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00-1427-003 ilughes 1.4138 hangers w/ 12-10,J -- DARE COUNTY PRODUCT APPROVED Halls to beexn & and U.L opproved fiberggloss shingles on 4-10d nails to joist one ply 300 ASTM D22S saturated felt to ed 3x6 pt. wood rafters; / 4" and tin cop nailed I) 6"o.c lop and field on 1 24" o.c 1x6 T&G mood decking w/ ruin 2-10d nails ea. 1. This is to certify that as per visual inspection, the site described on our site plan has been observed and this office existing roofingy to 12 _ �-# - rafter (typ) has found that the soilat this site is undisturbed rock and sond adequate of support;ng supporting the structure's design load remain on existing metal floshing of 2,000 psf. This value complies with section 2403.2 of the SFBC and this residence has been designed to meet 3x6 wood decking cont. _ these con dtions. During the foundation reinforcement inspection (excavation), this office intends to observe the (verify 0 field) disturbed soil conditions and shall provide the Owner and the Permitting agency with a certified report stating ? _ _ '� ` '� � T' - / that the foundation conditions are similar to those u on which the structure's design is based on. Contractor _ or Owner shag notify Architect when ready for inspection. -? bott of / / / ' 4rr�c .r two ' �� 2. AN cast-in-place concrete shot be a mix design in accordance with ACI-318 to achieve a minimum compression decking � X i tdge r� 9 /� , / P1 "x '' G.f drip on strength of 3000 P.S.I. in 28 days. x-- i �x4 pt'woad'collt�r ty i� i ° / ! 'T`) 1 " pau j/ < /w/ ifvol/�'bol •S to,d,�. / / /� // 3. Ground floor slabs shollbe oared over gmade. Top 2 feet of underlying sod shallbe compacted to minimum UH24 hanger i �fler S�a.� aj,ea fditer)/ / / neyr�4x�pt,//�/ / / pp - r boil ec�rrv�`� �u es R2 -2211 fwi%d / density of 95 / AASHTO T 180. If flgis adjed, compaction shallbe under the supervision of a Special 0 ends / )N / q� J �/ inspector and one field density test shallbe attained for every 2,500 sq. ft. of area for each lift of compacted soil / �/,E. �/` ,• _,�,; _ -� ; s flips 1 6-�10d,n� y,tbl in accordance with ASTM 01557. All soft yielding or compressible or orgganic soil in this area shall first be i , ' ' hate raf er , t / . ibearry& 6�10d�x' P�? na si removed in its entirety, nd shallbe replaced with clean well railed material, < /2 drywoll ceiling on "� x Kew)i ' (h to oftel' (tXpl ea.raft F y' p 9 2x4 wood framing be weep ass�ow / - I tw � i< beans 1S"o.c w/ 3 2%r , p gg e ,r, � �!_- / (A) Welded wire fabric shall conform to ASTM A-185. Place welded wire fabric in upper 1/3 of slob. < 2- 6 top plate w/ / - r ; t �bo)ts to,�beorr� �` ' , Welded wire fabric shallbe lopped 8" and tied together. two " x 5" lags rigid board insulation between 2 �x8 r(ood-top pia - p �d. column j we,d�col�! / 1 ( framing (R-19) f til t' to,rfote/i 6 ,tdp ) ' j , o U; lot j bo.c do not (B) Concrete shallbe placed without horizontal construction joints. Vertical construction joints can be made penetrate roof) with approval of Architect/Engineer. Notify Architect/Engineer, prior to concrete pour, on intended location of joints. 2 l r l " dr wall wags w/ �2 (C) Cracks in concrete shallbe anticipated. Contractor shallbe responsible for seoling and filling oll cracks. �R-11 372" batts ' General Contractor shall submit to Architect/Engineer in writing location and description of all cracks insulation between and proposed method of repairing said cracks prior to repair. 2x8 t. bott Iate dit�d styeco cote / 4. Unless otherwise shown on plans, la allreinforcement bars 30 or 36 bar diameters, whichever is greater. Bend 2x6 horiz. _i ,r P wci d flush w/ all horizontal beam and wag boys 30" around corners. �catt o two 0 x 3 ;elzisitn ck ,veil l topcons E;t 16 o.c g � � 2x6 vertical wood ' ' i� 5. Reinforcing steel shall comply with the specifications of ASTM A-615. Reinforcing steel shall be ruin. Grade plp� x 60. r studs .6 o.c std colyr+n i (. p V of.