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Home My WebLink AboutANALYSIS - 07-00364 - 92 Star View Dr - New SFRPEAK Consulting Engineers, LLC Robert A. Gardner, CE/SE 1625 Highway 88, Suite 301 Minden, Nevada 89423 (775) 782-5050 page I of 10 Project: Scott & Brenda Gardner residence general Contractor Jared. B. Kay Construction 950 Vista Drive Rexburg, Idaho 83440 Date.'August 17, 2007 This analysis and design is limited to the specific items included herein. No other items are implied or assumed. This does not include field supervision or inspection. Liability is limited to the fey for this pro'ect.�This analysis is based on plans by General Contractor for this wood framed single family residence with 1945 square feet on the first float and 1945 square feetin basement and a two car garage with 890 square fejt for a total gross area of 47$0 square feet. Codes: 2003 IBC as amended by Rexburg, Idaho. DESIGN LOADS: snow load = 35 psf roof snow load and 50 psf ground snow 10ad floor = 40 psf wind load = 90 mph 3 second gust, exposure C seismic zone d ROOF DEAD LOADS: COMPOSITION ROOFING 19!32" CDX PLYWOOD TRUSSES INSULATION CEILING FIRE SPRINKLERS MISCELLANEOUS TOTAL DEAD LOAD = 3 PSF = 2 PSF = 4 PSF 3 PSF = 3 PSF = 3 PSF 1 PSF = 20 PSF NEER•ST n AUG 2 3 2001 Ar v (3-1 Qo, 2 0 07 know loads: No increasein snow load requirements from 2003 IBC; therefore, SNOW LOAD = 35 psf no reductions, Roof Trusses: WINDOW HEADERS: W := 5 0.1-3 + 2 5 V: - L 2. M il.-= W. L 2 8 TRY 6 X 12 DF NO, 1 tb := 12. M 121.2 hs:=3. Vd - 2.63.25 V fa 8.25-2 W= 1175 V = 4993.75 M = 10611.719 tb = 1050.665) ns z7-83.597 fa = 302.652 Manufactured roof tr snow live load Dead load: dlk *=W-3. Top chord Bottom chord Total toad vd = 3525 page 2 usses by others: = 35 psf 20 psf 10 psf = 65 psf WINDOW HEADERS FOR 8' OPENINGS AND HEADERS SUPPORTING GIRDER TRUSS GANG -LAM LVL 5 /14 X 91 7/8 WITH DOUBLE TRIMMERS. WINDOW HEADERS FOR OPENINGS 6,'-6" AND LESS 6 X 12 DF NO. 7 WITH DOUBLE TRIMMERS FOR ALL OPENINGS VAND GREATER. GARAGE DOOR HEADERS: L .: -9.5 k W'= =504 + 1014 + 25 V �� F L e , �' 2 8 TRY 6 X 12 DF NO. 1 m 7 ,..t 12, s v t hs it -3. 2'. fa:- V 19.25 GIRDER TRUSS SUPPC)RT- PGT :=S0-22,12 fa v 8.25-2 V - 5885.25 M = 13977.469 TRY LVL 5 1/4 X 11 7/8 tb = 1359.36 ns = 141..6 fa = 305.727 PGT = 1""200 fa = 35 6.6 8 2 A := 5.2 5.11.8 75 S '= 5.2 5.11 .875 2 6 A = 62.344 S- = 123.389 GARAGE DOOR HEADERS GANG -LAM LVL 5 1/4 X 117/8 FULL LENGTH WITH 4 X 6 TRIMMERS AND CORNERS WITH SIMPSON ST6236 STRAPS HEADER TO TRIMMERS AND CORNERS. GIRDER TRUSS SUPPORT: DOUBLE TRUSS:, DOUBLE 2 X 6 STUDS WITH SIMPSON HGT2 OR H6 BOTH SIDES GIRDER TIE. TRIPLE TRUSS, TRIPLE STUDS WITH SIMPSON LGT-3 SDS 2.5 GIRDER TIE. FLOOR JOISTS: L: -I.