HomeMy WebLinkAboutB16-1206 000-000-000®-� Summit Structural Design
383 Rio Lindo Avenue, Suite 200, Chico, California 95926
p. (530) 592-4407 www.summitchico.com
May 28, 2016
RE: Martinovich Pool House Addition, 45 Felicidad Lane, Chico, CA
To Whom It May Concern:
r
I have reviewed the truss calculations by Systems Plus dated 5-13-16 and have found that the
trusses appear to be designed in accordance with the general design concept of the
structural documents dated 5-26-16. The specific design shall remain the responsibility of
the engineer who has sealed the calculations.
Sincerely,
Ryland Burdette, P.E.
l�DI `$ ,may
O� PERMIT# 1✓I�O— �2��
C 7 8 m 5o BUTTE COUNTY DEVELOPMENT SERVICES
Ems. o�U REVIEWED FOR
CNI1. �P
CODE COMPLI NCE
q OF CA��Fo� DATE -7114
_ BY—
BUTTE
COUNTY
'JUN 4 6 2016
DEVELOPMENT
SERV[('ES
:3,j ?i t— V O V N 1 i
RUILDING DIVISION
APPROVE®
Systems Plus Lumber Co.
1800 S. Barney Rd.
Anderson, CA 96007 BUTTE
(530) 378-6800 (530) 365-5903 fax COUNT
Trusses & Pre Manufactured Wall Panels JUN 0 6 20 6
systplus@systplus.com www.systplus.com
DEVELOM '
INSPECTION AGENCY
Timber Products Inspection, Inc.
105 S.E. 124`h Avenue
Vancouver, WA 98684
Tel: (360) 449-3138
Fax: (360) 449-3953
*This engineering is valid ONLY
for trusses manufactured by
Systems Plus Lumber Co. *
T
ICC ES Report ESR -1311& ESR 1988
IAS Certified Inspection No. AA -702
Fabrication in compliance with
2013 CBC SECTION 2303.4.2
IBC/TRC 2012 SECTIONS (2303.4/R.802.10roof/R502.1 Ifloor)
TRUSS ENGINEEMNG
LAYOUT YES 9 NO ❑
Stnndirei Tntsc T)etnd T; lr Twi.,a 41
Gable End 85 Wind B
1
Gable End 1.10 Wind B
IA
Gable End 11.0 Wind C
1B
Hat Truss over 6/12
2
Hat Tiuss under 6/12
2B
Web Bracing Details
3
valley Fill Frames
4
Open Face Jacks
5
Toe nail
6
Bearing Block 3.5
7
Bearing Block 5.5
7A
Floor
8
Dbl T/C Notching
9
HVAC
1.0
Truss Data
11
Purlin Gable
]2
BCS1 at
www.sheindustrv.com
BCS]-B]SummarySheet at
www.sbcindustry.com
Systems Plus Job Number 1605-080
Date 05/16/2016 Revisions) �z�
11Ef'I�e
Customer MartlnoVlch 'BUTTE COUNTY DEVELOPMENT SERVICES
Project Timbers Pool NO,SL CODE E
.1 ,Ic;,Ii/ 'hh
Location Chico, CA
PRIOR TO ERECTING TRUSSES, READ TRUSS DATA SHEET AND
NOTE BCSI-BI SUMMARY SHEET GUIDE FOR HANDLING, INSTALLING NOTE
AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES
�� (-(�E: (�� e, -r
SYSTEMS PLUS LUMBER CO. / 1800 S. BARNEY ROAD / ANDERSON, CA 96007
(530)378-6800 / FAX (530)365-5903
APPROVALS: TRUSS DATA SHEET,
-OBTAIN ALL NECESSARY CODE COMPLIANCE, BUILDING DEPARTMENT APPROVALS, AND RECOMMENDATIONS
AND INSTRUCTIONS FROM THE DESIGNER OF THE COMPLETE STRUCTURE BEFORE USING TRUSS DESIGN.
-CONNECTION OF THE ROOF SYSTEM TO THE BUILDING FOR VERTICAL & LATERAL LOADS IS
THE RESPONSIBILITY OF THE BUILDING DESIGNER OR ENGINEER.
-SYSTEMS PLUS IS APPROVING ONLY THE STRUCTURAL DESIGN OF EACH TRUSS BASED ON INFORMATION
RECEIVED FROM THE CUSTOMER AND SHOWN ON THE ENGINEERED TRUSS DRAWING. SIGNED AND
SEALED DRAWINGS BASED ON THE PROVIDED DATA ARE FURNISHED BY SYSTEMS PLUS LUMBER CO. THIS
ENGINEERING IS VALID ONLY FOR TRUSSES MANUFACTURED BY SYSTEMS PLUS LUMBER CO.
HANDLING & ERECTION:
-CARELESS HANDLING OF TRUSSES SHALL NOT BE PERMITTED.
-INSTALL TRUSSES VERTICALLY AT DESIGN BEARING POINTS, CORRECT SIDE UP, AT CORRECT SPACING
AND PROPERLY BRACED.
-NO LOADS SHOULD BE APPLIED TO THE TRUSSES UNTIL AFTER ALL BRACING AND CONNECTIONS
ARE COMPLETED.
-DO NOT PERMIT LOADS GREATER THAN DESIGN LOADS TO BE PLACED ON THE TRUSSES.
-READ & APPLY THE RECOMMENDATIONS FOR HANDLING, INSTALLING AND BRACING OF METAL
PLATE CONNECTED WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-Bl SUMMARY SHEET).
METAL CONNECTOR PLATES:
-CONNECTOR PLATES ARE MANUFACTURED IN ACCORDANCE WITH TRUSS PLATE INSTITUTE SPECIFICATIONS.
-PLATES MUST BE INSTALLED ON BOTH. FACES OF THE LUMBER WITH TEETH FULLY EMBEDDED.
-REQUIRED PLATE SIZES, GAUGE AND DESIGN VALUES ARE SHOWN ON THE TRUSS DRAWING.
-POSITION PLATES SYMMETRICALLY AT JOINTS, UNLESS OTHER DIMENSIONS ARE SPECIFIED.
LUMBER:
-THE LUMBER USED FOR TRUSS FABRICATION MUST COMPLY WITH THE SPECIFICATIONS OF AN
APPROVED INSPECTION BUREAU AND MUST BE OF THE SIZE AND SPECIES SHOWN ON THE TRUSS DRAWINGS
AND BE EQUAL TO OR BETTER THAN THE GRADE SPECIFIED.
BRACING:
-REVIEW THE TRUSS ENGINEERING DRAWINGS FOR ANY LATERAL BRACING REQUIRED FOR INDIVIDUAL
WEB MEMBERS. LATERAL BRACING OF INDIVIDUAL WEB MEMBERS SHALL BE PLACED PER STANDARD
DETAIL #3 (Mll/SAC51 & MII/SAC-23).
-RESTRAINT OF LATERAL BRACING AND ADDITIONAL BRACING FOR THE COMPLETE STRUCTURE IS TO BE
PROVIDED BY THE BUILDING DESIGNER OR ENGINEER.
-READ AND APPLY THE .RECOMMENDATIONS FOR TEMPORARY AND PERMANENT BRACING OF WOOD
TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-B1 SUMMARY SHEET).
-BOTTOM CHORD BRACING SHALL BE INSTALLED PER THE TRUSS ENGINEERING DRAWING BUT IS
NEVER TO EXCEED 10'-0" O.C. WITHOUT A SPECIFIC ENGINEERED DESIGN.
NO CUTTING, DRILLING. NOTCHING, OR TRIMMING
OF ANY TRUSS MEMBER IS PERMITTED.
T6 -
Nss
NSS ype - -
..
1505.034
TOt
COMMON
q
1
=bRefefenCe
STS IEMS PLUS LUMBER CO,
ANDERSON, CA. Tony Lnhua
(Optipnal)
ra B1
ID:fJgxE13i6btlYRweoVROuLzluP7-62F7P2txWJ5LWGKYMpi bFADvY4k0000X771dXyz HkJ
-1.4-0 , 7-B-8 14-3-0 20-9-8 2".0 29 70
1.4.0 7-8.8 6-6 8
66-8 7-8-8 1-4 0
r
- 6x8 = Scale = 1:%.2
D '
.i
3
JA B I/
V
' 602 =
6.00 12
3x8 t
C ;
:W4
SAME AS LEFT END
\\\ 3.8
E
Y2
rH �'-�
HS- 6x12 =
LOADING (psf) SPACING- 7-6-0 CS1. 'DEFL in (loc) Udefl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.15 ( TC 0.26 Vert(LL) -0.08 H -N >999 240 MT20 2201195
TCDL 10.0 Lumber DOL 1.15 BC 0.63 Vert(TL) -0.23 H -N >999 180 M18SHS 220/195
r BCLL j 0.0 ' Rep Stress Incr NO WB 0.20 Horz(TL) 0.04 F n/a n/a
BCDL 10.0 Code IBC20121'PI2007 (Matrix -M)
Weight: 8231b FT 20%
LUMBER- BRACING•
TOP CHORD 6x8 OF No.2 TOP CHORD 2-0-0 oc purlins (6-0.0 max.)
BOT CHORD 6x8 OF No.2 (Switched from sheeted: Spacing > 2-0.0).
WEBS 6x6 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (ib/size) B-457510-7.8 (min. 0-1.8), F=4575/0-7.8 (min. 0-1-8)
Max Horz B=471(LC 8)
Max UpliftB=-545(LC 8), F=-545(LC 9)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD B -C=-6939/896, C -D 5289/568, D -E=-5289/568, E -F=-6939/899
BOT CHORD B-H--842/6068,F-H=-374/6068
WEBS D -H=0/3112, E -H=-1987/980, C -H=-1987/975
NOTES- - (9)
1) Unbalanced roof live loads have been considered for this design,
2) Wind: ASCE 7.10; Vuh=l I Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h -25f ; Cat. Il; Exp C; enclosed; MW FRS
(envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL -1.33 plate grip DOL -1.33
3) All plates are MT20 plates unless otherwise indicated.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 1-0.0 wide will fit
between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 545 Ib uplift at joint B and 545 Ib uplift at joint
F.
