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N IX N �r �LeL ,6/j C__ 1 4z.E : 3 '' = i -- 4> MCA{ i �r 'AL L Al cJ �f� � f�r , ��''G+s l 4;: X ! d74r �` r' d A!; , 1 Es yr„ Yr-5 yes Iq 14 J �j YVAO j�% e lip 14 Alf i 3" �1A i " _p_ jvo .� -- �er� Pauli � r' GrbR /' w r~ Ar EX FU4C5A0'SVr 4 9- 1r'4A,l 46 3 err Sal a�T?fte�F k/ PX' �pa r f Mkt Z 9 4.4. D Pouig1 Standard We; --- 2'-2 t-- TOTAL LAP o O ei)K Q n O 0 HOW punched m Purim Qo*W notos JC. MOW nore+ally not b0had Nola " align bw ore not bow LAP PATTERN FOR ZEES _jA/ t_� z�)b SOPPDA76 ) A1614 144y"E"ff,)RLJAI .1A1 RE VMIONS I BY ORAWN CHECKED OATS SCALE JOB NO. 814EET AS. -If 3 OF SHEETS 911,TELEMW poet 18AL-20 — 24 x 36 GENERAL EARTHWORK SPECIFICATIONS MASONRY REVISIONS BY i . Clear ing A) The building area, plus a minimum 5-foot margin on all sides shall be cleared and stripped of all l vegetation and surface organic:, and any existing structures, pavement sections, or other deleterious materials which may he encountered. 1. Masonry structure is designed for 110 MPH winclload and per ACT 530-88. Engineering inspection is required. 2. Masonry to he Rinker Type T-10/T-11 or equivalent having fry' at least 1170 ps). B) Tree removal shall include the extraction of associated stumps 3. Mortar shall be type S prepared by proportion method as :specified and root network. in ASTM C270. C) Clearing of existing structures shall include. the removal of slabs, foundations, debris, and any abandoned utilities which may effect proposed construction or associated earthwork. D) Following the above, the cleared and stripped area shall be cut and leveled to near top of footing elevation. Material cut from the area may be stockpiled on -site for use, as interior slab backfill materiel. 2. Subgrade Soils Cr)mpact ion A) exposed subgrade soils in cleared and cut building area shail be wetted as needed to achieve near -optimum soil moisture cond i t ions , and dens i f ied to the degree and depth specified below. R ) Subgrade soils compaction shalt be 95* of they material's theoretical maximum dry density, as determined byModified Proctor Test (ASTM D-1557, AASHTO T-180). C) Subgrade soils compaction in foundation areas is 2 feet below base -of -footing elevation. If the specified depth of compaction in foundation areas cannot be effectively achieved by mechanical densification fron cut grade, footings shall be cut to desired grade and subgrade soils at the base of footing excavations shall be locally compacted with hand operated compaction equipment. D) Depth of Subgrade soils compaction in slab areas is 1 foot below cut grade. 3. Fill Material Placement and Compaction A) Fill sorts utilized to raise interior slab area to desired grade shall consist of clean, granular materials with less than 10% passing No. 200 U.S. Standard Sieve. B) Fill soils shall be spread in loose lifts not exceeding 16 inches if compacted with heavy compaction equipment and 8 inches if compacted with light hand operated equipment. C) Fach successive lift shall be wetted as needed to achieve near -optimum soil moisture conditions and densified by appropriate mechanical means to the degree specified below. D) Fill soils compaction is 95% of the material's theoretical maximum dry density, as determined by Modified Proctor Test (ASTM D-1557, AASHTO T-180). 