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FOUNDATION DETAILS:
SEE STRUCTURAL PAGE5 FOR DETAILS
25c#T10N Aid
SCALE: 1/4" 1'-0'
SEC. 33, T. 23N. R.1 E. M.D.B. &M. LOT A 47-11-1
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Vyye LOT 6 Book 47, Poge 77
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EXISTING
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PROP05ED TRELLIS:: \
(Ej SEPTIC:
A5 PER BUTTE COUNT EALTH
DEPARTMENT RE0UIREMFNT5. \
WATER SERVer,
CONNECTED TO�k4ATER
SERVICE.
aALGREF'N MOTES:
DURING CONSTRUCTION, ONE OR MORE OF THE FOLLOWING MEASURES SHALL BE
IMPLEMENTED TO PREVENT FLOODING OF THE ADJACENT PROPERTY, PREVENT
EROSION d RETAIN SOIL RUNOFF ON THE SITE:
A.) RETENTION BASINS OF SUFFICIENT 51ZE SHALL BE UTILIZED TO RETAIN STORM
WATER ON THE SITE.
B.) WHERE STORM WATER 15 CONVEYED TO A PUBLIC DRAINAGE SYSTEM,
COLLECTION POINT, GUTTER OR SIMILAR DISPOSAL METHOD, WATER SHALL BE
FILTERED BY USE OF A BARRIER SYSTEM, WATTLE OR OTHER METHOD
APPROVED BY THE ENFORCING A61i
C.) COMPLIANCE WITH A LAWFULLY ENACTED STORM WATER MANAGEMENT
ORDINANCE.
METHODS TO MANAGE 5URFAGE WATER INCLUDE: SWALES, WATER COLLECTION AND
V15POSAL SYSTEMS, FRENCH DRAIN5, WATER RETENTION GARDENS d OTHER WATER
MEASURES WHICH KEEP SURFACE WATER AWAY FROM BUILVIN65 AND AID IN
GROUNDWATER RECHARGE.
EROSION_ CONTROL PLAN:
1.) NO 501L DISTURBANCE SHALL OCCUR PRIOR TO OBTAINING A BUILDING PERMIT
OR GRADING PERMIT.
2.) THE CONTRACTOR SHALL BE RE5PON51BLE FOR EROSION CONTROL.
3.) ER05ION CONTROL MEASURES SHALL BE IN PLACE BETWEEN OCT. 15TH d APR.
1 5TH, OR WHEN RAIN 15 FORCA5TED.
4.) SOILS TRACKED OFF 51TE INTO STREETS SHALL BE GLEANED UP AT THE END OF
EACH WORK DAY.
5.) INACTIVE SOIL STOCKPILES SHALL BE COVERED. ACTIVE STOCKPILES SHALL BE
COVERED PRIOR TO A FORGASTED RAIN EVENT.
b.) THE EROSION CONTROL PLAN SHALL BE RE-EVALUATED 4 ADJUSTED
ACCORDINGLY A5 THE 51TE CHANGES 4 AFTER RAIN EVENTS.
S� 7.) EROSION CONTROL MEA5URE5 SHALL BE MAINTAINED.
8.) PLACE SIGN AT WASHOUT: WASHING OF CONCRETE EQUIP. 6 TOOLS AT ANY OTHER
LOCATION THAN A DE516NATED CONCRETE WASHOUT 15 A VIOLATION OF LAW 4
SUBJECT TO FINE.
PROPERTY OWNER:
• PATRICK FLAHERTY
5 ci 5PYGLA55 ROAD, CHICO, GA 95 9 13
PHONE (408) 506-1-105
CONTRACTOR:
• ERIK JONES
GONG. DRIVEY+IAY' 2685 VISTAMONT WAY, CHICO, GA 959-15
PHONE(550)828-9590
51TE ADDRESS:
NONE ASSIGNED
:.< A
CONSTRUCTION
IO / 1 5/20 5
APPROX END: 2/1 5129 5 /
/ O' BUILDING SETBACK LINE
BLECTRI(i SERVICE:
CONNECTED TO UNDERGROUND
ELECTRICAL SERVICE.
1 O' PUBLIC UTILITIES EA5EMET
,COK4C. WALK/ /
I'll TO SEWER
MAIM
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SCALE: 1/4" - 1'-0"
TRELLI5 5TRUCTURAL NOTE5:
1.) SEE TYPICAL NOTE SHEET 5N AND TYPICAL DETAIL
SHEET 5D 1 FOR ADDITIONAL INFORMATION.
