1111 CRAFTSMAN WAY 2016-01-01 MF Import

i � FLOOR SLAB SUPPORT As previously discussed, we recommend the upper 12 inches of existing fill beneath the slab subbase be � compactcd to a minimum 95 percent of the MDD. If the existing soils can not be compacted, the on-site soils should be escavated to allow placement of the l2-inch [hick structural fill pad. We recommend that slabs-omgrade be underlain by a minimum G-inch subbase layer consisting of clean 3/4-inch minus crushed rock or sand and gravcl to perfortn as capillary break. If significant tn�ck trat7ic must occur over the slab area during construction, we recommend a minimum 12 inches of crushed rock � subb�sc. I A vapor barrier should be utilized where control of moisture in the slab area is critical (e.g., �ehere an � adhesive is used for tiled or carpetcd iloors). We recommend a vapor barricr consisting of polycthylene � shceting�vith bondcd scams. �Ve estimate that postconswetion setNements due to areal tloor loads should not exceed about '/: to I inch ', over most of the sitc. Up to I% inchcs oCsetdement may occur in isolated areas where the underlying sutt silt is thicker and previous laading has not occured. Diiferential settlements across the Floor area ma�' approach the estimated total sctUement because of the variablc historical and proposed laading at the sitc. �� Ne understand th�t thc boat storage racks �vill be adjustablc to tolerate diffcrential setticment. A prelo:i� can also be considered in diis arca to pre-induce the anticipated setdement. 1Vc can procide dctailcd recommendations for the prcload if desired. LATERAL RESISTANCE � Latcral loads (e.g., wind and seismic) on the strucWre can bc resisted by a combination of passi��e eanh pressures on below-grade walls or on the sides of buried foundation elements, and frictional resistance �vhich can dcvclop on the base of slabs or footings. Thc passive resistance on the face of embeddcd foundation elemcnts may be computcd usinb an equiealent fluid density of 250 pounds per cubic Coot (pcQ for the existinb soils. �Ve rccommend an allowable Gictional resistance be computed using a coef�icient of friction of 035 applied to vertical dead-load forces. 1'hc above values include a factor of safety of about 1.�. DRAINAGE CONSIDERATIONS \Ve recommend that roof drains be collected in tight lincs lor di��ersion into the storni drain system. \�'e rcwmmcnd a perimetcr f'ooting drain systcm Uc incorporated into thc design of the building. 'l hc drainpipe should consis[of rigiJ PVC or ADS N-12, not the tlexible ADS variery. The footing drainpipr should be placed such that i[ is at least 12 inches below adjacent tloor slabs. Roof dminage should be callected in tight lines for diversion into a suitable discharge location. Roof do��•nspout lines must not be tied into the perimetcr footing drain system. PAVEMENT CONSIDERATIONS Asphalt Parking and Drive Areas Parking area and access drive pavement subgrades should be prepared as describrd prceiously in the Ear[hwork section of this report. �Ve recommend the pacement in areas to be used exclusively for ligh[ vehicle parking (no truck parking)consist of 2 inches of Class B asphalt concrete over 4 inches of crushcd surfacing base course. Por paccment in access drives and wck parking areas, we recommend pro��iding !'i(;.\'u 11G5_'��1Ul�OU PG�SC S GEOENGINEER� ,\'uc��mLlr 6.100G