HomeMy WebLinkAbout921 S Washington St Technical - Building
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Garage/Storage
Structural Design
for
Bill & Barb O'Connor
921 Washington St.
Port Angeles, WA 98362
TP# 0630000-028250
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I EXPIRES A . (:) '1 j
4 SEASONS ENGINEERING, INC.
619 SOUTH CHASE STREET
PORT ANGELES, WA 98362
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4SEASONS (360) 452-3023 · Fax (360) 452-3047
ENGINEERING, INC
619 S. Chase Street. Port Angeles, WA 98362
October 2, 2007
Jim Lierly
City of Port Angeles Building Official
PO Box 1150
Port Angeles, WA 98362
Subject: Scope of Engineering for:
Structural Design
Bill & Barb O'Connor
921 Washington St.
Port Angeles, WA 98362
Enclosed is the structural design of the Garage/Storage for Bill & Barb O'Connor.
At this time, portions of this structure that have been reviewed by the engineer
include:
1. Lateral Forces
2. Beams and Headers
3. Foundation
Please give me a call if you need any additional information.
Sincerely
( \y,,)"~~(~?~ -
\
Donna J. etersen P.E.
I . .
Structural Design
Bill & Barb O'Connor
921 S. Washington St.
Port Angeles, WA 98362
DESIGN CRITERIA DESIGN STRESSES
ELEVATION LESS THAN 625 FT DOUGLAS FIR/LARCH #2- 2 & 4 X
Fb = 900 PSI
SNOW LOAD GROUND= 25 PSF Fv= 95 PSI
E= 1.6 (10)6 PSI
SNOW ROOF = 25 PSF
DOUGLAS FIR/LARCH #1- 2 & 4 x
LIVE LOAD = 40 PSF (FLOOR) Fb= 1200 PSI
Fv= 95 PSI
DEAD LOAD = 10 PSF (FLOOR) E= 1.8 (10)6 PSI
DEAD LOAD = 10 PSF (ROOF) HEM FIR #2- 2 & 4 X
Fb = 850 PSI
DEAD LOAD = 7 PSF (CEILING) Fv= 75 PSI
E= 1.3 (10)6 PSI
WIND SPEED, V FM = 85 MPH
GLU-LAM BEAMS 24F-V4
3 SEC GUST, V3S = 100 MPH Fb= 2400 PSI (T) BOTTOM
Fb= 1850 PSI (T) TOP
EXPOSURE C Fv= 165 PSI
E= 1.8 (10)6 PSI
SEISMIC ZONE D1
SOIL BEARING = 1500 PSF
REFERENCES
(1 ) INTERNATIONAL BUILDING CODE 2006
(2) INTERNATIONAL RESIDENTIAL CODE 2006
(3) MINIMUM DESIGN LOADS FOR BUILDING AND OTHER STRUCTURES ASCE7 -05
(4) NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION 2005 (NDS-05)
(5) BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE 2005 (ACI 318-05)
(6) BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES 2005 (ACI 530-05)
(7) SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS 2005 (ASCE 360)
(8) CONNECTORS FOR WOOD CONSTRUCTION by SIMPSON STRONG-TIE
(9) ROSBORO-APA WOODCAD, VERSION 1.1 by ROSBORO GLULAM RESOURCES 2000
(10) RISA-2D RAPID INTERACTIVE STRUCTURAL ANALYSIS - 2-DIMENSIONAL VERSION 6.5
3
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General Notes
1. Ground snow load = 25 PSF, roof snow load = 25 PSF
2. Maximum soli bearing capacity = 1500 PSF
3. Seismic Zone 01.
4. Wind, VFM = 85 MPH, 3 second gust, V3S = 100 MPH, Exposure "C".
5. Notations on drawing relating to framing clips, Joist hangers and other connecting devices refer to catalog numbers of connectors
manufactured by the Simpson Strong-Tie Company, San Leandro, CA. Equivalent devices by other manufacturers may be
substituted, provided they have ICBO approval for equal load capacities.
6. Roof Trusses: Trusses shall be designed by the manufacturer and design calculations shall be submitted for approval prior to
fabrication. Each wood truss shall carry a grading stamp. Top chord members shall be sized to accommodate roof snow load
and appropriate snow drifts as noted In the IBC. No field modification of trusses will be allowed without the engineer's approval.
Live load truss deflection shall be limited to U360. Total load deflection will be limited to U240.
7. Girder trusses shall be attached to wall framing with Simpson LGT2, minimum 2000 pounds uplift, or equal.
8. Contractor shall provide temporary bracing and shoring for the structure and structural components until all final connections
have been completed In accordance with the plans.
9. Contractor shall be responsible for all the required safety precautions and methods, techniques, sequences or procedures
required to perform his work.
10. Contractor Initiated changes shall be submitted In writing to the structural engineer for approval prior to fabrication or
construction.
11. Drawings Indicate general and typical details of construction, where conditions are not specifically Indicated but are of similar
character to details shown, similar details of construction shall be used.
General Concrete Notes
(The Following apply unless shown on the plans)
1. All materials and workmanship shall conform to the requirements of the drawings, specifications, and the 2006 International
Building Code.
2. Concrete shall attain a 28 day strength of F'c= 2500 psi, 5 1/2 sacks of cement per cubic yard of concrete.
3. Reinforcing steel shall conform to ASTM A615-76A, Grade 40, fy= 40,000 psi.
4. Reinforcing steel shall be detailed (Including hooks and bends) In accordance with 30 bar diameters or 2'-0" minimum.
Provide corner bars In all wall Intersections. Lap corner bars 30 bar diameters or 2'-0" minimum.
5. Lap adjacent mats of welded wire mesh one full mesh at sides and ends.
6. No bars partially embedded In hardened concrete shall be field bent unless specifically so detailed or approved by the
structural engineer.
7. Concrete protection (cover) for reinforcing steel shall be as follows:
Footings and other unformed surfaces:
earth face 3"
Formed surfaces exposed to earth, walls below ground, or weather:
#6 bars or larger 2"
#5 bars or smaller 1-1/2"
Walls Interior face 3/4"
8. Footings shall bear on solid unyielding natural earth free of organic materlal12" below original grade.
9. Concrete slabs In living spaces shall be 4 Inches thick minimum, with 6x6, 10 ga W.W.M. over 2" clean damp sand, over 6 mil
vapor barrier, over 4" crushed rock, over compacted subgrade.