7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co.
MAY 13, 2016
1, SIDE PLATES TO BE 1/4" A36 STEEL
2. INSTALL 3/4'A307 BOLTS SPACED MIN, 3"
APART, AND AT LEAST 3" FROM THE END
OF EACH MEMBER.
3. BOLTS SHALL BE INSTALLED A MINIMUM OF
1.25" FROM THE SIDE OF EACH MEMBER AND
ALONG THE CENTER LINE OF MEMBERS LESS
THAN 4" WIDE.
4. EACH PLATE SHALL HAVE THE MIN. NUMBER OF
BOLTS IN EACH MEMBER AS SHOWN CIRCLED.
5. STEEL PLATES SHOWN ARE CONCEPTUAL
PLATE SHAPES CAN BE MODIFIED SO LONG AS
THE MINIMUM BOLT SPACINGS ARE KEPT AND
THE PLATE HAS A MINIMUM SECTION OF 4".
3111 Fite Circle, Suite 1016, Sacramento, CA 95827 Phone: (916) 363-7021 Fax: (916) 363-7027
STRUCTURAL CALCULATIONS
FOR
TIMBER TRUSS
JOB: 1605-034 Martinovich
TRUSS: T01
TOTAL PAGES: 3
DATE: May 12, 2016
I. DESIGNER CRITERIA AND ASSUMPTIONS
H. JOINT CALCULATIONS
TRUSS ENGINEER:
agq,oFESS/0
r c�P�O �4 . ROl
o
w No. 58190
Exp. June 30, 2016 a
�F0 CRL\FO
R14rt RA B612 QA 017 2 �IYIWK 0"/
3111 Fite Circle, Suite 101B, Sacramento, CA 95827 Phone:(916) 363-7021 Fax:(916) 363-7027
I. DESIGN CRITERIA AND ASSUMPTIONS:
CODES:
CALIFORNIA BUILDING CODE, 2013 -
NATIONAL DESIGN SPECIFICATION, 2012
ANSI/TPI 1-2007
GRAVITY LOADS:
Roof T.C.: 20 psf Live Load (1. 15 Load Duration Factor)
10 psf Dead Load
Roof B.C.: 10 psf Dead Load.
10 psf .Live Load (Non -Concurrent)
II. JOINT CALCULATIONS:
THE FOLLOWING CALCULATIONS ARE JOINT DESIGNS FOR A TIMBER TRUSS MADE WITH
6X MEMBERS. EACH JOINT IS DESIGNED SUCH THAT EITHER THE STEEL SIDE PLATES IN
COMBINATION WITH THE BOLTS ARE ACCEPTABLE.
SAFETY FACTORS:
STEEL SIDE PLATES:
STEEL SIDE PLATES WITH BOLTS ARE DESIGNED WITH.A SAFETY FACTOR OF 2.0
1/4" STEEL SIDE PLATE NOTES
I. SIDE PLATES TO BE 1/4" A36
STEEL
2. INSTALL 1/4" A307 BOLTS
SPACED MIN. 3" APART AND
AT LEAST 1.25" FROM THE
EDGE OR END.
3.' EACH PLATE SHALL HAVE
THE MIN. NUMBER OF BOLTS
IN EACH MEMBER AS SHOWN
CIRCLED.
QR4FESSlG4,
Rpg� c
� E
ul a No. C 58190
Exp. June 30, 2016 -
CIV41
F OF CM -
MAY 13, 2016 .
NOTES
1) 1/4" ASTM A36 STEEL SIDE PLATE WITH 3/4" DIA. (A307) BOLTS
2) ALLOWABLE 1/4" PLATE SHEAR = 0.66(36 ksi)(0.25) = 5.94 kli
MAY 13, 2016
3111 Fite Circle, Suite 101B, Sacramento,
CA 95827
Phone: (916) 363-7021 Fax: (916) 363-7027
TIMBER TRUSS
PLATE
AND
BOLT CALCULATIONS
ANCHOR BOLTS
JOINT:
B & F
C & E
D
H
Top chord force(lbs):
6,939
1,650
5,289
0
Bottom chord force(lbs):
6,068
0
0
6,068
Web force(lbs):
0
1,987
3,112
3,112
Joint shear(lbs):
6,068
1,987
3,112
3,112
Size of truss members: BX OR LARGER
BX OR LARGER
6X OR LARGER
Design direction of load in relation to grain:
Parallel
Parallel
Parallel
Parallel
Load duration:
1.15
1.15
1.15
1.15 - 5 h/bW
Safety Factor:
1.25
1.25
1.25
1.25
Min. shear length required(in):
1.02
0.33
0.52
0.52
Base allowable bolt load:
3,340
3,340
3,340
3,340
(NDS 2005 Table 11 G)
# T. C., bolts w/o group action:
2.000
1.000
2,000
0.000
# B.C. bolts w/o group action:
2.000
0.000
0.000
2.000
# Web bolts w/o group action:
0.000
1.000
1.000
1.000
Group action factor:
0.98
0.98
0.98
0.98
# REQ'D T.C. BOLTS:
3
1
2
0
# REQ'D B.C. BOLTS:
3
0
0
3
# REQ'D WEB BOLTS:
0
1
2
2
NOTES
1) 1/4" ASTM A36 STEEL SIDE PLATE WITH 3/4" DIA. (A307) BOLTS
2) ALLOWABLE 1/4" PLATE SHEAR = 0.66(36 ksi)(0.25) = 5.94 kli
MAY 13, 2016
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383 Rio Lindo Ave, Chico, CA 95926
p. (530) 592-4407 www.summitchico.com
{
Structural Calculations For.
ii
Client:
Steve Martinovich
Erg
ect:
Pool House Addition n
PERMIT #
Address_ BUTTE COUNTY DEVELOPMENT SERVICES
45 Felicidad Lane, Chico, CA REVIEWED FOR
CODE 9OMPLIANCE
DATE �o BY_
QROFEED
SS/p,��
C 7 88 0��' BUTTE
COUNTY
* EXP. It
w srq CIVVL JUN 06 2.016
OF C0� DEVELOPMENT
F AIN s ILS (�
SERVICES
Nate: Summit Structural Design (SSD) is not responsible for on-site inspection to
assure compliance with the standards, sizes, materials, or workmanship specified herein.
SSD is not responsible for any structural element .or system not specifically noted in this
set of specifications/calculations unless authorized in writing by SSD. Workmanship shall
be of the highest quality and in all cases shall follow accepted construction practice, the
latest edition ofAhe California Building Code, and local building department standards.
Summit Structural Design PROJECT_ Pool House Addition_
STRUCTURAL NOTES
1. GENERAL
A) ALL WORK SHALL CONFORM TO THE 2013 CBC AND ALL APPLICABLE LOCAL CODES.
B) THE ENGINEER (SUMMIT STRUCTURAL DESIGN) IS RESPONSIBLE FOR THE STRUCTURAL ITEMS IN THE PLANS ONLY,
THE GENERAL CONTRACTOR SHALL VERIFY THAT ALL CONSTRUCTION IS IN FULL AGREEMENT WITH THE LATEST,
BUILDING DEPARTMENT APPROVED, STRUCTURAL DRAWINGS. SHOULD ANY CHANGES BE MADE FROM THE DESIGN
AS SPECIFIED IN THESE CALCULATIONS WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER, THEN THE
ENGINEER WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCTURE.
C) THE DRAWINGS AND CALCULATIONS REPRESENT THE FINISHED STRUCTURE, AND, UNI.ESS SPECIFICALLY NOTED
OTHERWISE, DO NOT SHOW THE METHOD OF CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE FOR THE METHOD
OF CONSTRUCTION, AND SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE PUBLIC, CONSTRUCTION
WORKERS, AND THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE FORMING, SHORING,
BRACING, SCAFFOLDING, ETC.
D) IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN THE CALCULATIONS,
THEN IT SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR CONDITIONS THAT ARE SHOWN ON THE
DESIGN DOCUMENTS,
E) ANY CONDITIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BY THE CONTRACTOR, AND ANY DISCREPANCIES
MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER WITHOUT PROCEEDING WITH CONSTRUCTION PRIOR TO
THE REVIEW OF THE ENGINEER.
F) ALL WATER PROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC...) IS THE RESPONSIBILITY OF
THE CONTRACTOR OR OWNER.
G) SPECIAL INSPECTION: SPECIAL INSPECTION PER SECTION 1701 OF THE CBC SHALL BE PROVIDED FOR THE
FOLLOWING TYPES OF CONSTRUCTION:
WELDING OF STRUCTURAL OR REINFORCING STEEL
THE SPECIAL INSPECTOR SHALL BE ACCEPTABLE TO THE STRUCTURAL ENGINEER AND BUILDING DEPARTMENT, SHALL
BE ICBO QUALIFIED, AND THEIR EXPERIENCE SHALL BE COMMENSURATE WITH THIS TYPE OF PROJECT,
2. SITE WORK / FOUNDATIONS
A) ASSUMED MAXIMUM SOIL BEARING = 1,500 PSF PER CBC TABLE 1804.2.
B) BUILDING SITE IS ASSUMED TO BE DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL. ENGINEER HAS NOT MADE A
GEOTECHNICAL REVIEW OF SITE, ANY OTHER CONDITIONS ENCOUNTERED MUST BE BROUGHT TO THE ATTENTION OF
THE ENGINEER,
C) THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR STEPPED FOOTINGS. ANY OTHER
CONDITIONS SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO THE CONSTRUCTION OF THE
FOUNDATIONS.
