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"D / PANEL Standard Web L 2 2' TOTAL LAP 0 0 0;j e 0 90 0 0 0 0 0!� 19 o e o 0 0 LEGEND 4- S TUGG n O O Holes punched in purlin 2" 2" o" ,'-o" • Bolted holes 1'-1" Holes normally not bolted W Holes that align but are not bolted LAP PATTERN FOR ' ZEES 'JAI 9754 2 PL t�z PrTAIL QF Z':�)b S-JFPDATS �Dfr' A1.114 rAV� Izo)'RUAI REVISIONS I BY ■ ORAWN 1--i ?-�� C H E C K E D 9iO4T E b ,c-7 SCALE 'k' 7t,D JOB NO. 2 )PE ✓ SHEET XT 3 OF SHEETS REV18101Y8 BY GENERAL EARTHWORK SPECIFICATIONS 1_ Clearing A) The building area, plus a minimum 5-foot margin on all sides shall be cleared and stripped of all vegetation and surface organics, and any existing structures, pavement sections, or other deleterious materials which may be encountered. MASONRY 1. Masonry structure is designed for 110 MPH windload rind per ACT 530-88. Engineering inspection is required. 2. Masonry to be Rinker Type T-1011T-11 or equivalent. having fm' at least 1170 psi. 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 affect proposed construction or associated earthwork_ D) Following the above., the cleared and stripped area shell 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 material. 2. Subgrade Soils Compaction .A) Exposed subgrade soils in cleared and cut building area shall be wetted as needed to achieve near -optimum soil moisture conditions, and deny; i. f ied to the degree and depth svec i f i ed below. B) Subgrade soils compaction shall be 95X of the material's theoretical maximum dry density, as determined by Modified 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 from, 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 compactioi) equipment. D) Depth of subgrade soils compaction in slab areas is 1 foot below cut. grade. 3. Fill Material Placement and Compaction A) Fill soils 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) Each 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- Compact i can Tes t i ng A) The specified depth and degree of compaction for subgrade and fill soils shall be verified by in -place density tests conducted in general conformation with appropriate ASTM density testing procedures. B) Density tests shall be conducted for each foot of compacted thickness at each test location. C) Minimum frequency 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. Special Considerations A) Foundation and slab areas shall be wetted and proof -rolled prior to pouring concrete in order to re -density surface materials which may have been disturbed by utility installations and other construction activities. B) The earthwork contractor shell be aware of nearby structures, and use vibratory compact ion equipment t.%ii th appropriate caution. CONCRETE 1. Footings are designed for a safe bearing pressure of 2500 psf and concrete fc'=2500 psi per ACI 318-=19. 2. Slabs are of floating type of varying thickness designned for a safe bearing pressure of 2500 psi' and concrete fc'=2500 psi_ 3. All existing cond i t ions and dimensions snail he verified i.-, the field by the contractor, prior to fabrication 3f any naterials or construction of foundations. 4. All reinforcing.shall be high strength new billet steel conforming to ASTM designation A-615 (fy=60000 psi). All stirrups and ties shall be new interr)ediate grade steel conforming to ASTM designation A-615 ;fy=40,000 psi). All reinforcing shall be fabricated and placed in accordanc-e wrth the ACT's "Manual of Standard Practice for Detailing Conr_rete. Structures" iACI-315) and the latest CRSI manual "Placing Reinforcing Bars." 5. A11 necessary reinforcing bar supports and tie wikres shall conform to the latest CRSI manual "Placing Reinforcing Bars." Use concrete bricks for all reinforcing support on 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 AS T Ni specifications. Four cylinders shall be. made. by the laboratory for each 100 cubic yards of concrete 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 placed. 7. Provide concrete protection for reinforcing as follows: Footings 3" Slabs 1" (top cover) 13, Mihi rrumlap length e:% einforc-InC3 L.aless, _holm otherwise: p, 4 12 Na 5 Zc� u' 611 Crane/ ,5ec; l s10b w! l.Q ryberg Trod, ""ARP e5AL-or equ i vcil mrl'', 4. All grout filled cells shall be filled with pea -rock grout conforming to the requirements of ASTM Cr►76 arid, �-,avin ; 8 to 11 inch slump and fc' not lass than 2000 psi ,QXG�I��' 4000 h51 •� (Itltei9� sae de+.Ai l 9, Shy. 5-Z , +o u-se 400o PSI +hroughout, 5. 1f High -I,ift grot, ting is :,sed, al filled vertical cells containing reinforcing shall have clean -outs at floor level. 6. Walls shii l 1 be braced until 3 days after p.l aceme�,;. of the secondary closure. Dour tying t.ne hollow -core planks to the walls. HOLLOW -CORE (PLANKS 1 _ Hollow -core planks shall be obtained from and placed by Florida Pre - stress. 2 _ Contractor steal 1 fal.r irate and place in keyways a]. 1 ce i 1 i ng supports and all purrl in=-upport.s prior to g,r:.)ut ing of keyways by Florida Pre -Stress. The VD. 3 bar welded Z.o l:rurl in supports shall be Grade 40 or we1dabie Grade 60. 3. Contractor is responsible For fabrication and placement of al reinforcing steel <-irid-;econdary concrete pour tying; planks to walls. 4. Top of interior walls mall not he mortared to underside of planks until full dead load c,f structur(� Iinc1udln�; inter- framed walls, has been placed on cne planks. +hin lciycr- nF !'t�zuc.i;:- Levci i n 9 Fioo�- Rex>ur-9Mc.9r�- 12 'l °� Col equivedenf) no��i he ueeA +rw Ivrovlde q eriat�� h uncicr-10y rent Fvr Zf Floor f i ni*h reciter iq lam, MAWN CHECKED DATE q/ /e / e� SCALE Ah�> /../�EE JOB NO. QZ J.•/ SHEET OF SHEETS 1rTEUMYW POST 18AL-20 - 24 x 36