10. Other concrete slabs shall be 4 Inches thick minimum, with 6x6, 10 ga W.W.M. over 4" crushed rock, over compacted
subgrade.
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Wood Framing Notes
(The Following apply unless shown on the plans)
1. All wood framing details not shown otherwise shall be constructed equal to or better than the minimum standards of the 2006
IBC.
2. Minimum nailing requirements: Unless otherwise noted, minimum nailing shall be In accordance with Table 2304.9.1 of the
2006 IBC
3. All structural framing lumber such as 2x_ Joists, and rafters to be Douglas Fir No.2, Spruce/Pine/Fir No.2, or Hem/Fir No.2 kiln
dried.
4. All 2x_ studs and blocking to be Douglas Fir construction, Spruce/Pine/Fir construction, or Hem/Fir construction grade.
5. All structural posts to be Douglas Fir No.2.
6. All structural headers to be 4x_ Douglas Fir No.2.
7. All Glu-Iam beams to consist of Douglas Fir kiln dried 24F-V4 standard grade unless noted otherwise on plans.
8. All 2x framing lumber exposed to weather, and/or moisture shall be Hem-FIr No.2, pressure treated In accordance with the
American Wood Preservers Association standard for above ground use.
9. All 4x and 6x structural lumber exposed to weather, and/or In ground contact shall be Hem-Fir No.2, pressure treated in
accordance with the American Wood Preservers Association standard for ground contact use.
10. Framing connectors, nalls, bolts, and other fasteners In contact with pressure treated wood shall have the following finishes:
I Wood T~.tme"' Finish
CCA-C and 8.ET ~odlum lOh~ (SBX~ Galrnlzed, 0.60 ozlft'
ACQ.C, AC - , BA-A, A-, ther orate (Non- Pos ot-Dlp Galvanized, ZMAX galvanized, 1.85
DOTl ozltr. , or SPrl300-Stalnless Steel
Steel Ammoniacal Copper Zinc Arsenate (ACZE) I SST300-Sta n ess Steel
and other pressure treated woods.
11. When using Stainless Steel or hot-dip galvanized connectors, the connectors and fasteners should be made of the same
material. Stainless Steel fasteners shall not be use In applications where contact with Galvanized and Post Hot-Dip Galvanized
metals will occur.
12. Individual members of built-up posts and beams shall each be attached with 16d spikes at 12" o.c. staggered.
13. All columns In framed walls to be well nailed Into adjacent framing In order to resist lateral movement.
14. Provide solid blocking for wood columns and multiple studs through floors to supports below.
15. Provide 4x10 headers, or double 2x10 headers over and one trimmer and one king stud each side of all openings 5 feet or less
In width In stud bearing walls not detailed otherwise.
16. Provide 4x10 headers, or double 2x10 headers over and two trimmers and one king stud each side of all openings greater than
5 feet In width in stud bearing walls not detailed otherwise.
17. Provide 4x8 headers, or double 2x8 headers over and double studs each side of all openings In non-structural stud walls not
detailed otherwise.
18. At joist areas: Provide solid blocking at bearing points and at Intermediate bearing locations. Provide double Joists under all
load bearing partitions. Provide double joists each side of openings unless detailed otherwise.
19. Provide double Joist headers and double joists each side of all openings In floors and roofs unless detailed otherwise.
20. Toenail joists to supports with 2-16d nalls, 2-10d box nails for TJI Joists.
21. Attach Joists to flush headers and beams with Simpson "U" series metal Joist hangers to suit the Joist size.
22. All wood stud walls shall have lower wood plate attached to wood framing below with 16d nails at 12" o.c. staggered, unless
otherwise noted In the shearwall schedule.
23. Plywood roof and floor sheathing unless otherwise noted on plan shall be laid up with face grain perpendicular to supports
and nailed with 8d nails @ 6" O.c. to framed panel edges and over stud walls shown on the plans @ 12" o.C. to Intermediate
supports. Provide approved plywood clips @ 16" o.c. at unblocked roof sheathing edges. Provide solid blocking at lines of
support at floors. Toenail blocking to supports with 16d @ 12" o.c., unless otherwise noted In the shearwall schedule.
24. Provide continuous solid blocking at mid-height of all stud walls over 10' In height unless wallis blocked per shear wall note.
25. Plywood wall sheathing for noted shear walls shall have solid blocking at all sheathing panel edges. See shear wall schedule
for further notes.
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I SHEAR WALL SCHEDULE 1 7
~ottom plate nailing '" Anchor Bolts Max/umum Notes
Marie Sheeting Fastener spacing Intermediate Framing dottd stud sollclna allowb/e
o all edges framing nail backing Sh Sh t d Sheeted Shested shear
(BI ck d) spacing size ee e ee e
o e one side both sides one side both sides
7/16- 058 Bd 0 6- OC Bd 06- OC 2x 240 PLF 2, .3, 6
0 OR for stud framing 024- 2-16d 0 2-16d 0 1/2- Xl0- 5/8- Xl0- 480 PLF
Bd 012- OC
15 GA 04- OC for stud framln 016- 12-OC B-OC 048- O.C. 0.30- O.C.
7/16- 058 Bd04-OC Bd 0 6- OC 2x .350 PLF 2, .3, 5, 6
OR for stud framing 024- 2-16d 2-16d 0 5/8-XW 5/B- Xl0- 700 PLF
0 Bd 0 12- OC
15 GA 0.3- OC for stud famlng 0 16- o 10-OC 5-OC 040- O.C. 020- O.C.
1/2- CDX Bd 0 .3- OC Bd 0 6- OC .3x 490 PLF 2, .3, 4, 5, 6
0 plywood OR for stud framing 024- or 2-16d 2-16d 0 5/8- XIO- 5/B- Xl0- 980 PLF
Bd 0 12- OC
15 GA 02-1/2- OC for stud framing 0 16- DBL2x o 7-OC .3-1/2-OC o 2B- O.C. 014- O.C.
10 1/2- CDX 10d 0.3- OC 10d 06- OC Jx I 600 PLF 2, .3, 4, 5, 6
plywood for stud iamlng 024- or 2-16d 12-16d 0 15/B- Xl0- 5/B- Xl0- 1200 PLF
IOd 0 12 OC DBL2x o 6-OC J-OC 024- O.c. o 12- O.C.
