 0.131 x 2 1/2" 44 o,c. on edges and 8"o.c. in 6eARIN6 KALLS 514ALL Ee 1. ALL LAPS IN TOP PLATE OF APPROPIATE THIC�NCSS MUST BE INSTALLED Sw. gun'nails the field with,0.099"x 2"gun nails BETWEEN THE STRAP AND THE TRU$S'WIDTH AND A HiNIKO OF 4'-0"A!4�ZiLm?VATH 12- 16d COM hearwall box, screw shank or ring NAILS COR to- 3'x .131 NAIL!�. s INCREASE IN NAIL LENGTH TO EOUAL OR EXCEED THE THICKNESS' OF THE SHIM. 3"o.c. on edges and 12'o.c. in the field vAth 8d commori". 3"o.c.on edges and 12*o.c.in gun nails 3. IF 1HE DISTANCE OF THE STRAP BEING OFF EXCEEDS 2,ALL &AME H05 SH[^LL BE 13ALLOON FRAMED OR PEP DETAIL. shearwall box screw shank or ring field with 0.131")K 2 1/2" OPTION 2 r. THEN THE STRAP MUST'SE REPLACED.WITH THE -f I SM) the APFROPIATE'FIX AS REOUIRED,BY THE UPLIFT LOAD 3�ALL SHEARI ALLS SHALL BE HAILED AT�I'oc_OR 6*0C. ENC.&PART.ENC. PER THE ATTACHED TWO DEATILS. (A5�NOTIEO)'ON ALL E06EL5 AND 12'oc.,INTEROIEDIATE wV bd C45t4"AIL5(U.ONJ BLOCK ALL UN5UPPORTEV 7- 10d COM NAILS EVC�ES HITH 2x4 FLAT)45e 13LOCKIN5. %-eARNALLS, 112"or 7/16"Roof 6"o.c.on all supports with.8d common,ring shank or screw 6R o.c.on all suppoft vvith 0.131"x 2 1/2"smooth, ring or TYPICAL 'ROOF ME.MOE SHALL ee'154�2*COX M`1116'0513.(UD.Nj SIMPSON MTSMI6 IWIST Sheathing, 120 MPH shank,4'o.c.edge nailing within 4'of roof edge and.ridges annular shank gun nails,4"o,c.edge nailing within 4'of roof edge and(idges IMPg" STRAP w/ 4- 1/4'x 2 1/4' .4.STRAP HEADER STUDS TO DOWLE TOP PLATE P#/ S HEX HEAD TAKON MASONARY 5PI44/6 AT EACH END'OF HEADER AND MAIL Pl/12- NOTE: ANCHORS. x 1 1/2 NAILSOR 12- .2�4*x 2 t/2*EAM NAIL 5. SHOWD M HAILED TOÐER:AT 6*&'.W 12d"HAILS,( 13fx CONTRACTOR MAY CHOOSE ANY OPTION (U.0NJ 5.HEADER STUDS AND HEAVE 3")5TA&&EREQ_ CLIP.MIT TO 50M "TE:V41TH A- SPH4/6 CLIP AND NAIL HIT.K 12- x 1-1/2 NAILS Simpson LSTA I I - I od common in each end(22 TOTAL) 30 O.ALL "NP I QH AND QQ0R C T BE DE-516NED Simpson,LSTA24 9- 10d.common ineach end(18 TOTAL) co TO"TOSTAWTHE DES" Simpson' HTS30 10-I Odcommon in each end(20 TOTAL) 12- 10d x 1-1/2" NAILS EACH END(24 TOTAL) CMU BOND BEAM P51 1.ALL 0014NECTO.RS.ARE SWpsm OR EOJA4.'(UO-Hj _§7m-pson MS FILLED w/ 25W I-BA51' I TA36 13-I Od common in each end(2�.TOTAL) CONC. AND 1 15 CONT. 6.PCMDATIOR i*51&H 6 -0 ON H MFVM SOIL M^RINC7 CAPACITY or- 2poo 01. C\1 Simpson SPH4 12-1 Od x 1-1/2"NAILS co �EPAIR_�IOR �M�SSIN��HETA�L �LIP�.... Simpson.H2.5A' 10-8d.common(TOTAL) 0 C\2 01 (2) 10- 10d x,11/2 IN RAFTER 10- 10d x 11/2 IN PLATE Simpson H16 Simpson LTS12 5-1 Od common in rafter and plates 5- 10d x 11/2 nails in