D) ALL FOOTINGS INCLUDING RETAINING WALL FOOTINGS, SPREAD FOOTINGS, WALL FOOTINGS, AND GRADE BEAMS
SHALL BEAR ON UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW FROSTLIKE.
E) BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL.
F) ALL FINISHED GRADE SHALL SLOPE AT A MINIMUM SLOPE OF 5% AWAY FROM ALL FOUNDATIONS A MINIMUM OF 10
FEET HORIZONTAL.
G) FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS,
H) FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES; AND SHALL BE
COMPACTED A MINIMUM OF 90%.
I) USE 4" DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE TO DRAIN TO DAYLIGHT.
1) FOR FOOTINGS PLACED ON OR ADJACENT TO SLOPES, A GEOTECHNICAL ENGINEER MUST APPROVE FOOTING
PLACEMENTS IN VIOLATION OF FIGURE 1808.7.1 OF THE 2013 CBC. THIS ENGINEER SHALL NOT BE LIABLE FOR ANY
FOUNDATION NOT IN STRICT CONFORMANCE TO SECTION 1808 OF THE 2013 CBC.
K) WHERE LOADING TO EXISTING FOUNDATIONS IS NOT SUBSTANTIALLY INCREASED OR MODIFIED, NO DESIGN
RECOMMENDATIONS HAVE BEEN MADE FOR THE SUITABILITY OF THE EXISTING FOUNDATIONS. ONLY THOSE
FOUNDATIONS WHERE LOADS HAVE BEEN ADDED BY A SECOND STORY HAVE BEEN INCLUDED IN THE DESIGN. THE
OWNER SHALL BE ADVISED THAT EXISTING FOUNDATIONS MAY NOT BE STRUCTURALLY ADEQUATE AIVD
SETTLEMENT, CRACKING, AND OTHER PROBLEMS ASSOCIATED WITH EXISTING FOUNDATIONS ARE BEYOND THE
SCOPE OF THIS DESIGN. IF REVIEW OF THE EXISTING FOUNDATIONS IS REQUIRED, A GEOTECHNICAL ENGINEER
SHOULD BE CONTACTED TO DETERMINE THE EXTENT AND ADEQUACY OF THE EXISTING, UN -MODIFIED PORTIONS OF
THE FOUNDATIONS AND UNDERLYING SOILS.
I
Summit Structural Design PROJECT; Pool House Addition l_
4. CONCRETE / REINFORCING
A) CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 3;000 PSI U.N.O. (DESIGN BASED ON 2,500 PSI).
C) ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE II OR TYPE III LOW ALKALI.
D) AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHALL NOT CONTAIN MATERIALS THAT ARE ALKALI REACTIVE AS
DETERMINED BY ASTM C-227, 289, AND 295, IF TEST DATA IS UNAVAILABLE IN REGARDS TO ALKALI REACTIVE
MATERIALS, PROVIDE CEMENT WITH A MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT.
E) CONCRETE EXPOSED. TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE LATEST EDITION OF
ACI 318.
F) SLABS ON GRADE SHALL BE PER THE CONTRACTOR. SUMMIT STRUCTURAL DESIGN RECOMMENDS THE FOLLOWING
AS A SUITABLE SLAB -ON -GRADE: AT GARAGE SLABS, USE 4" THICK S.O.G. WITH #3 BARS AT 15" O,C. EACH WAY
ABOVE MID -DEPTH OF SLAB OVER 2" SAND, OVER MOISTURE BARRIER, OVER 4" AGGREGATE BASE. USE 3-1/2" SLAB
WITH #3 AT 15" E.W. ABOVE MID -DEPTH OF. SLAB, OR 6X6 WWF ABOVE MID -DEPTH OF SLAB WITH SAME SUB -SLAB
BUILDUP AT ALL OTHER AREAS,
G) SAW -CUT TOP Y4" OF SLAB FOR CRACK CONTROL AT INTERVALS NOT TO EXCEED 16'-0" WHERE SLAB IS REINFORCED,
SAW CUT AT INTERVALS NOT TO EXCEED 7'-0" WHERE SLAB IS UN -REINFORCED.
i) REINFORCEMENT COVER SHALL BE AS FOLLOWS:
CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL: 3"
CONCRETE WITH SOIL OR WEATHER EXPOSURE: #5 BARS AND SMALLER: 1 Y2"
#6 BARS AND LARGER: 2"
CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: '/<"
J) REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.O. LAP BOTTOM BARS 60 BAR DIAMETERS U,N.O. AND
LAP TOP BARS, PLACED ABOVE 12" OF CONCRETE OR MORE, 80 BAR DIAMETERS U.N.O.
K) #5 AND LARGER REBAR SHALL NOT BE RE-BENT.
L) ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND ADEQUATELY SECURED IN
POSITION BEFORE AND DURING CONCRETE PLACEMENT.
6. FRAMING/LUMBER
6-1 MATERIALS:
A.) SHEATHING:
I. ROOF SHEATHING: Yz" APA RATED 32/16 EXPOSURE 1, STRUCTURAL SHEATHING WITH FACE GRAIN
PERPENDICULAR TO. FRAMING, STAGGER PANELS AND NAIL WITH 8d AT 6" O.C. EDGE, 12" O.C. FIELD U.N.O. PROVIDE
1/8" GAP AT ALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER. '
2. FLOOR SHEATHING: '/<" APA RATED 48/24 WITH FACE GRAIN PERPENDICULAR TO FRAMING, STAGGER PANELS
AND NAIL WITH 10d AT 6" O.C. EDGE 10" O.0 FIELD, GLUE AND NAIL TO ALL SUPPORTS,
PROVIDE 1/8" GAP AT ALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER.
3. WALL SHEATHING: SEE PLANS
4. ANY SHEATHING WITH EXTERIOR EXPOSURE SHALL BE OF EXTERIOR TYPE.
B.) GLUE -LAMS: GLUE -LAMS SHALL BE 24F44 U.N.O. WITH A CAMBER OFR=1600' U.N.O.
GLUE -LAMS EXPOSED TO WEATHER MUST BE RATED FOR EXTERIOR USE BY THE MANUFACTURER. FLASHING AND
WATERPROOFING OF EXPOSED ENDS SHALL BE PROVIDED BY THE CONTRACTOR TO PREVENT DECAY.
GLUED LAMINATED FABRICATION SHALL BE PERFORMED IN AN APPROVED FABRICATOR'S SHOP IN ACCORDANCE
WITH CBC 2303.1.3, AITC A190.1 AND ASTM D 3737. BEAM INSPECTION CERTIFICATES SHALL BE SUBMITTED TO THE
FIELD INSPECTOR PRIOR TO COMPLETION OF FRAME INSPECTION IN ACCORDANCE WITH CBC 1704.2.
C.) MICRO -LAMS: MICRO -LAMS (LAMINATED VENEER LUMBER) SHALL HAVE FB = 3100 PSI & FV = 285 PSI MIN., AND
SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481
C2.) PARALAMS: PSL'S (PARALLEL STRAND LUMBER) SHALL HAVE FB = 2900 PSI & FV = 290 PSI MIN., AND SHALL BE
MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481
D.) SILL PLATES: SILL PLATES SHALL BE PRESSURE TREATED DOUGLAS FIR WITH 1/2" DIAMETER ANCHOR BOLTS AND 3" X
3" X .229" THICK PLATE WASHERS LOCATED AT 6'4" O.C. MAX. WITH ONE BOLT LOCATED 1'-O" MAXIMUM FROM
EACH END OF EACH PIECE. AT SHEAR WALL LOCATIONS, SILLS SHALL BE 3X MATERIAL UNO PER PLANS AND DETAILS.
E.) FRAMING LUMBER: ALL FRAMING LUMBER SHALL BE DOUGLAS FIR LARCH AS GRADED BY THE W.W,P.A. OR
W.C.L.I.B. AND SHALL HAVE A MOISTURE CONTENT LESS THAN 19%, U.N.O.
1. STUDS SHALL BE STUD GRADE OR BETTER.
2. ALL POSTS SHALL BE DF -L #1 U.N.O.
3. 2X AND 3X RAFTERS SHALL BE DF -L #2 U.N.O.
4. 2X JOISTS SHALL BE DF -L #2 U.N.O.
5. CONCEALED BEAMS SHALL BE DF -L #2
Summit Structural Desi>;n PROJECT: Pool House Addition_
6. EXPOSED BEAMS SHALL BE DF -L til APPEARANCE GRADE FREE OF HEART CENTERS (4X6 AND LARGER)
F.) NAILS: ALL NAILS SHALL BE COMMON U.N,O, WHERE. EXPOSED TO WEATHER OR WITHIN 3.8" OF FOUNDATION,
NAILS SHALL BE HOT DIPPED GALVANIZED.
G.) BOLTS -AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND PROVIDED NEW AND
WITHOUT EXCESSIVE RUST, BOLTS EXPOSED TO WEATHER SHALL BE GALVANIZED.
H•) ALL HARDWARE CALLED SHALL BESIMPSON STRONG -TIE CO., OR ENGINEER APPROVED EQUIVALENT, INSTALLED PER
MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLES FILLED' WITH RECOMMENDED FASTENERS
I,) ALL METAL FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE STAINLESS STEEL OR OTHERWISE
CERTIFIED BY THE MANUFACTURER TO RESIST CORROSION CAUSED BY THE SPECIFIC TREATMENT APPLIED TO WOOD.
6-2 GENERAL FRAMING
A.) MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 2013 CBC TABLE 2304.9.1.
B•) LARGER MEMBERS: ALL FRAMING MEMBERS SPECIFIED IN THESE CALCULATIONS ARE MINIMUMS; LARGER
MEMBERS MAY BE SUBSTITUTED AT CONTRACTOR'S OPTION.