for stud framing 0 16-
I 1/2- COX 10d 02- OC l'Od06-OC IJX I /nOPLF /2, 03, 5, 6
o plywood for stud iamlng 024- or .3-16d !.3-16d 0 15/8- XIO- 5/B- Xl0- 1540 PLF
IOd 0 12 OC DBL2x 06-OC J-OC o lB- O.c. 09- O.C.
for stud framing 0 16-
@ 11/2- GIm 5d COOLER 04- OC 15d cooler 04- OC 12x I 2-16d 0 I 15/B- Xl0-' 0300 PLF I 03, 6
6 both sides OR OR_
5dG1m04-0C 5dGlm04 OC 12-OC 048- O.C.
o 15/B- GIm 6d COOLER 04- OC 16d cooler 04- OC I 2x I 2-16d 0 I 15/8- Xl0-1 0375 PLF 1.3, 6
7 both sides OR OR
6d GWB 04- OC 6d GWB 04- OC 10-OC 0.3(;- O.C.
Notes:
I. ALL NAILS SHALL B~ GALVANIZED BOX NAILS OR COMMON NAILS, FASTERNERS w.:.A/-1,.MW TH!!eQ.LLOWlNG CRITERIA:
8d common -O.IJ1-d/a X 2-1/2-mln. 5d coo/sr - .08! dIa 1- _8 min.
10d - X 03- I 5d GWB -0.086 dla X 1-5/B min.
common -.0.148 dla _ mn. 6d coo/sr -O.092-dla X 1-7/B- min.
Bd box -O.I1J_dla X 2;1/2 mIn. 6d GWB -0.092-dla X 1-7/8- min.
10 box -0.128 dla X 03 min. 16d common -0. 162-dla X 03-1/2- min.
15 GA. staple -0.072-dIa X 1-1/2- mIn.
2. PROvrD~ APA RATED SH~ATHING PLYMlOD OR 058 APA RATED SIDING 03003 OF INNER SEAL 058 RATED PANEL SIDING ON ALL
~^'~nIOR WALLS AND NAIL PER NOTE 1.
J. SP~ClFI~D SH~ATHING AND SlD/NG PAN~L EDGES SHALL B~ BACK~D WITH 2- OR 03- FRAMING (PER TH~ TABLE) INCLUDING
FOUNDA nON SILL PLA TES. \omnCAL FRAMING, AND BLOCKING. PANas MA Y B~ INSTALLED aTHER HORIZONTALLY OR
YERnCALL Y (SEE NOTE 4 FOR ~XCEPnON). NAILS SHALL B~ STAGGERED FOR 03- FRAMING.
4. 7/16- 058 MA Y B~ SUBSnTUTED FOR 1/2- COX PL YMlOD IF FRAM/NG /5 SPACED AT 16- ON C~NTER, OR PANas ARE APPUED
WITH LONG DIMENSION ACROSS STUDS FOR FRAMING SPACED AT 24- (SLOCKED).
5. 'MIER~ PANELS AR~ APPU~D ON BOTH FACES OF A WALL AND NAIL SPACING /S LESS THAN 6 INCHES ON CENTER ON aTHER
SIDE, PAN~L JOINTS SHALL B~ OFFSET TO FALL ON D'm:"o:,JT FRAMING MalBERS OR FRAMING SHALL B~ J-INCH NOMINAL AND
NAILS ON ~ACH SlD~ SHALL B~ STAGGERED.
6. NAILS TO BE DRIYEN FLUSH WITH SH~A THING. DO NOT OYER DRIVE NAILS.
7. ALL SHEAR PANELS SHALL BE BLOCKED.
4SEASONS IDA TE: OCT 2007
O'CONNOR I SCALE: NONE
SHEAR WALL I DRAWN BY: DJP
NOTES ENGINEERING} INC. (360) 452-3023 I CHECKED:
619 S. Chase St. Port Angeles. WA 98362 I SHEET: f ..P
"
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Bill & Barb O'Connor
921 S. Washington St.
Port Angeles, WA 98362
2006 IBC & ASCE7-05 LATERAL LOADS
ASCE7-0S METHOD 1 WIND ANALYSIS WIDTH LENGTH LEAST DIM IS1 ASCE7-0S SEISMIC ANALYSIS - SIMPLIFIED CRITERIA
BUILDING DESCRIPTION 241 0.40
FIRST FLOOR = Iss 1.00
SECOND FLOOR = SITE CLASS D
Yz ROOF HEIGHT = 2 Fv 1.S0
MEAN ROOF HEIGHT 20 Fa , 1.10
A 2.4 3 3 2A=1 6.0 I Sm1 I 0.60
WIND EXPOSURE C,~ Sms I 1.10
WIND SPEED '1()0 MPH Sd1 I 0.40
ROOF PITCH 4 12/ 18.4~ ISds l 0.73
p. = AlwP.3o IMPORTANCE FACTOR 1
,ISEISMIC DESIGN CATEGORY .\ D1
p. = AlwP.3o A= I = LC1, PaJo= LC1,P. = LC2,p.30 = LC2,P. = iRESPONSE MODIFICATION FACTOR I 61/2
w
AREA A, P.30 = 1.29 1 21.34 27.S3 21.34 27.S31# OF STORIES j 2
AREA B, ps30 = 1.29 1 -6.0S -7.81 -6.0S -7.81lF .1 1.1
AREA C, ps30 = 1.29 1 14.19 18.31 14.19 18.311sEISMIC BASE SHEAR COEFFICIENT= .1 0.124
IAREA 0, ps30 = 1.29 1 -3.39 -4.37 -3.39 -4.37
IAREA E, ps30 = 1.29 1 -19.10 -24.64 -19.10 -24.64
IAREA F, ps30 = 1.29 1 -13.02 -16.79 -13.02 -16.79
AREA G, ps30 = 1.29 1 -13.30 -17.16 -13.30 -17.16
AREA H, ps30 = 1.29 1 -9.91 -12.79 -9.91 -12.79
Eoh 1.29 1 -26.70 -34.4S -26.70 -34.4S
Goh 1.29 1 -20.90 -26.96 -20.90 -26.96
COMPONENTS AND CLADDING
ROOF AREA WL +DL *AREA
ZONE 1, SOsqft 1.29 1 -1S.4 -19.87 -9.87 -118.406
ZONE 2, SO sqft 1.29 1 -23.3 -30.06 -20.06 -240.706
IZONE 3, SOsqft 1.29 1 -36 -46.44 -36.44
EAVES Z2 1.29 1 -33.S -43.22 -33.22 -132.87
WALL AREA
ZONE 4, SOsqft I 1.291 :1 -17.61 -22.711 I
ZONE S, 50 sqft 1.29 -20.3 -26.19
TRUSS UPLIFT CALCULATION
LONGEST TRUSS @ 2 FT OC 24
EAVES 2
ROOF DEAD LOAD 10
TRUSS UPLIFT I 492
IHURRICANE CLIP I H10
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01 HEADER-Roof Beam
4 Seasons Engineering Inc. Page 1
Project: TP#063000-028250 14:34:07 10/02/07
Job: REDJ-CONSTRUCTJON Designed by: Donna Petersen P.E.