4. Cc)mpac.t icon Testing A) The specified depth and degree of compac t i on for subg rade and f i I1 soils shall be verified by in-piac:e density tests conducted In general conformation with appropriate ASTM density testing procedures. B) Density tests shall be conducted for each foot sf compacted thickness at each test loc:atiran. C) Minimum frequf$ncy of in -place density testing is .one (1) location per: every 100 lineal feet of continuous strip footing every 1,000 square feet of slab area 5. Spec cal Considerations A) Foundation and slab areas shall be wetted and proof -rolled prior to pouring concrete in order to re-densi fy surface materials which may have been disturbed by utility instal i at ions and other construction ac:t c ., i t ies. B) The earthwork contractor ,;!)all he aware of nearby st.ruc.:tcjrrc, and use vibratory compaction equipment with -spprr)pr) =jt.e caution. CONCRETE I- Footings are designed for a safe bearing pressure of 11500 p=,f and concrete fc'=2500 psi per ACT 318-89. 2. Slabs are of floating type of varying thickness designed for i safe bearing; pressure of 250A psf and concrete f,-' =2900 psi. 3. All existing conditions and dimensionF. snail he vtr-if ied i the field by the contr•ac.t.or, prior to fabricr)t._on ;f tiny r�aterials or const ru.:. t icon of found�t. L ons . 4. All reinforcing.shall be high strength new bii iu,t steal conforming to ASTM designation A-615 (fy=60000 psi) . Ail stirrups and ties shall he new int erred i :tte grade steel conforming to ASTM designation A-615 (fy=40,000 psi)- III reinforcing shalt be fabricated and placed in ac_corcarnc -_� with ' hc- ACT's "N'-dnucjl of Standard Practice for Detailing Conr,rete Structures" ( AC I _ 315) and the latest. CRS 1 r 6nua 1 "Placing Reinforcing Bars. " 5. All necessary reinforcing bar supports and tie wires shall. conform to the latest CRSI nanual "Placing Reinforcing Bars." Use concrete bri::ks for all reinforcing support can grade. 6. A testing agency shall be retained by the owner to test all concrete. Concrete strength shall be determined by standard test cylinders molded and tested in accordance with ASTI M specifications. tour cylinders shall he r:ade by the laboratory for each 100 cubic yards of L-oncrete poured or fraction thereof, on each day, with a minimum of one set of four cylinders for each day's pour or for each 500 sq. ft. of surface area plared. ?. Provide concrete protection for reinforcing as follows Footings 3" S 1 abs 1" ( top cover) �. Mlnirr,umlar lang hoc#' "rcnforctrl� urIGc4y �.howrr r>fherwisA I ell IJ c�. 5 Zla N0. to � ►"��� i s W,, 4. All grout filled cells shall be filled with pea- root; grout conforming to the requirements of ASTM C4 76 and hav ; ng 8 to 11 inch s l upip and fc ' not i l,_ss than 2000 F)s 2 , QXGAio�' 4000 "I see de+-ai I 1q, shy, S-Z , Peemis5gble �0 Uac 4000 ftl fhroughouf. 5. 1 f High - L i f t g rotting is :ise d, �� l i f i t led ve r t i cry l ce t Is containing reinforcinc; shal l have clean -outs <<t. fioor level. 6. Walls shall he braced can t.. i 1 7 o iys after p l acemen r of the :secondary closure {.your- Lying Inv hot 1 ow-r.r.)re planks- to r_he wails. HOLLO(&-CORE N A%KS 1 . Hollow -core p l.anks shall be obtained from and placed by Florida Pr•e- stress. 2. Contractor sha I 1 fat:r irate and place in keyways Fi 1 1 ceiling supports and all Furl in supports prior to grOUt .ing of keyways by Florida Pre -Stress. The `,o. 3 bar welded i.o hurl in supports shall he Grade 40 or weldable Grade 60. 3. Contractor )fi responsible for fabrication and p iacement of all reinforcing :steel %-)nd seconderry concrete pour tying planks to walls. 4. Top of interior wal 15 sisal I not he mortared to underside of planks until ful t dead load of structure. including interior framed walls, has been placed on t. ne p l anK s . C�, Ato,r; te) rPr of "�Uilc "G ;F..I�cVGi{s q Floor "ulvalar'1t) 5har l he jvrvvlz4e ZrId �1 Qc�r f i ►1i mgf�r � q l5, OQAwN CHNCKEO OATS SCALE � 1 N, a ion O. SHEET I OF SHEETS XTR Pr*%W Pt'tgT 1 R e l .7n - 7n ., x