C.) SHRINKAGE: CARE SHALL BE TAKEN WALLOW FOR EFFECTS OF SHRINKAGE, WHICH COULD CAUSE SETTLEMENT OF
ROOF AND OR FLOORS AND COULD LEAD TO FAILURE OF ASSOCIATED FRAMING MEMBERS. THE CONTRACTOR
SHALL TAKE ALL MEASURES NECESSARY TO PROTECT FRAMING FROM THE EFFECTS OF SHRINKAGE,
6-3 BEAM FRAMING
A•) BUILT UP BEAMS: ALL BUILT UP, LAMINATED DOUBLE OR MULTIPLE 2X JOISTS AND BEAMS SHALL BE NAILED
TOGETHER WITH 16d NAILS AT 6" O.C., T&B U.N.O.
B•) DOUBLE JOISTS: PROVIDE DOUBLE FLOOR JOISTS UNDER PARTITION WALLS RUNNING PARALLEL TO JOIST SPAN AND
UNDER ALL LOCATIONS WHERE TUBS MAY BE LOCATED,
ADEQUATE SUPPORT SHALL BE PROVIDED FOR.ALL OTHER EQUIPMENT OR FURNISHINGS WHICH MAY NOT BE
SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED TO: HOT WATER HEATER, STOVE,
REFRIGERATOR, OVEN, FIRE PLACE ENCLOSURES, WOOD BURNING STOVE, ETC,, .
C.) BLOCKING: PROVIDE SOLID BLOCKING IN JOIST FRAMING ABOVE ALL SUPPORTS AND MIDSPAN OF JOISTS SPANNING
GREATER THAN 10'-0"
6-4 POSTS/TRIMMERS
A.) SUPPORT: SUPPORT ALL UPPER LEVEL POSTS AND TRIMMERS IN LOWER LEVELS WITH EQUIVALENT FRAMING AND
BLOCK OR OTHERWISE FRAME POSTS THROUGH FLOOR SYSTEMS.
B.) WHERE POSTS WITH COLUMN CAPS OR BEARING PLATES ARE SPECIFIED, THE LOAD IS TO BE TRANSFERRED TO THE
FOUNDATION BY VERTICAL GRAIN ONLY, U,N.O.
6-5 WALL FRAMING
A.) DOUBLE TOP PLATE SPLICES: SPLICES AND JOINTS IN DOUBLE TOP PLATE OF STUD BEARING WALL SHALL OCCUR AT
THE CENTER LINE OF SUPPORTING STUD.
TOP PLATE SPLICES OF STUD WALLS SHALL BE 48" LONG WITH (12) 16d SINKERS EACH SIDE OF EACH SPLICE U.N.O.
WHERE SPLICE IS INTERRUPTED, USE ST6224 STRAP U.N.O.
B•) FIRE BLOCKS: FIRE BLOCK STUD WALLS AT MID -HEIGHT WHERE STUD LENGTH EXCEEDS 10'4".
C.) MIS -PLACED ANCHOR BOLTS: WHERE ANCHOR BOLTS HAVE BEEN INCORRECTLY PLACED, USE HILTI QWIK-BOLT II OF
SAME DIAMETER WITH EMBEDMENT IN CONCRETE AND INSTALLATION PER MANUFACTURERS RECOMMENDATIONS
AND CURRENT ICC REPORT.
D.) NOTCHED OR CUT STUDS: NOTCHED AND/OR CUT STUDS TO CLEAR ANCHOR BOLTS ARE NOT ALLOWED. STUDS
SHALL HAVE FULL BEARING TO THE FOUNDATION PLATE.
E.) LET -IN BRACES: LET IN BRACES SHALL NOT BE USED FOR TEMPORARY BRACING ON ANY WALL FRAME, STEEL STRAPS
WHICH DO NOT REQUIRE THE CUTTING OF STUDS ARE AN ACCEPTABLE ALTERNATIVE.
F•) SEE NOTE 6-1 D. FOR SILL AND ANCHOR BOLT SPECIFICATIONS.
G•) WALL FRAMING RECEIVING NAILING AT 3" O.C. OR LESS SHALL BE 3X NOMINAL UNO PER PLANS AND DETAILS:
6-6 CONNECTIONS
A.) HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16" OVERSIZE.
B•) ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE WASHERS WHERE BEARING
AGAINST WOOD.
C.) ALL BOLTS AND LAG SCREWS SHALL BE TIGHTENED UPON INSTALLATION AND RE -TIGHTENED BEFORE CLOSING IN OR
AT COMPLETION OF JOB.
D.) LAG SCREWS SHALL BE SCREWED, NOT DRIVEN, INTO PLACE.
..'Summit Structural Design
PROJECT: Pool House Addition
E.) FASTENERS IN PRESERVATIVE OR FIRE RETARDANT TREATED WOOD SHALL BE HOT DIPPED GALVANIZED.
7. STEEL
-7.1 STRUCTURAL. STEEL
A.) STRUCTURAL STEEL: ROLLED STEEL SHAPES, PLATES, AND BARS SHALL CONFORM TO ASTM A-36.
WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A=992.
B,) -STRUCTURAL TUBES: STRUCTURAL TUBES SHALL CONFORM TO ASTM A-500 GRADE B,
C.) ALL WELDING -SHALL BE ELECTRIC ARC WELDING, AND SHALL BE PERFORMED ONLY BY EXPERIENCED,
QUALIFIED WELDERS.
ELECTRODES SHALL BE E60 XXFOR METAL DECK AND E70 XX OTHERWISE; UNLESS SPECIFICALLY NOTED
OTHERWISE. WELDING SHALL CONFORM TO AWS D1.1,
D,) UNSPECIFIED WELDS: WELDS NOT SPECIFIED SHALL BE CONTINUOUS FILLET WELDS. WELD SIZE SHALL BE PER AISC
SPECIFICATIONS FOR THE THICKER PART OF?HE JOINT.
E.) ALL STEEL SHALL BE SHOP PAINTED, UNLESS ENCASED IN CONCRETE, GROUTED MASONRY, OR SPRAYED
FIREPROOFING, UNLESS SPECIFICALLY NOTED ON THE DRAWINGS.
F.) BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND PROVIDED NEW AND
WITHOUT EXCESSIVE RUST.
8-1 PREFABRICATED ROOF TRUSSES:
A) PREFABRICATED ROOF TRUSSES: PREFABRICATED ROOF- TRUSSES SHALL BE DESIGNED BY THE TRUSS FABRICATOR PER
s THE REQUIREMENTS OF THE ARCHITECTURAL AND STRUCTURAL DRAWINGS AND CBC 2303.4.
B) COMPLETE CALCULATIONS AND SHOP DRAWINGS INCLUDING LAYOUT, SIZE OF MEMBERS, AND CONNECTION
DETAILS, STAMPED AND SIGNED BY AN ENGINEER LICENSED IN, THE STATE OF CALIFORNIA, SHALL BE PROVIDED TO
THE ENGINEER OF RECORD PRIOR TO SUBMITTAL FOR PERMIT AND PRIOR TO TRUSS FABRICATION,
C) TRUSS DESIGN LOADS:
TOP CHORD LIVE LOAD 20 PSF REDUCIBLE
TOP CHORD DEAD LOAD 8 PSF
s BOTTOM CHORD DEAD LOAD 8 PSF
TOTAL LOAD 36 PSF
UPLIFT LOAD AS REQUIRED BY THE 2013 CBC
D) TRUSS BRIDGING SHALL BE AS REQUIRED AND SPECIFIED BY THE TRUSS FABRICATOR.
E) TRUSS MANUFACTURER SHALL OBTAIN ALL NECESSARY APPROVALS FROM THE PUBLIC AGENCIES INVOLVED IN
GOVERNING CONSTRUCTION.
F) TRUSSESSHALL BE DESIGNED FOR THE FOLLOWING MAXIMUM DEFLECTIONS TINDER DESIGN LOADS: LIVE
LOAD DEFLECTION = L/360; TOTAL LOAD DEFLECTION = L/240
9. DESIGN LOADS
A) ALL DESIGN LOADS ARE PER CBC CHAPTER 16, DIVISIONS I, II, III, AND IV, U.N.O, F
B) ROOF LIVE LOAD: 20 PSF REDUCIBLE
C) SEISMIC ZONE: D
DJ WIND SPEED: 110 MPH EXP C
y -
'
Summit Structural Design
Project: Pool House Addition
Engineer: RKB
Design of :'Gravity Loads
Roof Slope=
6.5 to 1-2
Roof Dead Load
Ply
1.5 psf
Roofing
3.4 psf
Framing
6.0 psf
Ceiling
1.0 psf
Insul
0.0 psf
Misc.
30 psf
Total (sloped)
14.9 psf
Total (h,oriz)
16.0 psf
Roof. Live Load
Roof Live Load
20.0 psf
Wall Dead Load
Siding
(exterior)
3/8 Ply..
10.5 psf
1.8 psf
2x Framing '
2.2 psf
Gyp.
2.2 psf .
F
Insul.
1.3 psf
Total
18.0 psf
Wall Dead Load
2x4 Framing @ 16" ox.
1.6 psf
(interior)
'
Gyp. 2 sides
4.4 psf
.
Total
6.0 psf ^'
L
O'Ab- 3TI
11osT
',b' 51E
irEft
dm
(E) PITCH (N) PITCH
I ;f 12 6/ 12
SCALE: 11V- 1 •-0-
1) ROO'
IROO' COYM6 N . 5 ALL Be C-OMP051TION ROOFING.
.) ROOP PITCH SHALL BE 6: 12 AT (N) RO��F. TYPICAL.
51 ROOP OVERHANG SHALL BE 16' AT OVERHANG [ 24'
AT GABLE qMDS.%OXLES5 OTHER ^*E NOI ED.