Client: REDI-CONSTRUCTION Checked by:
Input Data
~JIW.lflg_i1!ttJII[IJIkUlliflr~,wJ.lr4&."~iRi!;!\j~~~j'i
'. , I. .~ X ..~. ..'.' 9 . '.' . ..' .. "S " ....,#A, "\Wllljll!~Atli\:i;:~<Mft'I;:%)!i!!;'W"A0:
Left antilever: None Main Span: 5'6"" " Right Cantile~e/""None ,'~ ,"'ffi"~<""'~P4
Check for repetitive use? Yes Tributary Width: 14' Slope: 0:12
Dead Load: 17 psf Live Load: 0 psf Snow Load: 25 psf
Allow. LL Deflection: U240 Allow. TL Deflection: U180 DOL: 1.150
Eb: 1600000 psi Fv: 180 psi Fb: 900 psi
Design Checks
2'9" 2'9" 2'9"
Reactions and Bearing
il1F~UllljIf1tlQ' 'I !._1f;lfil~"i ,;,~'I1Qe;'Jflpl~$
rill" . "'~''''''W' ill Ii "j~i1ih"t')j '~""",. ;_\~C~1!i)!#' "~:k11ll" g" ~'i!1I.?'.
j_-;"\itID_~ IT'ft."'~' ->,;-~~f. " 4;<~" - -- --- ---w, , ,;t<-,;: ' ''';~ '" .,"'i -' -~~~V:":: ':', ~-:' ,'-';! - ~ - ;' '-- ';;'ih 'X :'0~_~/-- "
0' 1.5 1617
5'6" 1.5 1617
Self-weight of member is not included.
Member has an actuaVallowable ratio in span 1 of 65 "%.
Design is governed by bending fb/Fb.
Governing load combination is Dead+Snow Condition 1 w/Pattern Loads.
Maximum hanger forces: 1617 Ib (Left) and 1617 Ib (Right).
Program Version 8.2 - 1211712004
!O
02 GARAGE HEADER-Floor Beam
4 Seasons Engineering Inc. Page 1
Project: TP#063000-028250 15:50:1810/02/07
Job: REDI-CONSTRUCTION Designed by: Donna Petersen P.E.
Client: REDI-CONSTRUCTION Checked by:
Input Data
--',
,', ~. ", : ,. . ,. . '-'; . - , -, ,'.,,. l' .: / / _,.-
Left Cantilever: None Main Span: 16'6" Right Cantilever: None
Check for repetitive use? Yes Tributary Width: 8' Slope: 0
Dead Load: 17 psf Live Load: 40 psf Snow Load: 0
Allow. LL Deflection: U360 Allow. TL Deflection: U240 DOL: 1.000
(3 in Maximum)
Eb: 1800000 psi Fv: 240 psi Fb: 2400 psi
User Defined Loads
75
Design Checks
_1JJ\~.11
>l"~' <, ' bW Wii' )~"k \Wl' I.
RI)9"~,~> ~.1:: ~',')':"")n.t4,!ilM:i
5626.5 1592.35 94.816 -0.3483 -0,6013
5683.67 2400 240 0.55 0.825
99 tI 66 tI 40 tI 63 tI 72t1
0' 8'3" 1'1-1/2" 8'3" 8'3"
Reactions and Bearing
',\,
0' 1.706 5626.5
16'6" 1.706 5626.5
Self-weight of member is not included.
Member has an actuaVallowable ratio in span 1 of 72 tI %.
Design is governed by total deflection.
Governing load combination is Dead+Floor Live+Snow Condition 1 w/Pattern Loads.
Maximum hanger forces: 5626.5 Ib (Left) and 5626.5 Ib (Right).
1\
--
02 GARAGE HEADER-Floor Beam
4 Seasons Engineering Inc. Page 2
Project: TP#063000-028250 15:50: 18 10/02/07
Job: REDI-CONSTRUCTION Designed by: Donna Petersen P.E.
Client: REDI-CONSTRUCTION Checked by:
Input Data
D""~' ~~~m~'''_Mt~V~1tfM~}:~~~:~F'~fqM
,..."-, '.-- ""~,''>i,,', ~ ,-ift'::/",'.".::> :~:~~:i~I[~dlflt.~~~t~{
Left Cantilever: None Main Span: 16'6" Right Cantilever: None
Check for repetitive use? Yes Tributary Width: 8' Slope: 0
Dead Load: 17 psf Live Load: 40 psf Snow Load: 0
Allow. LL Deflection: U360 Allow. TL Deflection: U240 DOL: 1.000
(3 in Maximum)
Eb: 1800000 psi Fv: 240 psi Fb: 2400 psi
User Defined Loads
75
Design Checks
5626.5
6581.69
85 tI
0' 8'3" 8'3" 8'3"
Reactions and Bearing
..--
~' I ,~ ",,, . ......!i'.,o "::
<' " . ", ~ ti.)f. _,"" . .;. "'"1^ , '~,. -'. ; . - ,-:
0' 1.5 5626.5
16'6" 1.5 5626.5
Self-weight of member is not included.
Member has an actuaUallowable ratio in span 1 of 78 tI %.
Design is governed by total deflection.
Governing load combination is Oead+Floor Live+Snow Condition 1 w/Pattern Loads.
Maximum hanger forces: 5626.5 Ib (Left) and 5626.5 Ib (Right).
