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thread809-159697 I am looking for some guidance on 5.11.2.1 (API-650 13th Edition) regarding overturning. Calculating OT resistance and sliding resistance for Wind, but need clarifiation on the Parameters M-DL, and M-DLR. The tank is a new 52'D x 32' open top tank that will have an aluminum...

Thanks for the clarification.

TravisMack, Thanks for the response. No I am not the Engineer of Record, I am the Plant Engineer evaluating design basis with the Sprinkler Design firm to ensure that we get a code compliant system. No, we are not storing non-metallic IBCs. My question is in regards to 6 pack plastic quarts...

I am working with a Fire Sprinkler Company that is indicating that we should use NFPA 30 Table 16.5.2.9 for wood pallet on floor stacked storage of cartoned plastic quarts of Class IIIB combustible liquids. I have maintained that NFPA 30 only lists rack storage with in-rack sprinklers (and...

I am seeking peer opinion/discussion as to a statement that is presented in a book entitled "Aboveground Storage Tanks" by Philip E. Myers, in regard to calculating design loads for storage tank columns that are within the tank. The column baseplate would be subject to hydrostatic load. The...

I am seeking peer opinion/discussion as to a statement that is presented in a book entitled "Aboveground Storage Tanks" by Philip E. Myers, in regard to calculating design loads for storage tank columns that are within the tank. The column baseplate would be subject to hydrostatic load. The...

I want to ensure trench dimensions are sufficient to prevent overflow, and also size discharge pipe. There is no infiltration/exfiltration. Inflow to the trench is entirely from surface runoff, discharge pipe will be located at one end.

I am new to Hydrocad and am looking for recommendation as to best way to model a rectangular trench drain. Total drainage basin is 36' wide by 600' long with the trench drain running N/S down the center for the full 600' length. Paving is sloped from the west, and the east at 1% to the trench...

Thanks so much WillisV for your clarification. It is my understanding that shear as high as 6sqrt(f'c) is allowed subject to the Deep Flexure Member shear equations that consider Mu and Vu at the critical section.

ACI 318 - 11.5.5.1 States that a minimum area of shear reinforcement shall be provided in all reinforced concrete flexural members (prestressed and nonprestressed) where factored shear force Vu exceeds 1/2 x Phi x Vc; except: (a) Slabs and footings; Do I interpret this to mean that in slabs...

JAE thanks for the suggestion, but I don't think that will work. After piles are driven to capacity, pile tops have to be cut off to proper elevation.

I am planning to utilize precast concrete piles for a foundation in Seismic Design Category C and IBC 1807.2.23.1.1 requires concrete piles to be connected to the pile cap by embedding the pile reinforcement or field placed dowels anchored in the pile cap for a distance equal to the development...

I asked if I could do this and they said due to insurance concerns I am strictly prohibited from working on my site. However, problem is resolved! I wrote faxed a letter to the company citing the code and telling them that they must compact or I will ask code official for his interpretation...

Soil is primarily sandy with a some clay. Not plastic at all. Looks like good structural fill but it is native. Site has always been farmlands. I would be happy to just have them run a plate compactor over the stone drainage base. Yes they are using 6mil poly barrier. I'm not sure I even...

I have contracted to have a new home built and am getting stonewalled by a very large nationial homebuilder. They have poured footings and when asked if they intend to compact the 4 inch stone base prior to pouring the 4 inch thick basement slab they indicated that they don't do this because...

I am specifying a pair of stormwater pumps, 50'head @2,000gpm pumping stormwater from storage tank dikefields. Some of the fields are not stoned, so the system picks up quite a lot of sediment and sand from erosion. This problem is slated to be corrected, but for now.... what would be a good...

I am thinking of running foam piping for petroleum storage tank subsurface in earthen dike. Looking for clarification on NFPA 11 Chapter 4.7 regarding specifying piping for this application. Foam solution will be 3% Universal Gold (Kidde/National Foam). Chapter 4.7.2.1 states Galvanized pipe...

Maybe I was not clear in my question. Should atmospheric pressure be 33 feet of water or 33ft divided by SG of gasoline?

I am calculating NPSHA for specifying a 4,000 gpm gasoline pump. I know manufacturer's pump curve prepare NPSHR curve based upon water. Therefore, I assume NPSHA conponents should all be referenced using water. Is this correct? For example I am proposing that NPSHA would be 33' water...

I appreciate your offer. Please send file or scan to dileodm@verizon.net Thanks