Summit Structural Design
Project:
Pool House Addition
Engineer:
RKB
-Design of :
Seismic, Mass and Seismic Load Development
Area (ft2)
Weight (Ibs)
Roof
1390
22218
Roof Snow (20%) 0
w
0
Height (ft) Length (ft)
Weight (Ibs)
Walls(ext)
10 100
9000.
Walls(int)
10 15
450,
Total
31668
r
Roof Area (ft2)
Floor Area (ft2) Ultimate
Working Stress
:1390
0 2621
1872'
Roof
Trib Line Shear (Ibs)
Shear (Ibs)
Wall Line
Area (ft2) Working Stress
rho Total
1
320 431
1.30 560
2
320 431
1.30 560
A
480 647
1.30 840
B
290 391
1.30 508
0
215 290
1.30 376
f.
i', :.kry h �l tg�ry"y�:�a�._,..}yx.'��`� f f. � I"�i. Y' YaYal. f.✓ _ Y li i (70. I 1':Y4 lAF�.(Y.M
y;ir.. 'sR�:1'��•jjsWP'io' !'O. `"'i��}�'
Lm
lllx
i.��j!'•
i iliH :� cY1. 'llL ' .,j .
I`
zearth
feet r
loonmete,rs,®o®
i ;
500
�.:L
ate' •.�.�_
` -` � .
r4 ;
�Y �
•
{
U --GS Design Maps Summary Report, I
User' -Specified Input;
Budding Code Reference Document 2012 Int:e'rnatiorral Building <Code f ~
+ 1 e
(which utilizes USES hazard data available. in 2008) ' ..
Site Coordinates 39.81°N,'121.91°W
-Site Soil Classification Site Class D'"Stiff Soil
Risk Category I/II/III ` ' d
wte f r'` t� r - tip.. � ��E„„�r�' {ri
' y ", t, r
al ( EI •f• �+ - NS{�tii 1'il r..'t t 7+ r' I'i
� � .�. 3 j C.•'r.•ii flc � ..fi. - ,y°.j t4 y�d'r 1'taxi,at �� �. 3�1�13111� ° �i �i s ,:t�
BECx r{`� 1 R r i� +?� 1• s
..»S L-.'iiri5ji`J f xfixi7G i�j1rF .. t.i. i,•s �,�t' si jr,
k j k •{ {t - R 1 ^ir.r R 1 E jJ'r}_ �g#,,
ri r ry1tt Fi•t,i tEl �Si' 3'* .'' hp� h�� 11°r `T'3 3 s� �'sr' E r ,4ii,"4 j .i�,, �w _4 J'y t>` -I" f "nirE a'Eyt �ITr, •,
i * f r - Y 1 {� ,� x ! s i r ry 5� `4' pl•3' "�,4' i•�e T
i i r .. iii ! { „* rf ra s r nj` ,3S ,� r .+. i ? zC�,� y r 14YnW •ys N° '1'. y, rtt� ?t gj 1
., - k! �•v S`e -EI 3 i l h Ir{ iR ,a,ut• < t1?il �i ?wPg. ,l ��f ilj'tsr •k'i
F,:,�i5flau5Uiiif�a •f r E;�is EI'tt{�5
s`
1 tr hr(i5,5Fi§"RAMw'
!
a
4% ! `�� 7e r•,
m
�y 'w i x r i t �, t rj t i••, •}.1 vk a h _
a E p 1 � E E'� � { + - rr t a �' � v 1 - � x;rl' (r s n sr k. 1 � 1 r t S , R. t �� •a+Ft''` h �� ^h''r3�"t� - d +
Y t r a��' a - N � Fa •, "7 � ,i sa I E � 1 l�• i J �,�+r� F� a 'j{E�,^t �t �,Pca� �1, y is 5
t § -. { R.Sr .� � '� � 1i'4i-1 t,,.� {�aR �177'i r rt, �� •,il�'!�.'.� t
xs 1 ' s_r� t dt�r{t ,= t >< t H. sr j'dI3���•{3 f -,' r t t �'' �s i` uta{li'rtl
i u r) y t -.'1 "ltli"n7 iFifl tl {•�'' v < fiE -�'
It
'� � e t� t, � +?Tr . F � �,, n�•. 'isr F+fi Ct1 � �i ittrt •� Eij Liar � - ,3 { rr i r } �•3'el _
- .t r xy, >£, x -t let{ S, t .,:.E,a 3 i y t+'•,v (' 1....,i(Ti I , e,�y? 1; r r1�E1 l 7`j �,r 1•{ta `
assY',rr!ti +•a'+'as. Iki 'aa I `
rt.0 {. ')-. s x t7 1 S r aS 4 n 14��1..
r r r c t S r v 3 b y s i[ E7.. �nU itsic Ik
t- -+�+ -j "�'•^[! 'i,•.,, a " w t y€i ai .r ,`. ��i. Vx,- s _ TU �y t � + f,m�i' '�7
S .4• y r ,�, Iaa 'it1s,'•iP ns. .�, t rPC"G. t+ t, a ~' x r { �' P y y 7S-ty.'sl re 1 `f G4s
.. a
t¢C 4&' ii"'"' 1 t}t` + n tail ,r� { a',1. FPL ilt Si'lll 3 x-1.5- r t'u c t.E '' it r•
?5y "°T1 i.:,; ' i ttrr°'•. t., '^tvr1'•ir..��..t"rSrS;;ti .tQ, r I''� fi-Y r *-t }ylacyrllivvs,'.:
t... 5 �'; x r . 3 t "" < •� i H.i' ti yF i £•� 3E r• aE�ht s ;� „x& :..s~r t �x?_�,S ivv� {„ f,•-ail<9, ,
-1 IS •r'4 :yFT'r .. tpxt .Y� R ,.s .,Y, Hrf ,�'�'t'.tiE ;��iN;•,'•R��it'v �, riC�laiyYl i..�e,tt�I- t t'"a; �.. -.�11C0.1,x .�i ilt .x.�✓Y�"v�iti�f.ri elt"tt'U:��'.�����iiy-r+l-s�t.+�x,
J $y: ^^rl-••::�-�i�1.:?,tgnr.:r ± .» ii:�tt.:v.��.,1� a��,i��i t 'Is .,�� .y�(�4 1 t'�'i4',;,a.:,.ust. .� T�xsi::s. i:' � r� s'i � .tJ .::tii�;�: ': AF?,.irk E, d"i ';vE.7 R•' �� .t'
,, ,• �.P. •. ..:, �... ..> t . . r � �s.�u ,a : e+yy.. aL i ;#,.:... i.tfi li'Tx !i Z e r vti� S V ti P $ t .. +tru+r . t "1y i• �`�, i I Fil>;
:;: ..,y,..TI Ir) I1 rla > r b,t� fr4," s:��il.'%:Yi -t` 2 F t. t .F v-' -.✓ . tl! 4 Y.. C` p
':•_r: <�'a::.: .:-•' a ._.., .. .,.�.•t' �f'`'i r..,... ; CiS�s,:.kt :t ''wij?�y :!{d ,,y a±. V -1...: ,x 3+S•. r f ,IU rr{ :atl '}iE _
KI + _ ... ?.. r, ?,yt.,.L:3i» tT' r - I.I: 7": gi�"P_,:p;T:l-.:?'i... 6 r •r, Suri,• { :n•'Sj Y his. ,. f'y. ':J` S as } r (Ss !• •�.y C'.,r y �i{rl g!!I • .
,
USGS-Provided Output �.
' 4 Ss ;'.0.618 g .. S"'s = 0.•807 g = l :538.
+ •7 i `SDS 0. g ,
• S� 0277- , • S _�t
1 _ 9 , M1 0.512 g Sol' 0,341.8
For information on'how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and t
'deterministic ground motions in the direction'of maximum Horizontal response, please return to the application and
select the " 2009 NEHRP" building code reference document.
t
MCEA .Response Spectrum Design Res'p.ons.e Spectrum% `
►' - -0.81 .t 'a - .r `- + t ^0.54
iy. 0.72
0:49
,. L `
Or G3 f I 0:42
0.36
�-'0:45 may• ,.'� " _ �; k � .
0:30 +
Vl.
0.36 0.21
.0.27 0'18
O.i19, .t
• .. 0.12 j' +
.
0:09 r: .. E..o
' . f '. O.OG ipf
_.
0.00 0.20 0.40 .O.GO 0.80 1.00 1.20 1:40 ,1.GO 1.80 .2.00 0•0 0.00 0:20 0.40 ,0.60 0.90 1.00: 1.20 1.40 1:60 1.80 2:00
• r ,.
Period, T.(sec). Period, T (sect' r -
•
Although this information is a product of the U.S. GeoloDlcal Survey, we.provicJr no warranty, expressed or implied; as to the �+
accuracy of the data contained therein.. This tool isnot a substitutplor technical subject -matter knowledge.
rt Y ri i
level Story Ht. (ft) hi (ft) I wi. (kips) (wi*hi) (kip -ft) Gvx TVeq {kips) S VEQ (kips) Diaph. (kips.)
ROOF 10 10[773- 317 1.00 2.6 3 �� 3,4�
31.7 317
•
K
Summit Structural
Design
Project:
Pool House Addition
Engineer:
RKB
Design of:
Seismic Load Development (ASCE 7-10)
�•
- Seismic Design Category
D
Ss
0.618 Mapped 0.2 sec spectral response*
Occupancy
2
S1
0:277 Mapped 1 sec spectral response
I
1
Site Class
ID In accordance with Ch 20.
TL
16
SMS
i 0:81 Max Considered EQ
SM1
0.51 Max Considered_ EQ '
SDS
0.538 Design Spectral Response (0.1 Sec)
SD1
0.34.1 Design Spectral Response (1.0 Sec)
System
j Light Framed Shear Walls .