Program Version 8.2 - 1211712004
IL
03 FLOOR BEAM-Floor Beam
4 Seasons Engineering Inc. Page 1
Project: TP#063000-028250 16:10:3610/02/07
Job: REDI-CONSTRUCTION Designed by: Donna Petersen P.E.
Client: REDI-CONSTRUCTION Checked by:
Input Data
Eb: 1800000 psi Fb: 2400 psi
User Defined Loads
Dead Uniform 0' 10' 34
Dead Uniform 20' 4' 34
Floor Live Uniform 0' 10' 80
Floor Live Uniform 20' 4' 80
Design Checks
1.2
9211
11'11-7/16"
Reactions and Bearing
0' 3.189 10516.5
24' 3.102 10231.5
Self-weight of member is not included.
Member has an actuaVallowable ratio in span 1 of 100 tI %.
Design is governed by bending fb/Fb.
Governing load combination is Dead+Floor Live w/Pattern Loads.
Maximum hanger forces: 10516.51b (Left) and 10231.5 Ib (Right).
\3
----- ---
03 FLOOR BEAM-Floor Beam
4 Seasons Engineering Inc. Page 2
Project: TP#063000-028250 16: 1 0:36 10/02/07
Job: REDI-CONSTRUCTION Designed by: Donna Petersen P.E.
Client: REDI-CONSTRUCTION Checked by:
Input Data
Main Span: 24'
Tributary Width: 14'
Live Load: 40 psf
Allow. TL Deflection: U240
(3 in Maximum)
Eb: 1800000 psi Fv: 240 psi Fb: 2400 psi
User Defined Loads
34
80
80
Design Checks
>\tJltlifl.
1il1lJij~il ~,', ,
,Y'" );lj" ,", >;
Max. Value 10516.5 2001.22 -0.7518 -1.0714
Allowable 10623.2 2212.29 0.8 1.2
% of Allow. 99 .., 90 .., 93 .., 89 ..,
Location 0' 11'9" 1'6" 11'11-7/16" 11'11-7/16"
Reactions and Bearing
Self-weight of member is not included.
Member has an actuaVallowable ratio in span 1 of 93"'%.
Oesign is governed by live load deflection.
Governing load combination is Oead+Floor Live w/Pattern Loads.
Maximum hanger forces: 10516.51b (Left) and 10231.5 Ib (Right).
Program Version 8.2 - 12/1712004
(-:;, ") '.I '. i " ",'" L 0 /' ,. I ,,(., (-
;..l ." t-."..' r'; ,I t.....).{ t ,1"/""2 (" /' to,
\...., ., ,! j I.- ._.~. '0'" .
I
1 \
,. .-) <"I ' ,lei 1 ,~".~. I
I
l.~. I,.. Y \.c,' 'oJ t ,) ",I "./ I
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2' Retaining Wall Design with 50PSF Surcharge
4 Seasons Engineering, Inc.
619 S. Chase St. D. Petersen P.E.
Port Angeles, WA 10/3/2007
Equiv. Fluid Equiv. Fluid Soil Concrete Surcharge Allowable
Pressure-Active Pressure-Passive Weight Unit Weight Load Bearing
Ib.lcu.ft. Ib.lcu.ft. Ib.lcu.ft. Ib.lcu.ft. Ib.lsq. ft. Ib/sq.ft.
30~ T r ';,1301' 150 sot? I
Retained Downhill Width Conc.
Wall Backfill Backfill of Slab Soil
Height Height Height Wall at Friction
ft. ft. ft. in. Base? factor
.2;00 2.00' 8.000r I I 0.35 I
Footing Footing Footing Incr. Allowable Vertical Vertical
Toe Heel Depth Brg. for depth DL LL
in. in. in. Ib/sq. ft. on wall on wall
'.4 r 4 2133 I I
Overturning Resisting Sliding Sliding Toe Heel
Moment Moment Force Resistance Pressure Pressure
ft.-Ib.lft. ft.-Ib.lft. Ib.lft. Ib.lft. Ib.lsq.ft. Ib./sq.ft.
160 369 153 231 773 0
Resisting Moment> 1.5 * Overturning? I YES I
Sliding Resistance> 1.5 * Sliding Force? YES
Toe Pressure less than allowable? YES
Reinforcing Wall Reinforcing Wall Reinforcing Footing Reinforcing Wall Rein
Strength at Base at 1/3 height Heel Toe Horz
ksi Mu Mu Mu Mu
60 ~ ft.lb .1ft. ft.lb.lft. ft.lb.lft. ft.lb.lft.
Concrete 91 30 41 35
Strength depth of depth of depth of depth of
psi Reinforcing Reinforcing Reinforcing Reinforcing
2500 I in. in. in. in.
Load ,;;4roO 4:00 I 7.50 6.50
Factor Steel Area Steel Area Steel Area Steel Area
I sq. in.lft. sq. in.lft. sq.in.lft. sq.in.lft.
0.01 0.00 NONE REQ'D NONE REQ'D
Required Required Required ReqUired
Steel Area Steel Area Steel Area Steel Area
sq.in.lft. sq.in.lft. sq.in.lft. sq.in.lft.
0.12 0.12 NA NA
Std. Hook Hook #4 Bars #4 Bars #4 Bars #4 Bars #4 Bars
Embed Embed Spacing Spacing Spacing Spacing Spacing
in. in. in. in. in. in. in.
81/2 61/2 18 I 18 I NA I NA I 12
Std. Hook Hook #5 Bars #5 Bars #5 Bars #5 Bars #5 Bars
Embed Embed Spacing Spacing Spacing Spacing Spacing
in. in. in. in. in. in. in.
101/2 61/2 18 I 18 I NA I NA I 18
Std. Hook Hook #6 Bars #6 Bars #6 Bars #6 Bars #6 Bars
Embed Embed Spacing Spacing Spacing Spacing Spacing
in. in. in. in. in. in. in.
12 1/2 61/2 18 I 18 I NA I NA I 18
\ ~'
m l
4' Retaining Wall Design with 50PSF Surcharge
4 Seasons Engineering, Inc.
619 S. Chase St. D. Petersen P.E.
Port Angeles, WA 10/3/2007
Equiv. Fluid Equiv. Fluid Soil Concrete Surcharge Allowable
Pressure-Active Pressure-Passive Weight Unit Weight Load Bearing
Ib./cu.ft. Ib./cu.ft. Ib./cu.ft. Ib./cu.ft. Ib./sq. ft. Ib/sq. ft.
