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7516 NE 153r1 Place NE
Kenmore, WA98028
(425) 296-2993
MATHESON DECK REBUILD
PLAN CHECK RESPONSE
PROJECT NO: 1467 DATE:02/11/15
PREPARED BY: BASRI BASRI PE, SE
Design Criteria
International Building Code (IBC) 2012
American Society of Civil Engineers (ASCE) 7-10
eroiect uescri
Sheet S-1
1. 2 Upper Floor
a. Provide hanger specifications for typical joists, the triple joist, and the double joist
hanging from the triple joist.
RESPONSE: HANGER NOTES HAVE BEEN ADDED ON THE SHEET S-1. THEY ARE SIMPSON LUS
HANGER, AS SHOWN IN DETAIL 8 AND 9 OF S-1
b. Provide a method of connecting the deck to the main structure per IBC 1604.8.3 or clarify how the current
connections transfer the out -of -plane loading into the floor diaphragm without loading nails in withdrawal.
RESPONSE: AS SHOWN IN DETAIL 8 OF S-1, WE USE (2) 3/8" LAG BOLTS SPACED AT 24".
WITHDRAWAL CAPACITY = 2 X 250 LB/IN X 1.5 IN X 1.6 = 605 LBS
2. 3 Roof Level
a. Provide posts/studs below the roof beams where they interface the main structure.
RESPONSE: (2) 2X4 STUD POSTS HAVE BEEN ADDED TO THE UPPER FLOOR PLAN AND TO DETAIL 6
OF S-1
b. The calculations provided for the collar ties show that they are to be DBL 2x10
collar ties rather than single 2x10 as shown on the plans. Please revise.
RESPONSE: AS SHOWN IN THE CALC AND THE ROOF PLAN, THE RAFTERS SHALL BE (2) 2X10.
THE COLLAR TIE SHALL BE 2X6 MINIMUM (SINCE IT IS ONLY IN TENSION). IN THIS CASE, WE HAVE
USED 2X10 FOR ARCHITECTURAL REASON.
3. 4 Detail F1 — The additive load from the roof beam support post and the deck beam support
post is 3418# + 5577# = 8955# according to the calculations provided. The assumption of
2000 PSF soil bearing provided in the notes renders 8955#/2000 PSF = 4.5 SF to be the
minimum footing area required. The footing provided has an area of 3.14 SF < 4.5 SF. Please revise.
RESPONSE: THE FOOTINGS HAVE BEEN REVISED TO 30 INCH DIAMETER WHICH PROVIDE AREA OF
4.9 SF.
4. 5 Detail A4 — It appears that a twist -strap connector is represented, but is not identified.
Please specify.
RESPONSE: THE STRAP IS CALLED OUT ON THE DETAIL TO BE SIMPSON CS22 THAT CAN BE
TWISTED WHEN ANCHORED TO THE EXISTING ROOF RAFTER
5. 6 Detail A5 — Per 2a above, provide a method of bearing for the roof beams down to the
foundation. This is to include verifying any headers/beams that may be effected below.
RESPONSE: PLEASE SEE REVISED DETAIL A5 SHOWING THE LOAD TRANSFER AND MINIMUM
HEADER SIZE REQUIRED (TO BE FIELD VERIFIED BY CONTRACTOR)
6. 7 Detail A6 — Per 2b above, please reconcile the difference between the collar tie analyzed
in the provided calculations and the collar tie shown on the plans.
RESPONSE: AS SHOWN IN THE CALL AND THE ROOF PLAN, THE RAFTERS SHALL BE (2) 2X10.
THE COLLAR TIE SHALL BE 2X6 MINIMUM (SINCE IT IS ONLY IN TENSION). IN THIS CASE, WE HAVE
USED 2X10 FOR ARCHITECTURAL REASON.