R
6.5 Omega 3 Cd
4 Ht Limit
65
. Cs
0.08 12.8-2 Max Cs 0.47 Min Cs 0.02 (.01 outside
of SJ)
Ct.
0.02 x 0.75
Ta
0.11 Cu 1.4 . Max T
0.16 No limit for drift
Use T
0.11 Alt Ss 0.618
V=
0.083 *W Height to Roof (hn) =
10 ft
V=
2.6 k Vert'Dist'Exp. (k)
1
level Story Ht. (ft) hi (ft) I wi. (kips) (wi*hi) (kip -ft) Gvx TVeq {kips) S VEQ (kips) Diaph. (kips.)
ROOF 10 10[773- 317 1.00 2.6 3 �� 3,4�
31.7 317
•
K
It
n
Summit Structural Design
Project: Pool. House Addition
Engineer: RKB
DesiRn of: MWFRS-FnvPlnna Prnrar iiro.IAcr1: -_1n c,,,.4. -.- no ri
-
,✓'
Conditions:
". �� Gmoi)
1. Simple Diaphragm '
6-) �� CASE B
2. Low-rise
�'�
-
3. Enclosed
4. Regular Shaped
`
5. Not Flexible
6. Not Subjectto:
ASF A
CEi �. � �� ''
a) across wind loading
b) vortex shedding
c) instability (gall up/flutter)
d) channeling effect
e) buffeting (upwind obstructions)
�•,�„
%� ; %��/�J
7. Approx. Symetrical Cross Section
With Flat, Gable, or Hip Roof:5
8. Exempt From Torsional Load Cases
\ 14)�
L'
Indicated in Note 5 of Fig. 28.4-1, or
the Torsional
LASE A
Load Cases do not
Control the Design:
'<r
(1) story and h!530 ft, or
{ASE
`JS
<��
(2) story max and light framed or
(2) story max and flex. diaphragm
L=
48
Long. Bldg. Dim. (ft) 2aL=
6.0 ft.
T=
30
Transv. Bldg. Dim. (ft) -� 2aT=
6.0 ft.
V=
110
Basic Wind Speed (110 or 115 mph)
LCF=
0;60
Load Combination - Factor
1.21
Adjustment Factor
Kzt=
1.00
Topographic Factor
Adjustment Factor for Bldg Height and
h=
13
Mean Roof Height (ft)
Exposure, A
(=
25
Closest Roof Angle
Mean Roof
Exposure
(5°,10°,15°;20°;25°,or 30°)
Ht. (ft)
B C D
MWFRS Wind Loads (psf), ps=LCF*X*Kzt*ps30
15
1.00 1.21
1.47
Location
ps, 0=0
ps, 0=25 Min. Net Ovhg.
20
1.00 1.29
1.55
A-110
B-110
13.9
17.5 9.6
25
1.00 1.35
1.6`1
C-110
9.2
2. 4.8
1.2: 9.6
30
1.00 1.40
___1_.45-1.T6-
'1.66
2.94.8
3.5
40
1..05
.451.702.9
1.09 1.49
1.74
E-110
-16.8
-7.8 -14.4
45
1.12 1.53
1.7_8_
F-11
G-110
-9.5
-11.6
- 5. 6
-5,.5
50
1.16• 1.56
1.81
H-11.0.
-7.3
- 2.3
-
55
1:19 _ 1.59
1.34
_
1.F77
60
1.22 1.62J-
1 �_
Summit Structural Design
Project: Pool House Addition
Engineer: RKB
Design of: C+C-Envelope Procedure (ASCE 7-10. Section 30.5)
C3},�
M
15)
0) , '
a `
HIP' ROOF (7'< 4 X25') HIP ROOF (25'c E),:,27')
`3) ($K
�?) _0 CD 4)
6,2
`' �4l, j'
--
FLAT ROOF .and GAEIE FROOF (7* v <el5')
CABLE ROOF (0<7')
L= 48 Long, Bldg. Dim, (ft)
T= 30 Transv. Bldg. Dim. (ft) a (ft) = 3.0
V= 110 Basic Wind Speed (110 or 115 mph)
LCF= 0.6 Load Combination Factor
A= 1.21 Adjustment Factor
KZt= 1 Topographic Factor
h= 13 Mean Roof Height (ft)
RAN= 2 Roof Angle Number (1=0°-7°, 2=8°-27°,
3=28°-45°)
Conditions:
_
1. Mean Roof Heights 60 ft.
2. Enclosed
3. Regular Shaped
4. Not Subject to:
a) across wind loading
_
b) vortex shedding y
-
c) instability (gallup/flutter)
d) channeling effect
e) buffeting (upwind obstructions)
5. Flat Roof or Gable Roof <_ 45',
or Hip Roof 5 27°
Adjustment Factor for E31dg
Height and Exposure, A
Roor Int.
ft
Exposure
B C
D
15
1.00 1.21
1.47
20
1.00 1.29
1.55
25
1.00 1.35
1.61
30
1.00 1.40
1.66
35
1.05 1.45,
1.70
40
1.09 1.49
1.74
45
112 1.53_
1.78
50
1.16 1.56_
55
1.19 1.59_
_1.81
1.84
1.22 1.62
1.87
C+C Wind Loads (psf), pnet=LCF*A*Kzt*Pnet30
Loc.
Zone
EWA pnet Ovhg.
ftZ + _ _
Loc.
EWA pnet
Zone ft2 + , _
ro
10 11.6 -14.4-4
15.8
77
1 20 1.6 -14-.T-
2 -1557-
-:T-64--
1 50 11.6 -13.5
4 50 14.2_
-15.5
1 100 11.6 -13.1
4 100 13.4_
714.8
2 10 11.6. -25.2 -29.5
4 500 11.8
-13.1
2 0 .6 -23.2
5 1 15.8
72
2 50 .6 - 0.5 -29.5
5 2
-
2 0 .6 -8.5 _7_29._5
50 4.2
--T-79-
3 10 11.6 -37.2 -49.6
5 100 1 13.4
-16.4
3 20 11.6 1 -34.8 -44.7 1
5 500
3
50 1 -31.6 1 -38.3-
00 11.6 1 -29.2 1 -335
Summit Structural Design
Project: Pool House Addition
Engineer: RKB
-Design of Wind Load Development for Open/Pitched Bldg (ASCE 7-10)
'Design Wind Loads.on Open Pitched Bldg: F=ghGCNA (lbs)
Determination of q.;, Velocity Pressure
_ Structure Type
qh=0.00256k,K,,KdVz(LCF)=
13.43
psf'
Z.=
13.00
Height'Above Ground Level, ft
K,=
0.85
Calculated Velocity Pressure Coefficient
K„=
1.0
Topographic Factor (1.0 for Flat Terrain)
Kd=
0.85
Wind Directionality Factor
V=
110
Basic Wind Speed, mph
LCF=
0.60
Load Combination Factor
Determination of G, Gust Factor
11.5
700 0:11 0.80 + 0.15 650
G=
0.85
3,4
h= 13 Structure Height, ft
Exposure= C Wind Exposure Category
Wind Directionality Factor, Kd (Table 26.6-1)
_ Structure Type
K d
Buildings, MWFRS.
0.85
Buildings, CC
0.85
Arched Roofs
0.85
Square Chimneys, Tanks, & Sim.
0.90
Hexag. Chimneys, Tanks, & Sim.
0.95
Round Chimneys, Tanks, & Sim.
0.95
Solid Signs
0.85
Open Signs& Lattice Framework
0.85
Tri, Sq, Rect. Trussed Towers
0.85
All Other Trussed "rowers
0.95
Determination of CN, Force Coefficient
Terrain Exposure Constants (Table 26.9-1, Modified)
Exposure
aI
z (ft) I a bar I b bar c 1 '(ft)
a bar
z bar 0
g =gv
B
7.0
1200 0.25 0.45 0.30 320
0.33
30
3.4
C
9.5
900 0.15 0.65 0.20 500
0.20
15
3.4
D
11.5
700 0:11 0.80 + 0.15 650
0.125
7.8
3,4
Determination of CN, Force Coefficient
Clear Wind
Flow
Obstructed Wind Flow
Roof Slope (degrees)
CNW
CNL
CNW
CNL
26.56
1.21
0.2.1
-0.93
-0.93
f
-0.10
-0.85
-0:48
-1.38
Array Area/Roof Plane (ft)
158.00
Determination of Net Force
!
'
CNW
CNL
CNW
CNL
Load Case A (lbs)
2179
376
-1,676
-1676
Load Case B (lbs)
480
-1540
-857
72480
Net Horiz. Load Case A (lbs)
806
0
Net Horiz. Load Case_B (lbs)
A
608
726
• w
Z
3
1
1
)
I
Summit Structural Design
Project: Pool House Addition
Engineer-. RKB
Design of C+C Wind Loads for Open/Monoslope Bldg (AkE 7-10) _
Design Wind Loads on Open Monoslope Bldg; F=ghGCNA (lbs)
ti
Determination of q,, Velocity Pressure
qh=
13.41
psf qh=0.00256KZK,,KdV2LCF
z=
1,3.0
Height,Above Ground Level, ft
KZ=
0.85
Calculated Velocity Pressure Coefficient
K21=
1.0
Topographic Factor (1.0. for Flat Terrain)
Kd=
0.85
Wind Directionality Factor
V=
110
Basic Wind Speed, mph
LCF=
0.60
Load Combination Factor
G=
0.85
Gust -Effect Factor
Exposure=
C
Wind Exposure Category ,
6= 20 Plan Dimension of Building Measured Perpendicular to Wind uirection, tt
L= 14 Plan Dimension of Building Measured Parallel to Wind Direction, ft
a= 3 Width of Pressure Coefficient Zone, ft.
X31
Determination of CN,. Force Coefficient
Terrain Exposure Con starits
-
Exposure
a
z (ft) a bar
b bar
c.