30 I 150 I 130 150; I I 2000 I
Retained Downhill Width Conc.
Wall Backfill Backfill of Slab Soil
Height Height Height Wall at Friction
ft. ft. ft. in. Base? factor
4'.00 8:000{ I I "0.35 I
Footing Footing Incr. Allowable Vertical Vertical
Toe Heel Depth Brg. for depth DL LL
in. in. in. Ib/sq.ft. on wall on wall
8 2433 I I
Overturning Resisting Sliding Sliding Toe Heel
Moment Moment Force Resistance Pressure Pressure
ft.-Ib./ft. ft.-Ib./ft. Ib./ft. Ib./ft. Ib./sq.ft. Ib./sq.ft.
699 1319 406 624 1393 0
Resisting Moment> 1.5 * Overturning? I YES I
Sliding Resistance> 1.5 * Sliding Force? YES
Toe Pressure less than allowable? YES
Reinforcing Wall Reinforcing Wall Reinforcing Footing Reinforcing Wall Rein
Strength at Base at 1/3 height Heel Toe Horz
ksi Mu Mu Mu Mu
60 I ft.lb./ft. ft.lb./ft. ft.lb .1ft. ft.lb./ft.
Concrete 636 202 263 225
Strength depth of depth of depth of depth of
psi Reinforcing Reinforcing Reinforcing Reinforcing
2500 ~ in. in. in. in.
Load 4:00; 4;00.; I 7.50 6.50
Factor Steel Area Steel Area Steel Area Steel Area
1:7 I sq. in./ft. sq. in./ft. sq.in./ft. sq.in./ft.
0.04 0.01 NONE REQ'D NONE REQ'D
Required Required Required Required
Steel Area Steel Area Steel Area Steel Area
sq.in./ft. sq.in./ft. sq.in./ft. sq.in./ft.
0.12 0.12 NA NA
Std. Hook Hook #4 Bars #4 Bars #4 Bars #4 Bars #4 Bars
Embed Embed Spacing Spacing Spacing Spacing Spacing
in. in. in. in. in. in. in.
81/2 61/2 18 I 18 I NA I NA I 12
Std. Hook Hook #5 Bars #5 Bars #5 Bars #5 Bars #5 Bars
Embed Embed Spacing Spacing Spacing Spacing Spacing
in. in. in. in. in. in. in.
10 1/2 61/2 18 I 18 I NA I NA I 18
Std. Hook Hook #6 Bars #6 Bars #6 Bars #6 Bars #6 Bars
Embed Embed SpaCing Spacing Spacing Spacing Spacing
in. in. in. in. in. in. in.
121/2 61/2 18 I 18 I NA I NA I 18
\~
- ----- ---- - ~ --------,
6' Retaining Wall Design with 50PSF Surcharge
4 Seasons Engineering, Inc.
619 S. Chase St. D. Petersen P.E.
Port Angeles, WA 10/3/2007
Equiv. Fluid Equiv. Fluid Soil Concrete Surcharge Allowable'
Pressure-Active Pressure-Passive Weight Unit Weight Load Bearing
Ib.lcu.ft. Ib.lcu. ft. Ib.lcu.ft. Ib.lcu.ft. Ib .Isq. ft. Ib/sq.ft.
30 ~... r "',\150
Retained Downhill Width Conc.
Wall Backfill Backfill of Slab Soil
Height Height Height Wall at Friction
ft. ft. ft. in. Base? factor
6.00 I. '6.00 . 1:25' I
Footing Footing Footing Incr. Allowable Vertical Vertical
Toe Heel Depth Brg. for depth DL LL
in. in. in. Ib/sq.ft. on wall on wall
12:,:",> J 2433 I I
Overturning Resisting Sliding Sliding Toe Heel
Moment Moment Force Resistance Pressure Pressure
ft.-Ib.lft. ft.-Ib.lft. Ib.lft. Ib.lft. Ib.lsq.ft. Ib.lsq.ft.
1865 5578 779 1179 1292 263
Resisting Moment> 1.5 * Overturning? YES
Sliding Resistance> 1.5 * Sliding Force? YES
Toe Pressure less than allowable? YES
Reinforcing Wall Reinforcing Wan Reinforcing Footing Reinforcing Wall Rein
Strength at Base at 1/3 height Heel Toe Horz
ksi Mu Mu Mu Mu
60 I ft.lb .1ft. ft.lb.lft. ft.lb.lft. ft.lb .1ft.
Concrete 2044 636 2728 541
Strength depth of depth of depth of depth of
psi Reinforcing Reinforcing Reinforcing Reinforcing
2500 I in. in. in. in.
Load ;4';00 " 4.00 I 7.50 6.50
Factor Steel Area Steel Area Steel Area Steel Area
1;7 I sq. in.lft. sq. in.lft. sq.in.lft. sq.in.lft.
0.12 0.04 0.08 NONE REQ'D
Required Required Required Required
Steel Area Steel Area Steel Area Steel Area
sq.in.lft. sq.in.lft. sq.in.lft. sq.in.lft.
0.16 0.12 0.11 NA
Std. Hook Hook #4 Bars #4 Bars #4 Bars #4 Bars #4 Bars
Embed Embed SpaCing Spacing Spacing Spacing Spacing
in. in. in. in. in. in. in.
81/2 61/2 15 I 18 I 12 I NA I 12
Std. Hook Hook #5 Bars #5 Bars #5 Bars #5 Bars #5 Bars
Embed Embed Spacing Spacing Spacing Spacing Spacing
in. in. in. in. in. in. in.
101/2 61/2 FALSE I 18 I 12 I NA I 18
Std. Hook Hook #6 Bars #6 Bars #6 Bars #6 Bars #6 Bars
Embed Embed Spacing Spacing Spacing Spacing Spacing
in. in. in. in. in. in. in.
12 1/2 61/2 FALSE I 18 I 12 I NA I 18
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1
2' Retaining Wall Des~n with NO Surcharge
4 easons Engineering, Inc.