rafter and plates Cq Simpson'MT$12 7-10d common in rafter and plates 7-0.148'x 1 V2`nails in rafter and plates C\2 0 Simpson LTAI 12- 10d x 11/2" r In, cr) Im U) Simpson PRD8 24-114"x 5'09 screws Simpson MGT 22- I Od common $impson HTFT16 18, 16dcommgn Simpson HTT22 132-16d sinkers 0 Z 0 2x10 PT w/ Y2-X 6- �1� 2X ST WEDGE ANCHORS Voc. NUT W . Q 15/32- COX OR '7/16' OS9 SHEATHING- NAILED AS PER L) Ilfl-*x 12r� 'K 1./8' WASHER SCHEDULE /,--TRUSS FLOOR 'SYSTEM ZX,PLATE (SYP) W/ TPP4/6 0 32" O.C. FLOORING MATERIAL 2 x 4 ROOF TRUSSES 0 24' OC. /-3-�I 6d COM 0 EA. of COW. FRAMING F113E GLA5 P�-JOIST BLOCK (TYP.) 1 2 THREADED:01) w/ ROOF SHINGLES (U.O.N.) 0 1/2' iHREAMO COUPLING SIMPSON LTAI 05 TYP. EMB. CLIP AT EACH 3-12d COM (TYP.) 2 x 6 PT SILL' TRUSS.(U.Q.N.) 1/2' X 6" ANCHOR BOLT 2X4 B[_0CKING 0 24"OC. DRYWALL 0 32' ox. \�]x4'PT w/ !/4*x 3* U-LINTEL ./ 1 1 5 COW. TAPCONS @ 32"oc- SHEARWALL I 1 5 VERTICAL.AT :48- o-c_ POWER STEEL (INTEL FLOOR SYSTEM IN ALL CO RNERS AND ON EACH SEE FLOOR PLAN FOR SPECS. AND SIDE OF OPENINGS SEE MANUFACTURER'S DETAILS. \-1/2* CEILING BOARD TYPICAL POWER STEEL LINTEL' TYPICAL FLOOR SYSTEM PARALLEL TO CMU 6* CMU U-LINIEL w/ 1 15 FILL w/ 3000 psi PEASTONE MIX CONC. 4 _-NORWEGIAN BRICK WALL w/ 1 15 VERTICAL AT V-0- oc. ( FILL CELL)- (U.O.N.) (i FURRING (OPTIONAL) DRYWALL < 4 z LL4 2 4' STUDS 0 16, O.C. MIN. 25" LAP IN ALL VERTICAL REW No. 2 or 8t. SOF _ __2 4 STUDS * 16* ox, I -_fj'sVER7M 0 V-0aC. WX.. No. 2 or BI. SPF AT EACH CORNER AMD EACH SIM CLIP STUDS TOP AND BOTTOM OF OPENWS. W/ SEMCO TPP4 0 32' ox. CLIP STUDS TOP AND BOTTOM FOR OFFGRADE CONSTRUCTION W/ SEMCO IPP4 0 32' o.c. REFER TO DETAIL 'P' 1/2" it I- WEDGE ANCHORS 0 0 32' d.c. 1/2- x 7* WEDGE ANCHORS 1 #15 CONT. 4. 6-0, 1000.Wftl OR 41 C40WETE 15LAB W/ 0 32" o.c. 80 FIVERKSH REWORCEMENT 4 E 6�6, �100 0.WWU OR 4' CONCRETE SLAB w/ 4- FIBERMESH REINF, 5x6. 1Ox1O WWM OR 6 MIL VAPOR S�RRIER'OVER FIBERMESH REINF. 1 5 CONT. SHEET: T_ TRrAIED. COMPACTED 'FILL y 8- CMU STEMWALL 4-1 41 a WIL VAPOR WRIER OAR 7REAIED Am.D,CO�ED FILL 6 MIL VAPOR BARRIER OVER 10.0000 __--2- 15's CONI. a TREATED & COMPACTED FILL (2) 5*s CONT. 3 #5's CONT. CLEAN COMPACTED FILL 8- 4" 1' 8' (2) 1 5's CONT. FOR 2--S'TORY USE -10"x22" MN. 25'�LAP 0 COPMRS NOTE- FOR 2-STORY CONDITION NOTE: FOR 2-STORY CONDIT" #5's CONT. V-4 1.-#5 CONT. USE 1*-B*,WIDTH. w/:3 #5's CONT. w/ 3 USE V-8, WIDTH W/ 3 #5' -ON7. TYPICAL MONOLITHIC FOOTING FOR BRICK TYPICAL.THICKENED EDGE FOOTING TYPICAL INTERIOR �EARING FOOTING TYPICAL INTERIOR BEARING. 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