I (ft)
a bar
z bar (ft)
Obstructed Wind Flow
B
7.0
1200 0.25
0.45
0.30
320
0.33
30
.3.4
C
9.5
900 0.15
0.65
0.20
500
0.20
15
3.4
D
11.5
700 0.11
0.80
0.15
650
0:125
7.8
3.4
X31
Determination of CN,. Force Coefficient
-
Effective Wind
Clear Wind Flow
i
Obstructed Wind Flow
Area, EWA
Zone 3
Zone 2
Zone*
Zone 3
.Zone 2
Zone 1
EWA15 aZ,
2.51 -1.89
1.93 -1,47
1.25
-0:95
1:00
-2.58
0.80 -1.94
0.50
-1.29
a2 < EWA 5 4a2
1.93 -1.47
1.93 -1.47
1.25
-0.95
0.80
-1:94
0.80 -1.94
0.50'
-1.29
EWA > 4a2
1.25 -0.95
1.25 -0.95
1.25.
-0.95
0:50
=1.29
0.50 -1.29
0.5o
-1.29
Determination of
Wind Pressure, F (psf)
`
Effective Wind
Clear Wind Flow
Obstructed Wind Flow
Area, EWA
Zone 3
Zone 2
Zone 1
Zone 3
Zone 2
Zone 1
EWA _< aZ
28'.6 -21.6
22.0 -16.7
14.3.
-10.8
11.4
-29.4
9.1 -22.1
5.7
-14.7
a2 < EWA 5 4a 2.
22.0 -16.7
22.0 -16.714.3
-10.8
' 9..1
-22.1
9.1 -22.1
5.7
-143
EWA > 4a
14.3 -10.8
14.3 -10.8
14.3
-10.8
5.7
-14.7
5.7 -14.7
5.7
-14.7
i
M
1s
Summit Structural Design
Project: Pool House Addition
• Engineer: RKB
Design of: Win;d. Loads
A B
C
D
--
• End Zone End Zone
Int. Zone
Int. Zone
Line
Min. Net
"
Wall Line Wall Area Roof Area
Wall Area
Roof Area
Shear (lbs)
Shear (lbs)
Control
.1 15
54
707
662
707--
2 15
54
707
662
707
A
80
66
1202
1
1085
1202
f
1
i
,r
a
a.
/
1
1
1
Summit Structural Design
Project: Pool House Addition
r.
Engineer: RKB
Design of : Lateral Force Summary
Wind Seismic
Wall Line Shear (lbs) Shear (lbs) Control
1 707 5.60 Wind
2 707 560 Wind
A
1202
840
Wind
B
806
508
Wind
C
627
376
Wind
Summit :Structural
Design
Project: Pool House
Addition
Engineer: RKB
Design of: Shear Walls
Panel Thickness
Panel Orientation
Short Dimension Across Studs
Nail Type
i 8d
Anchor Bold Diam,
Stud Spacing
16 in ox,
Spec Grav Of Framing
0.5
Fnd Sill Plate Grade
I DF -L T
AB in 2X Sill
620 lbs
AB in 3X Sill
730 lbs
Sill Plate/Rim Anchorage
Nail
Embed
Index # Nail
Length (in) Diam. (in) (in)
Cd
Load (lbs)
1 12d
3.25 0.135
1.75
1.6
165
2 16d
3.5 0.148
2.00
1.6
189
3 20d
4 0.177
2.50
1.6
261
4 Mcl
4,5 0.192
3.00
1.6
272
5 1/4" SDS
3.5 0.25
2.00
1.6
544
6 A35
1.6
69.5
7 A34
1,6 '
515
Shear Wall
SW Plate Fastening
SW Rim Fastening
(No Ply E.N.)
All Spacing (ft)
Edge Nail (in) Load (lbs)
Fastener # Spacing
Fastener #
Spacing
2X Sill
3X Sill
6 260
1 7.6
inches
6
32.1 inches.
3.82
4.49
4` 350
1 5.7
inches
6
23.8 inches
2.83
3.34
4, Note 1 380
1 5.2
inches
6
21.9 inches
1.31
3,07
3, Note 1 490
1 4.0
inches
6
17.0 inches-
1.01
2.38
2, Note 1 640
1 3.1
inches
6
13.0 Inches
NG
1.83
44; Note 1 760
3 4.1
inches
6
11.0 'inches
NG
1.54
33, Note 1 980
3 1,2
inches
6
8.5 inches
NG
.1.19
22, Note 1 1280
3 2.4
inches
6
6.5 inches
NG
0.91
1. Use 3X framing at adjacent
panel edges and stagger nailing
Summit Structural Design
Project:
Pool House Addition
Engineer:
RKB
Design of.. Shear Wall Framing
Total
Resistive
Segment
Segment
Lateral
Wall
Overall
Resistive Aspect Gravity OT OT
Righting
Net
Wall
Load
Length Load
Edge Nail
Length
Length Ratio Load Height Moment
Moment
M/O
Line
(lbs)
'(ft) (pif)
(in)
(ft)
(ft) Factor (Ib/ft) (ft) (ft -Ib)
(ft -Ib)
(lb)
1-W
707
_
1 -eq
1457
( r,
2-w
707
2 -eq
1457
A -w
1202
8.00 150
6"
8.00
8,00 1.00 ISO 10 12023
4800
1143
A -eq
840
.8.00 105
6"
8.00
8.00 1.00 150 10 8405
4800
691
B -w
B -eq
C -W,
806
1320
627
—?
l•
Q%
�C�t
►� jv�i� QJA, t�=�..
,
C•eq
979
Summit
Structural
Desivi
Project: Pool House Addition
Engineer: RKB
Design of :
Lateral Drags
Lateral Overall
' Shear per
Length to
Drag
Drag
Wall
Load Length
Foot
be dragged
Load
Type
Line.
(Ibs.) (ft)
(plf)
(ft)
(lbs)
if applicable
1-w
707 18.0
39.3
5.0
196
'A
1 -eq
1457 18.0
80.9
5.0
405
A
2-w
707 18.0
39.3
5.0
196
A
2 -eq
1457 18.0.
80.9
5.0
405
A
A -w
1202 30.0
40.1
22.0
882
A
-.
A -eq"
840 30.0
29.0
22.0
616
A .
B -w
806 28.0
28.8
14.0
403
A
"
B -eq
1320 28.0
47,2
14.0
66.0
A
C -W
1320 2.8.0
47.2
14.0
660
A ..
C -eq
-784 28.0
.28.0
14.0
392
A
1k)
�.
Summit Structural, Design
Project: Pool House
Addition
' Engineer: RKB
}
Design of: Foundations
Allowable Soil Bearing:
15,00 psf
Concrete Compressive Strength,:
2500 psi
Concrete Stem Wall (Non -Retaining):
6" wide with (1) #4 continuous
at top and bottom of wall and #4 at 18" o.c.
full height.
Provide #4 at 18" o.c. vertical developed by hook into footing, U.N.O.
Continuous footings:
Width (in) Thick. (in)
Cap (plf)
Reinforcing
12 . .12
1500
(1) #4 cont.
15 12
1875
(2) #4 cont.
18 12
2250
(3.) #4 cont.
24 12
3000
(3) #4 cont.
3.0 12
3750
(4) #4 cont.
Spread Footings:
.
Reinforcing
Cap.
Label Size
Thick. (in)
Each Way
Kips
F1 1'-0" S.q.
12
(1) #4
1.5
F1.5 1'-6" Sq.
12
(2) #4
3.375
F2 - 2'-0" Sq.
12
(3) #4
6
F2.5 2'-6" Sq.
12
7 (4) #4
9.375
F3 3'-0" Sq.
12
(4) #4
13.5
w F3.5 3'-6" Sq.
12
(5) #4
18.375
F4 4'-0" Sq,
12
(5). #4
24
F4.5 4'-6" Sq.
12
(6) #4
30.3.75
F5 5"-0" Sq.
12,
(7) #4
37.5 .
F5.5 5'-6" Sq.
12
(5) #5'
45.375
F6 6'-0" Sq.
18
(8) #5
54
F6.5 6'-6" Sq.
18
(9) #5
63.375
Note: Bottom of each•footing
shall be at least
12" below finished grade or as per local requirements.
U
Summit Structural Des
Project: Pool House Addition
Engineer: RI<B
Design of :'Spread Foundations - Gridline B
To Footing;
W+=2129
lbs,
W-= -2220
lbs.
D= 7029
lbs.
b= 4.25
ft.
Side. dimensions of square footing
d= 2.00
ft.
Depth of embedment
h= B.S.ft.
Height of applied load above grade.
P= 729
lbs.
Applied load.
Allow. Bearing= 1500
psf
'Ultimate Uplift Resistance T„ = 2c(D - 1)(6 + L) + y(D -.IJ (2s S + L - 8)K„ ton 0
Allow. Lat. Bearing= 200
pcf
Allow. Uplift
Allowable Uplift Resistance T. T„/1.5
Resistance Ta= 1649
lbs
Where:
Overturning%Uplift Check:
c,-130 psf 0 = footing depth (ft)
Righting, MMT Mr= 19642
Ib -ft
0 = 25 de.g•(assumed - conservative) L = footing length (ft)
7 =110 pcf R = footing width (ft)
OTM Mo= 12372
Ib -ft
s, = 1 + (0.10)0/8 4= 1- sin 0
t Mo/Mr= 0.63
Status OK
Overturning Bearing Check: Max Bearing
M= 7655 Ib -ft .
., Bearing Check:
Pmax= 14577 lbs 1405 psf
Max Down Load= 9158
lbs.
A= 18.06 -ft'
Bearing Capacity= 27094
lbs.
S= 12.79 ft'
Status OK
Status OK
I-\.-
Summit
ti
Summit Structural Design
Project: Pool House Addition
Engineer: RKB
Design of: Spread Foundations - Gridline C
Typ Footing
W+=
2129
lbs.