-risit,'►r��� st c o; (A) Al bars shallbe detailed and fabricated following the requirernents of ACI-318. Placing of bars shall Hughes 1P8X fate-���� lop rresfy & feat 6 ,ov r conform to "CRSI Recommended Practices For Placing einforced Bars". 5 ,� ( provide hughes TP6X anchor to & bottP late < = g /e stucco finish on_ f plate anchor ea. stud p p / hldck & re-sfuc�o' M all h on 300 sat felt w/ 5-10d nails ea. side ' (B) Unless otherwise shown on plans, lop all bars 36 bar diameters. Bend ail horizontal beam and *oil bars ��„ c 18" around corners, on next 1 wood w/ of stud t to & bot late �' ✓� �,� /� s p Y YP p P 8d no s 0 6 o.c to ea. stud (C) Minimum concrete cover on reinforcing bars shallbe as follows, unless otherwise noted. & plates w/ x' m �-r - ra=pe eh s urea 6 Q t bott plate existing ng c u � 'g" ale x 8" exp. WUN t4 remain � - (is r��Wrel (a) Concrete Beams and Columns................................. 1'12". bolt 0 32" o.c max ?X6 ng Ko spdce p� oo e(b) Formed Surfaces Exposed to Weather..................... 2 . etw�e ,iI Infers deck (c) Concrete Deposit Against Ground........................... 311. new 4" cone. topping s�to*. 'to 4 " wood ngilers , (d) Reinforcing shallbe continuous through all construction joints. pp 4 / ' (e) Reinforcing shag not be tack *aided unless otherwise noted. w/ 6x6 10/10 wwrn FIN FLR- �2 o.c 2��ipag x$ to'2x1 / ,L2xvpt �ckII g'on,' g on existing slob add pt.,�ioo iloo, joist 19 Zro.c _ •12.1 msI ,� . wo floof jai 12.08 to of deck 6. Structural steel shall conform to the requirements of MSC specifications for the desi n, fabrication and erection 2 5 cont @ perimeter - ' f -t - f- - f-= -=- $ . +111916' tom_-_ of structural steel for buildings, latest edition and ASTM-36. Structural steel shall be min Fy-36 ksi. of deck r "' r rr� A. The steel beans and columns shallbe carried up true and lamb and temporary bracing shallbe top of existing slab / /r///ii/ i///�,�/i/;/,;��,�� .i;/,, / �,�;i/;i/i, �/, �,,, / /� „ �.i� ; p -� -- r--� i cone. cover introduced wherever necessary to take care of the loads to *hich the structure may be subjected, IJ ( below grade _Compacted 8x10 cone. ribbon 0.8958' top of ribbon including equipment and operation of the same. Such bracin shall be the responsibility of the General ?� / (typ) c!rrm sand w/ 2'5 cant g Contractor and shall be left in place as long as it is required for safety. / - --� 'sting slob & B. All connections shallbe in accordance to AISC specifications. Steel fobricator shall provide proper 1` edge to remain ------- erection bolts or any other device for proper erection of structural steel. C. All welded connections shall conform to the American Welding Society Code. All welding electrodes " ' �`- �. 1 3'-0"x6' 6"x16"d conc.��� I sholl conform to E70XX electrodes. Al welders shallbe Florida Certified Welders. ad w/ 5 ea. wayy W top - & bolt of pad 9 i0',OX � V D. AJI bolt steel shall conform to the following ASTM designations, latest edition: High Strength Bolts A- Hughes DTC emb strop-- 325, Unfinished Bolts A-307. Bolts sizes sholl be as noted on drawings. anchor w/ 6- 10d oa o joist & II.- --- - - J 4 10d n a i l t oe oii (typ) (E) AM structural steel shall receive one coat of point, zinc or bituminous coating, or equivalent metal protection before erection. Parts of structural steel left unpainted because of welding, or bolting shall _` , 9"x9"x1 " bott late receive a field application of metal protection. Structural steel that will remain exposed to view shall w/ 4-� x 6" Jpboits receive on additional coat of metol protection of another color after erection. i r SM(% to conca pad VA WO� F. Provisions will be made for connections of other trades including cutting and punching of structural \ members, where required by the drawings or, for which information is furnished prior to fabrication. General Contractor shall coordinate such requirements with other trades prior to fobrication. 3 scone: 3/4" r 1%0" G. A)1 shop connections shop be high strength bolted or welded. Submit shop drawings for review prior to fabrication containing ail framing and detailed connections. 