- 1 TYPICAL W:=50-1.33 0 L lit W - 66.5 AT BEDROOM #3 TRY 11 7/8" LVL/32 = 64 AT L/480 AND 85 AT L/360 BEAMS FOR FLOOR JOISTS: w i 1-z 50 -10 + 25 w= 525 V:= w• L v = X887.5 Z a M W. Nt = 7940.625 8 fb 12. M fb = 1290.634 73.83 + ewe h 87.713. 2.9. .'38v fa:a _ 275 5.25-2 DECK JOISTS: L:= 12 W:= 50 1.33 w = 66.5 = W. 399 2 2 M ;=w -L M= 11'7 8 PLANS SHOW 2 X 8 AT 1611 oc fb :=12. M 13.18 hs3 v - -* 2.10.88 FOR 18' SPAN FOR 161 = 87 AT Lr480 FLOOR JOISTS 117/8" LPI/32 OR EQUAL AT 1611, OC. BEAMS FOR FLOOR JOISTS LVL 3 712 X 117/8 WITH DOUBLE TRIMMERS. fb = 1089.833 Fs := 900.. 1.21.15 FB = 1242 hs = 55.009 DECK JOISTS 2 X 8 DF NO. 2 AT 16110C. BACK DECK LEDGER: W:= 50.6 BACK DECK BEAMS. L 17 W 300 :=W�_ 2 8 '= 12- m 121.2 h k= . 2 } . 2 5 fa v 30.25 FOUNDATION DESIGN v - 2550 m _ 108.`37.5 tb = 1073.02 hs = 60.474 Fa = 84.298 S = 0.8 page 5 DECK LEDGER 2 X 8 WITHSIMPSON SDS 3 OC. SCREWS TO RIM JOIST AT 811 BACK DECK BEAM 6 X 12 DF NO. 1 WITH 6 X 6 POST WITH SIMPSON ECCQ66 CAPS. BASED ON TABLE 1804.2, SOIL TYPE 4 USE MAXIMUM 1500 PSF FOR ALL DEAD PLUS DESIGN LIVE LOADS WITH A 33% INCREASE FOR TEMPORARY WIND AND SEISMIC LOADS. FOOTINGS FOR BEARING WALLS, NOT RETAINING: W:= 5 022 + 810 + 1009 + 5 016 w = 2880 SB = W se = 1440 2 WORST CO DITION FOOTINGS FOR BEARING WALLS, NOT RETAINING 24** X 10" WITH 3-#4 CONTINUOUS AND #4 VERTICAL AT 24" OC AND #4 TOP AND BOTTOM OF STEM WALL. BASEMENT RETAINING WALLS-. �� wq"b.. 7 MAXIMUM RETAINING PER PLANS. = 2000.80"'3 M AS:=12AS-0.174 20000.'.86.8 FOOTING FOR RETAINING WALL.- TRY 36" UNDER SLAB. z tau :=15 0 8.1.5 + 15 0.4 MU= ;000 2 SF := Mu SF - 1.499 M FOOTINGS FOR DECK POSTS: P:_2550 A:= P A= 1.7 1500 2 PLANS SHOW 18" ROUND q =x,1.5 4 SB = p SB = 1443.005 A am. 0 NOT SURE ABOUT RETAINING AT ENTRY PORCH. .31 _ 0.23 3 1.33 RETAINING WALLS, MAXIMUM 7' RETAINING, 12"" CONCRETE WALL WITH #5 VERTICAL AT 1611 OC. d=811 CLEAR. 2-#4 HORIZONTAL AT TOP, BOTTOM AND AT 241", OC. FOOTING FOR RETAINING WALLS 36" X 12" UNDER SLAB WITH 4-#4 CONTINUOUS AND #5 DOWELS AT 16" OC. A = 1.%6% 4A = 1-.304 FOOTINGS FOR DECK POST 18"' ROUND BY 42" DEEP WITH 36" BELOW GRADE AND 6'1 ABOVE GRADE WITH SIMPSON CBSQ6 BASE. 40 it LATERAL ANALYSIS AND DESIGN: SEISMIC LOADS AND BASE SHEAR: SEISMIC ZONE d2. wR :=15.(1945+890) W2:= 10 1745 TW: �W +W D: -TW WR = 42525 W2 = 174:)u TW = 59975 D = 59975 SEISMIC DESIGN PERIMETERS BY ZIP CODE. = , 1.5 1 �� P1.0 1= .2•`, S_ 1 E = 11995 WIND LOADS: SIMPLIFIED METHOD SEE PAGE 292 HR:=33 TO, PEAK HR: -25 AVERAGE ROOF HEIGHT. y :=1.21 yz0 ;= 1. 