W-=
-2220
lbs.
D=
6290
lbs.
b=
4.00
ft.
Side dimensions of square footing
d=
2.00
ft.
Depth of embedment
h=
8.5
ft.
Height of applied load above grade.
P=
490
lbs.
Applied load.
Allow. Bearing=
1500
psf
Ultimate Uplift Resistance T„ = 2c(D - 1)(8 + L) + y(D-1)l(2sf8 + L -.B)k„ tan 0
Allow. Lot. Bearing=
200
pcf
Allow. Uplift
Allowable Uplift Resistance T, = T„ L1.5
Resistance Ta=
1553
lbs
Where:
Overturning/Uplift Check:
c =130 psf
/
D = footing depth (ft)
Righting MMT Mr=
16680
Ib-ft
0 = 25 deg (assumed - conservative)
L = footing length (ft)
O=
TM
9585
lb-ft
v/ y = 1.10 pcf
8 = footing width (ft)
s� = 1 +:(0,10)D/B
k„ = 1-'sin 0
Mo
Mo/Mr=
0::57
Status
CK
Overturning Bearing Check:
Max Bearing;
M= 5145 Ib-ft
Bearing Check:
Pmax= 13219 lbs
1309 psf
Max Down Load=
8419
lbs.
A= 16 ftZ
Bearing Capacity=
24000
lbs.
S= 10.67 ft'
Status
OK
Status OK
Summit Structural Design
`Project: Pool House Addition
Engineer: RKB
Design of: Cantilever Column
Steel Code Check for Structural Tubing
Per ANSI/AISC 360
f Properties Loads
Member Length, L =
5 h Axial Load, Pp, = 2.30 kips
K =
'
2.1 Axial Load, Pi, = kips
Yield Stress, Fy =
�
46.0 ksi Seismic Wind
Modulus of Elasticity, E =
_
29000 ksi Shear, Vx = 0.73 0.40 kips
- Height, h =
Width, w =
6.00 in., VY = 0.00 0.00 kips
6.00 in.
Wall thickness, t =
0:17 in Note:
Radius of. Gyration, rx .
2.37 in see.lateral design for Seismic and Wind
Radius of Gyration, ry =
2.37,in load;development:
Area, A =
3.89 Int '
4 Section Modulus; Sx =
7.27 in3.
Section Modulus, Sy =
7.27 in3
Moment of Inertia, Ix=
21.82 in4 Section O.K.
Moment of Inertia, ly =
21.82 in4
Zx =
8.63 in3
ZY =
8.63 in4
Compression
Section ok for Compression
Critical Load Combination, P =
2.30 kips < 15% of Allowable - Section ok for Cantilever Column
We
1.670
4.711(E/Fy)^(1/2) =
118.261
^
x-axis axis
KI/r =
53:20 53.20
Fe =
101.132 ksi 101.132 ksi
Fcr =
38:0257573 ksi 38.0257573 ksi
Pn =
Allowable Compressive Strength Pn/Wc =
147.919287 kips 147.919287 kips .
88.5744231 kips 88.5744231 kips
Bending
Section ok for Sending
Wb
1.670
x-axis y axis
Seismic Bending Moment, M =
43.80 k -in 0:00 k -iii
Wind Bending Moment, M =
.24:00 k -in 0.00 k -in
Non
-Compact Non'•Compacf
Nominal'Flexural Strength, Mn
368.94 k -in 368.94 k -in
Allowable Flexural Strength, Mn/Wb
220.92 k -in 220.92 k -in
Shear
Section ok for Shear
W,
1.670
kv
5
x-axis •axis
Q =
6.26 in3. 6.26 in3
CV =
1 1
Aw =
1.81 int 1:81 int
Design Shear Stress, fv = vQ/lt
0.72 ksi 0:00 ksi
Nominal Shear Strength, Vn =
49.92 kips 49:92 kips
Allowable Shear Strength, Vn/W, =
29.89 kips 29;89 kips
Combined Bend &..g omp
Section,okforCombined Egns.
Pr/Pc
0.03
Eqn H1 -1b
0.211
Deflection
Section ok for Deflection
Calculated Deflection, DMAX =
6.125 in.
Allowable Deflection, DALLOW =
1.500 in
T
Summit
Structural
Design
Ptoje.cts Pool House Addition
Engineer: RK6
Design of:
6X Timber Column Design Values (NDS 3.7)
6X6 DF-L(N) #i1
Fc
E d
KCE
c
CD
1000
1600000 5.5
0.3
0.3
1.25
Stability
Reduction
Column Capacity (lbs)
le,(ft)
CP Fc' (psi)
6X6
6X8
6X10
.6X12
5
0.87 872
26386
35981
45576
55171
6
0.82 823
2.4895
33948
43000
52053
7
0.77 770
23288
31756
40224
48692
8
0.71 715
21625
29488
37351
45215
9
0.66 660
19961
27220
34479
41737
10
0:61 606
18344
25014
31685
38355
11
0.56. 556
16806
22917
29028
35139
12
0.51 508
15368
.20957
26545
32133
13
0.46 464
14043
19150
24256
29363
14
0.42 424
12833-
17500
22167
26834
15
0.39 388
11737
16005
20273
24541
16,
0.36 355
10748
14656
18564
22472
17
0.33 326
9857
13442
17027
20611
18
0.30 299
9058
12352
15645.
18939
19
0.28 276
8340
11372
14405
17437
20
0.25 254
7694
10492
13290
16088
Summit Structural Design
Project: Pool House Addition
Engineer:.RKB
Design of: Roof Framing
Roof Loads
DL= 16 psf
LL= 20 psf
Roof plywood:
1/2" APA rated Exterior plywood or OSB.. Apply face grain perpendicular to
framing, stagger panels and nail with 8d at 6" -o.c. edges and 12" o.c. field. Edge
nail at gable ends, drags strap lines; blocking, and all supported edges.
1s
M
1�
COMPANY PROJECT
Summit Slrublural Design
WoodWorksMay 26,201610:19
t:'r
Design Check Calculation Sheet
WoodWorks Sizer 10.1'
Loads
Load
Type
Distribution.
Pat-
Locatlun (ft,j
19agr.itude
Unit
1733
1192
.Roo: Live
tart.
Stet'C End.
S[arC End
fb '430
T-0adi
Dead
'rut. 1. Area
fb/Fb' = 0.39
Bearing.:
lG.00(t .00)'
psi
Loa d2
Wind CbC
Full Arca
Nin Ie '.d
.1.00`
25.00(16.00)`
psf
Load3
Roof contr.
Full Area
0.09 -
<L/999
20,00(111.00)'
psf
Self-wei hC
Dead
Ful 1 UDL
Load combinations: ASCE 7-10,/ 19C 2012
19.4
if
Maximum Reactions (lbs) and Bearing Lengths (in) :
941
Unfactored:
- ---
Value
Dead
1192
Anal s1.a/Desicn
Wind
1733
1192
.Roo: Live
1367
1713
Factored:
fb '430
1337
Total3012
-
fb/Fb' = 0.39
Bearing.:
0.03 '
3012
Length
1.00•
Nin Ie '.d
.1.00`
1.U0•
'Minimum hwarinml>nnih
ewaeann „wa• rr... ,...a .............. _ _____
1 .:'QO'
Timber -soft, D.Fir-L, No.2, 8x12'(7 -1/4"x11-1/4")
Supports: All - Timber -soft Beam, D.Fir-L No.2
Total length:' 6'-8 A":
Lateral support: top= at supports, bottom= a1 supporta:;
Analysis vs: Allowable Stress (Dsil and Deflection /int i-1- Banc 10,o .
Criterion
Anal skis
Value
Design
value
Anal s1.a/Desicn
Shea r
v =
3
Fv' ••
21
fv Fv' -� 0.17
6nndi.ng(•1
fb '430
1.00 - -
Fb'
1,091
fb/Fb' = 0.39
Dead Defl'n
0.03 '
<L/999
Shear': -LC if - D+Lr, V - 2555, V design
1977 lbs
Live Deit'n
0.04 -
<L/999
0.29
L/360
0. IA
Total De£1'n
0.09 -
<L/999
0.43
L/240
0.2.0
Additional Data:
FACTORS: F/E(psi)CD C1d CC CL CF
Cfu Cr Cfrt
Ci Cn LC 0.
FV' 1'10 1.25 .1.00 1,00 - -
- - 1.00
1.00 1.00 2
Fli'+ 875 1.25 1.00 1.00 .1,000 1.000
1.00 .1.00 1.00
1.00 - 2
E'ep' 6'1.5 - 1.00 1.00 - -
- - 1.00
1.00 - -
E' 1,3 million 1.00 1•.00 - -
- - 1.00
1.00 - 3
CRITICAL LOAD COMBINATIONS:
Shear': -LC if - D+Lr, V - 2555, V design
1977 lbs
8eh'd'i 119 i+): LC 62 - D+Lr, I.1 = 5483 lbs -ft
Deflection: LC. 63. - D+,75(Lr+.926) (Live)
+
LC D+•, 75(Lra.42W) (total)
0 -:dead L -live S=snow W=wind 1 -impact Lr^roof live
Ix -concentrated
E=earthquake
All I. , oru listed in the Analysis output
Load combinations: ASCE 7-10,/ 19C 2012
CALCULATIONS:
Ue:"lection: EL - '1..118e06 lb-in2
"Liv?" deflection A Deflection from all non -dead
loads ilive, wind, snow...)
Total Deflection 1_50(Dead Load Deflection) +
Live Load Deflection.
Design Notes:
1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012); the National Design Specification (NDS 2012), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriatetor.your application.
3. Sawn lumber bending members shall be laterally supported according to'the provisions.of NDS Clause 4.4.1•.