7. Building designed for the following five loads: Roof..................................... 30 PSF. Floor Loads.......................... 40 PSF. Stair & Corridors.................. 100 PSF. - 45.08 psf - 47.81 psf - 61.47 psf Wind..................................... 110 MPH as per ASCE 7-88. - 43.71 psf + 42.35 psf -new entry -existing + 45.08 psf + 45.08 psf 40.98 psf wind load pressure structure beyond wind load pressure wind load ressure 8. Structural lumber used for trusses, joist rofters cokxnns, beams structural framing, and bracing, shag be no p Tess strength than No. 2 grade of Southern g wind load ressure �_ - - 13ine, or Dau las F`ir sized as shown on dro*in s. Lumber used for Q -� bearing stud wags shallbe of strength no less than stud grade of Southern Pine, Douglas Fir, or Hem-Fir. _ _ __ _ _ - - A. Provide Dade County Product Approved hurricane connectors, as noted on drawings, to all members I ---- --- --- sub;ect to wind loads. B. Ag woad connectors 'including nails, bolts, washers and nuts shol be galvanized. - I J -_ ��; \✓re.stucco 32 awn 32 awn I -- --- - � existing - - -- - l ConII)011t11t 1111iAI)`31t5 �Witidways Iess than 18' Libove -&de- L=_° _ __J' -- J_ �_---- -J l _ �' L---_--� extend lath & - - ---- felt 6" beyond edge vrcltwd: Al stnxtufes M mean roof height of tess than or=60'-0" ne' 2-25 a*n - -- exist. exist. - ---- --- exist. - -exist. I I A , 1 t3.�s: 0l-1�s-9f m tch exl3t,ng �YYlfl(� Load Amilysis (AS FIR ASCE 7 88) �Igcqexy- - - - --- - ----- _1x3 c ape rnu ion Prot+3J1rae as per 6.4-2 ASCE 7S8 worst caiilition new stucco finish,des►jn rress�g= ,f(�Cp)-(Gapt)) .+ g h�o ft Bade County approved. =► new 3'-0" x 6'-8" E�Fosrxe=c precast cone pedestals -- + 1=velocity pressure=W25FI(z(N)2= 27.32 as selected by owner. dale door new stucco finish Kz,Kh=Velocity Pass. &posure Goer 080 0.8 dada county product, smooth surface t=Importance FWcx= 1 05 approved. V=i3esiC Wind speed= 110.00 bated as ry.3.d-1 ASCE 7-63 jEx1auna(A&ssv@ C-ov5ff:ienry I �� Ekofta - �4Lo&�±ng Lone 4 8 5 Loce 4 Zcx�$� -- _rod - - <20 sq.ft. 1.4 -150 -2 ` 0 >20 sq-ft 13 -140 -1.85 Sl'ille' 1/4" ° Ir•Orr scale: 1/' rr ' 1,•�r, >35 sq-ft. 1 25 -1 35 -1 75 / >50 sq,ft. 12 -130 -167 GCpi=rrrteinal pressure cc-efficient= 0 25 (errclos d) GCpi=ii den nal pressure coef icent= 0 75 (open) cif window size less than 20 sq. ft. Wind Load Design Pressure=p: 45.08 -4781 81 47 if wii-OuN site 20-34 sq ft Wind Load Design Pressure=p: 42.35 45.03 -57 37 If wirtQow site 35-49 vf ft. Wind Load Design Pressure=p: 4098 -43.71 54.64 © 1999w Dorms Arch�t�cts If wkA--Y,.v size greater:har'r or equal to 50 sq ft Wind Load Design Pressure-p: 3962 -42.35 -5246 a.�.a. p.a. TJie Cts�w 2"J Drzvi os for ti.!s p t?tt Are t1rewpert oftrl,SAtci.aeet2.AJRieprofad urjer tb,e cgdrioat >ertitan Aet. L Gc.r;eral Note: Arry crrora, irr,1 3uit1eo,snd ornitsk;ns in drstabnga snd apee.Acatkna 1 j * dro+n bye ,,hag be reported to the are.hitoct for correctkns before arty part of the%wok lg r � � #1� ` e��l0��tre N f.l,J.d.,rt,.d. sheet atart,-J. Unless cr.pre"y at;pulatrd,no additional alkwance will be made in the Ct,ntracs �= r v ` 7r r v v r er for ron J"S aa.,a. and/or manufactjrer'g favor or by virrGie vF cr,Gr'a,arnbfguitbi and/or rxnl�siona i checked by:. which strould have been di3[:V\email during the preparation of the'vk1 estirnato snd � r� 1 0 0I�O , WilIA1,046 r;d.directed to our attention in a timely manner,2. All drawings and designs arc the sob property of Kon Dorris Architec",n.l.n..I'.&and 9,(,fj%Yf DL,( 4&4 r® D_pdAWfi ti! eonnm. no. shall rwt be reproduced without their perrnlsakrm. pgtrjk4#a /9053 4 s �� 66 o e l a m o 9909 3. DO NOT SCALE(:K^'JJNG3. Use flgurod dtrncn3ions only. Contractor shag�arfy afl r�t•?t'7 p1f'fbrJ� � ���' S�I,t�''�W`st 77th'' TQ��O.`11 south mla, , rl11 �+ji�A 1 311 Northeast 8th Street, Suite 202 Homestead, Florida 33030 305,247.8405 fax: 305.248.8812 E-Mail: Dorri5kchgaol.com di net 5k�n3 and crnditiOna. In the�e rt crntTkt.nGt+y u,e ArGt itoCt bofnre IsSVE DATE 2-29 Or' I,roce-min3 with the work.