619 S. Chase St. D. Petersen P.E.
Port Angeles, WA 10/3/2007
Equiv. Fluid Equiv. Fluid Soil Concrete Surcharge Allowable
Pressure-Active Pressure-Passive Weight Unit Weight Load Bearing
Ib./cu.ft. Ib./cu.ft. Ib./cu.ft. Ib./cu. ft. Ib./sq. ft. Ib/sq.ft.
30.. I .2000 I
Retained Downhill Width Conc.
Wall Backfill Backfill of Slab Soil
Height Height Height Wall at Friction
ft. ft. ft. in. Base? factor
2.00 I wI .0:25, r .0;35 I
Footing Footing Footing Incr. Allowable Vertical Vertical
Toe Heel Depth Brg. for depth DL LL
in. in. in. Ib/sq.ft. on wall on wall
4 I 4 r to I 2033 I I
Overturning Resisting Sliding Sliding Toe Heel
Moment Moment Force Resistance Pressure Pressure
ft.-Ib./ft. ft.-Ib./ft. Ib./ft. Ib./ft. Ib./sq.ft. Ib./sq.ft.
114 347 120 NA 604 92
Resisting Moment> 1.5 * Overturning? I YES I
Sliding Resistance> 1.5 * Sliding Force? NA
Toe Pressure less than allowable? YES
Reinforcing Wall Reinforcing Wall Reinforcing Footing Reinforcing Wall Rein
Strength at Base at 1/3 height Heel Toe Horz
ksi Mu Mu Mu Mu
60 ft.lb .1ft. ft.lb./ft. ft.lb./ft. ft.lb./ft.
Concrete 68 20 36 29
Strength depth of depth of depth of depth of
psi Reinforcing Reinforcing Reinforcing Reinforcing
2500 I in. in. in. in.
Load 4:00. ". . 4.00 'I 7.50 6.50
Factor Steel Area Steel Area Steel Area Steel Area
1.7 1 sq. in./ft. sq. in./ft. sq.in./ft. sq.in./ft.
0.00 0.00 NONE REQ'D NONE REQ'D
Required Required Required Required
Steel Area Steel Area Steel Area Steel Area
sq.in./ft. sq.in./ft. sq.in./ft. sq.in./ft.
0.12 0.12 NA NA
Std. Hook Hook #4 Bars #4 Bars #4 Bars #4 Bars #4 Bars
Embed Embed Spacing Spacing Spacing Spacing Spacing
in. in. in. in. in. in. in.
81/2 61/2 18 I 18 I NA I NA I 12
Std. Hook Hook #5 Bars #5 Bars #5 Bars #5 Bars #5 Bars
Embed Embed SpaCing Spacing Spacing Spacing Spacing
in. in. in. in. in. in. in.
101/2 61/2 18 I 18 I NA I NA I 18
Std. Hook Hook #Q Bars #Q Bars #Q Bars #Q Bars #Q Bars
Embed Embed Spacing Spacing Spacing Spacing Spacing
in. in. in. in. in. in. in.
12 1/2 61/2 18 I 18 I NA I NA I 18
\ ",
--- ,
4' Retaining Wall Design with NO Surcharge
4 Seasons Engineering, Inc.
619 S. Chase St. D. Petersen P.E.
Port Angeles, WA 10/3/2007
Equiv. Fluid Equiv. Fluid Soil Concrete Surcharge Allowable
Pressure-Active Pressure-Passive Weight Unit Weight Load Bearing
Ib.lcu.ft. Ib.lcu.ft. Ib.lcu.ft. Ib.lcu.ft. Ib.lsq. ft. Ib/sq.ft.
,t30 150 'I
Retained Downhill Width Conc.
Wall Backfill Backfill of Slab Soil
Height Height Height Wan at Friction
ft. ft. ft. in. Base? factor
4!00 3.50' ,,}!,1&;OOO':,~,..
Footing Footing Footing Incr. Allowable Vertical Vertical
Toe Heel Depth Brg. for depth DL LL
in. in. in. Ib/sq.ft. on wall on wall
5 f" ' I " "~'10 2033 I 1
Overturning Resisting Sliding Sliding Toe Heel
Moment Moment Force Resistance Pressure Pressure
ft.-Ib.lft. ft.-Ib.lft. Ib.lft. Ib.lft. Ib.lsq.ft. Ib.lsq.ft.
407 688 282 NA 1481 0
Resisting Moment> 1.5 * Overturning? I YES I
Sliding Resistance> 1.5 * Sliding Force? NA
Toe Pressure less than allowable? YES
Reinforcing Wall Reinforcing Wall Reinforcing Footing Reinforcing Wall Rein
Strength at Base at 1/3 height Heel Toe Horz
ksi Mu Mu Mu Mu
,60 l ft.lb .1ft. ft.lb.lft. ft.lb.lft. ft.lb .1ft.
Concrete 364 108 86 95
Strength depth of depth of depth of depth of
psi Reinforcing Reinforcing Reinforcing Reinforcing
,,,;2500,,, I in. in. in. in.
Load 7.50 6.50
Factor Steel Area Steel Area Steel Area Steel Area
1ii7 I sq. in.lft. sq. in.lft. sq.in.lft. sq.in.lft.
0.02 0.01 NONE REQ'D NONE REQ'D
Required Required Required Required
Steel Area Steel Area Steel Area Steel Area
sq.in.lft. sq.in.lft. sq.in .1ft. sq.in.lft.
0.12 0.12 NA NA
Std. Hook Hook #4 Bars #4 Bars #4 Bars #4 Bars #4 Bars
Embed Embed Spacing Spacing Spacing Spacing Spacing
in. in. in. in. in. in. in.
81/2 61/2 18 I 18 I NA I NA 1 12
Std. Hook Hook #5 Bars #5 Bars #5 Bars #5 Bars #5 Bars
Embed Embed Spacing Spacing Spacing Spacing Spacing
in. in. in. in. in. in. in.
101/2 61/2 18 I 18 1 NA I NA I 18
Std. Hook Hook #6 Bars #6 Bars #6 Bars #6 Bars #6 Bars
Embed Embed Spacing Spacing Spacing Spacing Spacing
in. in. in. in. in. in. in.
121/2 61/2 18 I 18 1 NA I NA 1 18
\8
,
I
I
L-_ ~
-------- 1
I --- n_
. .