2.) DO NOT REMOVE OR MODIFY SUPPORT MEMBERS OR
HARDWARE FOR EXISTING FRAMING WITHOUT THE
EXPRESS WRITTEN CONSENT OF THE ENGINEER OF
RECORD.
5.) ANY DISCREPANCIES BETWEEN FRAMING SHOWN AND
FIELD CONDITIONS SHALL BE IMMEDIATELY BROUGHT
TO THE ENGINEER OF RECORD.
4.) ALL EXPOSED FRAMING SHALL BE PRESSURE
TREATED WITH TREATMENT PROCESS AND APPLICATION
APPROPRIATE FOR EXPOSURE ACCORDING TO MFR'S
WRITTEN 6UIDELINE5.
5.) WATERPROOFING, FLASHING, DRAINAGE, CORROSION
PROTECTION, ETC,. BY OTHERS.
2'-1 O'
20'-2'
2'-6" SQUARE x 12" 2'-6" SQUARE x 12"
THICK FOOTING W/#4 THICK FOOTING W/#4
AT b" C/C EACH WAY AT b" C/C EACH WAY N
BOTTOM. BOTTOM.
(E) 4'-b" SQUARE x 50" THICK
FOOTING W/ (9) #4 EACH WRY,
TOP 4 BOTTOM.
\(E) RESIDENCE, GARAGE E
� PORCHES TO REMAIN UNCHANGED.
(SHAVED AREA)
SCALE: 1/4" - 1'-O"
TRELLIS STRUCTURAL NO_F-5_
1.) SEE TYPICAL NOTE SHEET 5N AND TYPICAL DETAIL
SHEET 5D 1 FOR ADDITIONAL INFORMATION.
2.) DO NOT REMOVE OR MODIFY SUPPORT MEMBERS OR
HARDWARE FOR EXISTING FRAMING WITHOUT THE
EXPRESS WRITTEN CONSENT OF THE ENGINEER OF
RECORD.
5.) ANY DISCREPANCIES BETWEEN FRAMING 5HOWN AND
FIELD CONDITIONS SHALL BE IMMEDIATELY BROUGHT
TO THE ENGINEER OF RECORD.
4.) ALL EXPOSED FRAMING SHALL BE PRESSURE
TREATED WITH TREATMENT PROCESS AND APPLICATION
APPROPRIATE FOR EXPOSURE ACCORDING TO MFR'S
WRITTEN 6UIDELINE5.
5.) WATERPROOFING, FLASHING, DRAINAGE, CORROSION
PROTECTION, ETC. BY OTHERS.
ERIC JONES - GR
ENEAL CONTRACTOR
(530) 828-9590 CELL
EMAIL ADDRESS: ErikJonesGonstruction®Yahoo.com
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C:UTTE COUNTY DEVEILOPMENT SERVICES
REVIEWED FOR
CODE COMPLIANCE
BY
I I
i
SUMMIT 5TKUCTURAL I;?ll - aT RUG1 URAL eNCGINl G:\Users\Lynn\Documents\chief X8 Plane\EriG Jones - Flaherty Patlo\Flaherty Patio.layout
d 383 RIO LINDO AVENUE ♦200, CHICO, GA 95926 OWNER: PATRICK FLAHERTY 4 LORI HEAD
(530) 592-4401 WORK (408) 306-1 703 HI5 CELL
EMAIL ADDRESS: Ryland65ummltGhico.com EMAIL ADDRESS: pfflaheyahoo.com
ARCH E 1
50"x42"
WHILE EVERY ATTEMPT HAS
BEEN MADE IN THE
PREPARATION OF THIS PLAN
TO AVOID MISTAKES, THE
MAKER CANNOT GUARANTEE
AGAINST HUMAN ERROR.
BUILDING CONTRACTOR /
HOME OWNER TO REVIEW AND
VERIFY ALL DIMENSIONS,
SPECS, AND CONNECTIONS
BEFORE CONSTRUCTION
BEGINS.
yi■■D�IRAFTING BY:
M
(530) 891-0s$5
9 YGAMORE VALLEY ROAD
CNIGo, CALIFORNIA 459'13
LYNNSMITH5 20ATT.NET
ERIC .TONES
6ENCRAL
CONTRACTOR
(580) 828-9590
vC
--
c�Q J..lU,�r
h
K.