2 9 FROM B TO C EXPOSURE UP TO 15' a:=40 DEGREES ROOF PITCH 10/12 P �-= 14.4-y PsB:=9.9-y := 11.5.y 1 Ps :i 7.9.y PsG:=4.8.y UPLIFT p00A = 17.424 P5s - 11.979 PsC = 13.915 PsD = 9.559 PsG = 5.808 MAXIMUM UPLIFT. page 7 WIND LOADS IN FRONT/BACK DIRECTION: TPS ;-PsB- 14.72.67 TP:=TPR+ Ps30A-4.5 72.67 2.47.67 WALLS FROM LEFT TO RIGHT: W:= TP 72.67 TPR - 12187. 195 TP = 17885.104 VR = 127.829 w = 246.114 VWL:=w. 22-67 7.5 + 6t+ 16.5 �t X6.6 8 VWGH 21.5+12 WR: : w * 12 12+8.5+6.5 WIND LOADS IN SIDE/SIDE DIRECTION: TPRS := PsB 16.4 7.67 TPS := rPxs +rs3oa .4.5.4 7.6 7 QRS := TPRS 2.72;67 E = 11995 WIND LOAD ARE GREATER THAN SEISMIC LOADS; THEREFORE, WIND LOADS GOVERN DESIGN. vwL = 182.931 vwGx = 269.476 vwu = 10).3 84 TPxs = 9136.623 TPS = 128'74.332 e = 11995 vxs = 62.864 WALLS FROM BACK TO FRONT.- VWB:=-wl TPS 2(4.5 + 3.5 + 6 + 5.5 + 7) WIND LOAD ARE GREATER THAN SEISMIC LOADS; THEREFORE, WIND LOADS GOVERN DESIGN. vw8 = 242.912 V W F := TPS 2•(3+3+ 3 + 6.5 + 3 + 2.33 + 2.33 + 2.33 + 233) BACK 13ASEMENT WALL V WBB := TPS 2•(7+ 5 + 3.5 + 5.5+ 9.5) VWF - VWBB = 211.055 2 3 1..33 $ 6 INCLUDES GARAGE DOORS. UK W/O 3.5'WALL MOLD DOWNS AT GARAGE DOOR JAMBS AND CORNERS: TG. =(vwF .2.3 3.8 - 15.4 2.3 3.1.17 - 10,10-2. .33 3.1-17) 2.33 HOLD DOWNS AT BACK WALL.- TB:- (VWB-3.5.8 --.15.22-3.5-1.25) 3.5 WIND UPLIFT: PUTR:= PsG-2-22 Ts = 1530.795 3� ROOF DIAPHRAGM 19/32" CDX PLYWOOD OR 518" OSB, EXPOSURE 1, APA SPA RATED (32116) WITH 1 0d @ 6ff OC EDGES, GABLE ENDS, FREEZE BLOCKS AND 10d @ 12" oc FIELD. SHEAR WALLS: 1. ALL EXTERIOR WALLS: 15/32" CDX PLYWOOD OR 1/2"" OSB WITH 8d @ 411 OC ALL (BLOCKED) EDGES AND 8d @ 12"' OC FIELD. 2. GARAGE/HOUSE COMMON WALL EXTENDED TO ROOF DIAPHRAGM: 15/32"" CDX PLYWOOD OR 112" OSB WITH 8d @ 4" OC ALL (BLOCKED) EDGES AND 8d @ 12" OC FIELD. TG = 166.3.oy HOLD DOWNS AT GARAGE DOOR JAMBS AND CORNERS SIMPSON HPAHD22.(8 TOTAL) HOLD DOWNS AT BACK WALL TO BASEMENT WALL SIMPSON ST6236. FLOOR TO FLOOR AT LAUNDRY ROOM WALLS AND DINING ROOM WALL SIMPSON ST6236 STRAPS. (8 TOTAL) PUTR= 25J.552 H1:=SHS H5:--455 WIND UPLIFT SIMPSON Ill OR H5 AT EACH TRUSS BEARING WALLS AND BEAM. TOP PLATE SPLICE: 2 MT ;- W. 45 12 rr:= r 10 5. 133 MT - 41531.738 N = 6.239 GRBF E END TRUSS SUPPC7RT: P Ps30A = 17.424 SIMPSON GBC so SBC PGABLE MT1 6 47.67 page 10 T= 871.2.34 TOP PLATE SPLICE WITH 48" LAP WITH MINIMUM 8-16d_ GABLE ; = P534A • 1 2 PGABLE = 209.088 PPF S-3.109 FOUNDATION ANCHOR BOLTS: vwGx = 269.476 s :=660 1.60 s = 3.919 V WGki GABLE END TRUSS SUPPORT WITH SIMPSON GBC BRACE BRACKETS WITH BRACE TOP PLATE OR BOTTOM OF GABLE END TRUSS WITH 45 DEGREE AND AT 481V QC. (SEE SIMPSON CATALOG PAGE 150) FOUNDATION ANCHOR BOLTS 1120V X loll WITH WASHERS 3 X 3 X 1/4 AT 8'* FROM CORNERS, ENDS, SPLICES, MINIMUM 2 PER BOARD AND AT 4811 01c. MINIMUM 7" EMBEDDEDINTO CONCRETE.