I 6' Retaining Wall Design with NO Surcharge
4 Seasons Engineering, Inc.
619 S. Chase St. D. Petersen P.E.
Port Angeles, WA 10/3/2007
Equiv. Fluid Equiv. Fluid Soil Concrete Surcharge Allowable
Pressure-Active Pressure-Passive Weight Unit Weight Load Bearing
Ib./cu.ft. Ib./cu.ft. Ib./cu.ft. Ib./cu.ft. Ib./sq. ft. Ib/sq.ft.
I
Retained Downhill Width Conc.
Wall Backfill Backfill of Slab Soil
Height Height Height Wall at Friction
ft. ft. ft. in. Base? factor
/6.00;, ;;0;35':'1
Footing Footing Footing Incr. Allowable Vertical Vertical
Toe Heel Depth Brg. for depth DL LL
in. in. in. Ib/sq. ft. on wall on wall
2433 I I
Overturning Resisting Sliding Sliding Toe Heel
Moment Moment Force Resistance Pressure Pressure
ft.-Ib./ft. ft.-Ib./ft. Ib./ft. Ib./ft. Ib./sq.ft. Ib./sq.ft.
1865 3124 779 NA 1964 0
Resisting Moment> 1.5 * Overturning? I YES I
Sliding Resistance> 1.5 * Sliding Force? NA
Toe Pressure less than allowable? YES
Reinforcing Wall Reinforcing Wall Reinforcing Footing Reinforcing Wall Rein
Strength at Base at 1/3 height Heel Toe Horz
ksi Mu Mu Mu Mu
ft.lb./ft. ft.lb./ft. ft.lb./ft. ft.lb./ft.
Concrete 2044 636 812 648
Strength depth of depth of depth of depth of
psi Reinforcing Reinforcing Reinforcing ReinforCing
2500,' " I in. in. in. in.
Load 'I 7.50 6.50
Factor Steel Area Steel Area Steel Area Steel Area
"'1,7 , sq. in./ft. sq. in./ft. sq.in./ft. sq.in./ft.
0.12 0.04 NONE REQ'D NONE REQ'D
Required Required Required Required
Steel Area Steel Area Steel Area Steel Area
sq.in./ft. sq.in./ft. sq.in./ft. sq.in.lft.
0.16 0.12 NA NA
Std. Hook Hook #4 Bars #4 Bars #4 Bars #4 Bars #4 Bars
Embed Embed Spacing Spacing Spacing Spacing Spacing
in. in. in. in. in. in. in.
B 1/2 61/2 15 I 18 I NA I NA I 12
Std. Hook Hook #5 Bars #5 Bars #5 Bars #5 Bars #5 Bars
Embed Embed Spacing Spacing Spacing Spacing Spacing
in. in. in. in. in. in. in.
101/2 61/2 FALSE I 18 I NA I NA I 18
Std. Hook Hook #6 Bars #6 Bars #6 Bars #6 Bars #6 Bars
Embed Embed Spacing Spacing Spacing Spacing SpaCing
in. in. in. in. in. in. in.
12 1/2 61/2 FALSE I 18 I NA I NA I 18
\'1
r
, ~
8' Retaining Wall Design with NO Surcharge
4 Seasons Engineering, Inc.
619 S. Chase St. D. Petersen P.E.
Port Angeles, WA 10/3/2007
Equiv. Fluid Equiv. Fluid Soil Concrete Surcharge Allowable
Pressure-Active Pressure-Passive Weight Unit Weight Load Bearing
Ib./cu.ft. Ib./cu.ft. Ib./cu.ft. Ib./cu.ft. Ib./sq. ft. Ib/sq.ft.
30 I 150 ,I 130.n 'I 150 I 0 1 2000 1
Retained Downhill Width Conc.
Wall Backfill Backfill of Slab Soil
Height Height Height Wall at Friction
ft. ft. ft. in. Base? factor
8.00 1 7.50 I iO~25 L'" 8.000 I YES 1 0.35 1
Footing Footing Footing Incr. Allowable Vertical Vertical
Toe Heel Depth Brg. for depth DL LL
in. in. in. Ib/sq. ft. on wall on wall
12 I 20 .'1 12 1 2100 1 1
Overturning Resisting Sliding Sliding Toe Heel
Moment Moment Force Resistance Pressure Pressure
ft.-Ib./ft. ft.-Ib./ft. Ib./ft. Ib./ft. Ib./sq.ft. Ib./sq.ft.
3071 5979 1084 NA 2005 0
Resisting Moment> 1.5 * Overturning? I YES
Sliding Resistance> 1.5 * Sliding Force? NA
Toe Pressure less than allowable? YES
Reinforcing Wall Reinforcing Wall Reinforcing Footing Reinforcing Wall Rein
Strength at Base at 1/3 height Heel Toe Horz
ksi Mu Mu Mu Mu
60 I ft.lb./ft. ft.lb./ft. ft.lb./ft. ft.lb./ft.
Concrete 3586 1063 2656 776
Strength depth of depth of depth of depth of
psi Reinforcing Reinforcing Reinforcing Reinforcing
2500 ~ in. in. in. in.
Load 4.00.~ 'L 4.00 1 9.50 8.50
Factor Steel Area Steel Area Steel Area Steel Area
1.7 l sq. in./ft. sq. in./ft. sq.in .1ft. sq.in./ft.
0.21 0.06 0.06 NONE REQ'D
Required Required Required Required
Steel Area Steel Area Steel Area Steel Area
sq.in./ft. sq.in./ft. sq.in./ft. sq.in./ft.
0.21 0.12 0.08 NA
Std. Hook Hook #4 Bars #4 Bars #4 Bars #4 Bars #4 Bars
Embed Embed Spacing Spacing Spacing Spacing Spacing
in. in. in. in. In. in. in.
81/2 81/2 11 I 18 I 12 I NA I 12
Std. Hook Hook #5 Bars #5 Bars #5 Bars #5 Bars #5 Bars
Embed Embed Spacing Spacing Spacing Spacing Spacing I
in. in. in. in. in. in. in.
10 1/2 81/2 17 1 18 I 12 1 NA I 18
Std. Hook Hook #fj Bars #fj Bars #fj Bars #fj Bars #6 Bars I
Embed Embed Spacing Spacing Spacing Spacing Spacing I
in. in. in. in. in. in. in.
12 1/2 81/2 FALSE I 18 I ~ 12 I NA 1 18
20
L