12/28/2016
THESE PLANS HAVE
BEEN REVIEWED
ONLY FOR
COMPLIANCE WITH
ATTACHED
STRUCTURAL
CALCULATIONS.
THE ENGINEER'5
STAMP ON THIS
PLAN 15 VALID
ONLY WITH A
LETTER SIGNED BY
TH15 ENGINEER FOR
EACH UNIQUE BUILD.
1•'
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2 -r 5 1 SgFt
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1 145 5gFt
CO\/'D PATIO:
90 5gFt FRONT
2_68 SgFt REAR
5 5 6 SgFt TOTAL
TRELLIS:
329 5gFt
DATE:
12/28/2016
SCALE:
SHOWN
-278t
SHEET
a COPYRIGHT 201 6
'" •a LYNN SMITH - DRAFTING
1 99 SYCAMORE VALLEY ROAD,
CHICO, CA 95973
s zus.acs" (530) 891-0585 WORK
'A.tt Assessors' maps are prepared fpr leea! proper'y
CREATED BY DB CREATED ON 01-15-2008
7a.is s1 q2
assessment purposes NLY. Parcels shown thereon may not
REVISED BY DB ,REVISED ON 01-15-2008
- comply with State and local subdivialan ordinances. No fiahility
- is assumed for use of informatim shown on anyy Assessors' map.
FILE NAME 47-77 EFFECTIVE 2D08-09 ROLL
- '
ALL ACREAGES APPRQXIMATE'PER RECORDEII INFORMATI�IJ.
Prior Book 47, Pae 71
y
Compiled By The Butte Count Assessor's Office
LUT F
;Oe000l
zpo'� PROPANE TANK:
EXISTING
X
0
i
.-SLOPE"r /
PROP05ED TRELLIS:: \
(Ej SEPTIC:
A5 PER BUTTE COUNT EALTH
DEPARTMENT RE0UIREMFNT5. \
WATER SERVer,
CONNECTED TO�k4ATER
SERVICE.
aALGREF'N MOTES:
DURING CONSTRUCTION, ONE OR MORE OF THE FOLLOWING MEASURES SHALL BE
IMPLEMENTED TO PREVENT FLOODING OF THE ADJACENT PROPERTY, PREVENT
EROSION d RETAIN SOIL RUNOFF ON THE SITE:
A.) RETENTION BASINS OF SUFFICIENT 51ZE SHALL BE UTILIZED TO RETAIN STORM
WATER ON THE SITE.
B.) WHERE STORM WATER 15 CONVEYED TO A PUBLIC DRAINAGE SYSTEM,
COLLECTION POINT, GUTTER OR SIMILAR DISPOSAL METHOD, WATER SHALL BE
FILTERED BY USE OF A BARRIER SYSTEM, WATTLE OR OTHER METHOD
APPROVED BY THE ENFORCING A61i
C.) COMPLIANCE WITH A LAWFULLY ENACTED STORM WATER MANAGEMENT
ORDINANCE.
METHODS TO MANAGE 5URFAGE WATER INCLUDE: SWALES, WATER COLLECTION AND
V15POSAL SYSTEMS, FRENCH DRAIN5, WATER RETENTION GARDENS d OTHER WATER
MEASURES WHICH KEEP SURFACE WATER AWAY FROM BUILVIN65 AND AID IN
GROUNDWATER RECHARGE.
EROSION_ CONTROL PLAN:
1.) NO 501L DISTURBANCE SHALL OCCUR PRIOR TO OBTAINING A BUILDING PERMIT
OR GRADING PERMIT.
2.) THE CONTRACTOR SHALL BE RE5PON51BLE FOR EROSION CONTROL.
3.) ER05ION CONTROL MEASURES SHALL BE IN PLACE BETWEEN OCT. 15TH d APR.
1 5TH, OR WHEN RAIN 15 FORCA5TED.
4.) SOILS TRACKED OFF 51TE INTO STREETS SHALL BE GLEANED UP AT THE END OF
EACH WORK DAY.
5.) INACTIVE SOIL STOCKPILES SHALL BE COVERED. ACTIVE STOCKPILES SHALL BE
COVERED PRIOR TO A FORGASTED RAIN EVENT.
b.) THE EROSION CONTROL PLAN SHALL BE RE-EVALUATED 4 ADJUSTED
ACCORDINGLY A5 THE 51TE CHANGES 4 AFTER RAIN EVENTS.
S� 7.) EROSION CONTROL MEA5URE5 SHALL BE MAINTAINED.
8.) PLACE SIGN AT WASHOUT: WASHING OF CONCRETE EQUIP. 6 TOOLS AT ANY OTHER
LOCATION THAN A DE516NATED CONCRETE WASHOUT 15 A VIOLATION OF LAW 4
SUBJECT TO FINE.
PROPERTY OWNER:
• PATRICK FLAHERTY
5 ci 5PYGLA55 ROAD, CHICO, GA 95 9 13
PHONE (408) 506-1-105
CONTRACTOR:
• ERIK JONES
GONG. DRIVEY+IAY' 2685 VISTAMONT WAY, CHICO, GA 959-15
PHONE(550)828-9590
51TE ADDRESS:
NONE ASSIGNED
:.< A
CONSTRUCTION
IO / 1 5/20 5
APPROX END: 2/1 5129 5 /
/ O' BUILDING SETBACK LINE
BLECTRI(i SERVICE:
CONNECTED TO UNDERGROUND
ELECTRICAL SERVICE.
1 O' PUBLIC UTILITIES EA5EMET
,COK4C. WALK/ /
I'll TO SEWER
MAIM
lim ii, - =Fml
SCALE: 1/4" - 1'-0"
TRELLI5 5TRUCTURAL NOTE5:
1.) SEE TYPICAL NOTE SHEET 5N AND TYPICAL DETAIL
SHEET 5D 1 FOR ADDITIONAL INFORMATION.
2.) DO NOT REMOVE OR MODIFY SUPPORT MEMBERS OR
HARDWARE FOR EXISTING FRAMING WITHOUT THE
EXPRESS WRITTEN CONSENT OF THE ENGINEER OF
RECORD.
5.) ANY DISCREPANCIES BETWEEN FRAMING SHOWN AND
FIELD CONDITIONS SHALL BE IMMEDIATELY BROUGHT
TO THE ENGINEER OF RECORD.
4.) ALL EXPOSED FRAMING SHALL BE PRESSURE
TREATED WITH TREATMENT PROCESS AND APPLICATION
APPROPRIATE FOR EXPOSURE ACCORDING TO MFR'S
WRITTEN 6UIDELINE5.
5.) WATERPROOFING, FLASHING, DRAINAGE, CORROSION
PROTECTION, ETC,. BY OTHERS.
2'-1 O'
20'-2'
2'-6" SQUARE x 12" 2'-6" SQUARE x 12"
THICK FOOTING W/#4 THICK FOOTING W/#4
AT b" C/C EACH WAY AT b" C/C EACH WAY N
BOTTOM. BOTTOM.
(E) 4'-b" SQUARE x 50" THICK
FOOTING W/ (9) #4 EACH WRY,
TOP 4 BOTTOM.
\(E) RESIDENCE, GARAGE E
� PORCHES TO REMAIN UNCHANGED.
(SHAVED AREA)
SCALE: 1/4" - 1'-O"
TRELLIS STRUCTURAL NO_F-5_
1.) SEE TYPICAL NOTE SHEET 5N AND TYPICAL DETAIL
SHEET 5D 1 FOR ADDITIONAL INFORMATION.
2.) DO NOT REMOVE OR MODIFY SUPPORT MEMBERS OR
HARDWARE FOR EXISTING FRAMING WITHOUT THE
EXPRESS WRITTEN CONSENT OF THE ENGINEER OF
RECORD.
5.) ANY DISCREPANCIES BETWEEN FRAMING 5HOWN AND
FIELD CONDITIONS SHALL BE IMMEDIATELY BROUGHT
TO THE ENGINEER OF RECORD.
4.) ALL EXPOSED FRAMING SHALL BE PRESSURE
TREATED WITH TREATMENT PROCESS AND APPLICATION
APPROPRIATE FOR EXPOSURE ACCORDING TO MFR'S
WRITTEN 6UIDELINE5.
5.) WATERPROOFING, FLASHING, DRAINAGE, CORROSION
PROTECTION, ETC. BY OTHERS.
ERIC JONES - GR
ENEAL CONTRACTOR
(530) 828-9590 CELL
EMAIL ADDRESS: ErikJonesGonstruction®Yahoo.com
(E) b"xb"
(N) ii
W/CICO
1/4: 12
PITCH
b"x 1 b" DF# 1
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ME M
(E) RESIDENCE, 57ARAl 4
PORGHE5 TO REMAIN UNGHArNGED.
(SHADED AREA)
.oma•. �_ � � .� �
(E) b"xb"
i
----------
i
i
I I
I I
I I
I I
PE'rlfvIIT #_
C:UTTE COUNTY DEVEILOPMENT SERVICES
REVIEWED FOR
CODE COMPLIANCE
BY
I I
i
SUMMIT 5TKUCTURAL I;?ll - aT RUG1 URAL eNCGINl G:\Users\Lynn\Documents\chief X8 Plane\EriG Jones - Flaherty Patlo\Flaherty Patio.layout
d 383 RIO LINDO AVENUE ♦200, CHICO, GA 95926 OWNER: PATRICK FLAHERTY 4 LORI HEAD
(530) 592-4401 WORK (408) 306-1 703 HI5 CELL
EMAIL ADDRESS: Ryland65ummltGhico.com EMAIL ADDRESS: pfflaheyahoo.com
ARCH E 1
50"x42"
WHILE EVERY ATTEMPT HAS
BEEN MADE IN THE
PREPARATION OF THIS PLAN
TO AVOID MISTAKES, THE
MAKER CANNOT GUARANTEE
AGAINST HUMAN ERROR.
BUILDING CONTRACTOR /
HOME OWNER TO REVIEW AND
VERIFY ALL DIMENSIONS,
SPECS, AND CONNECTIONS
BEFORE CONSTRUCTION
BEGINS.
yi■■D�IRAFTING BY:
M
(530) 891-0s$5
9 YGAMORE VALLEY ROAD
CNIGo, CALIFORNIA 459'13
LYNNSMITH5 20ATT.NET
ERIC .TONES
6ENCRAL
CONTRACTOR
(580) 828-9590
vC
--
c�Q J..lU,�r
h
K.
12/28/2016
THESE PLANS HAVE
BEEN REVIEWED
ONLY FOR
COMPLIANCE WITH
ATTACHED
STRUCTURAL
CALCULATIONS.
THE ENGINEER'5
STAMP ON THIS
PLAN 15 VALID
ONLY WITH A
LETTER SIGNED BY
TH15 ENGINEER FOR
EACH UNIQUE BUILD.
1•'
< <
iia Z i
o 3: O o
q LL
q <
V
ul
p[ V O
Q w
-A ol O
uj LL 1L
Ali k '1 <
V
' V ND til
}W
AL � to
ol
Lf
m
fL f
<z<�
QCL6CL
z ISupN
Q W J to
LL 0)ILd
LI\/A]5LE:
2 -r 5 1 SgFt
GARA l
1 145 5gFt
CO\/'D PATIO:
90 5gFt FRONT
2_68 SgFt REAR
5 5 6 SgFt TOTAL
TRELLIS:
329 5gFt
DATE:
12/28/2016
SCALE:
SHOWN
-278t
SHEET
a COPYRIGHT 201 6
'" •a LYNN SMITH - DRAFTING
1 99 SYCAMORE VALLEY ROAD,
CHICO, CA 95973
s zus.acs" (530) 891-0585 WORK
1. GENERAL
3. CONCRETE / REINFORCING CONTINUED 6.
FRAMING / LUMBER CONTINUED 9. DESIGN LOADS
A)
ALL WORK SHALL CONFORM TO THE 2013 CBC AND ALL APPLICABLE LOCAL CODES.
1)
REINFORCEMENT COVER SHALL BE AS FOLLOWS: 6-4
POSTS/TRIMMERS: A) THE STRUCTURE HAS BEEN DESIGNED FOR THE FOLLOWING CRITERIA PER CBC CHAPTER 16,
DIVISIONS I, 11, III, AND IV U.N.O.:
B)
THE ENGINEER (SUMMIT STRUCTURAL DESIGN) HAS PROVIDED AND IS RESPONSIBLE FOR
CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL: 3"
A.) SUPPORT: SUPPORT ALL UPPER LEVEL POSTS AND TRIMMERS IN LOWER LEVELS WITH
SPECIFIC STRUCTURAL ITEMS ONLY. ALL OTHER REQUIREMENTS OF THE BUILDING CODE
CONCRETE WITH SOIL OR WEATHER EXPOSURE:
EQUIVALENT FRAMING AND BLOCK OR OTHERWISE FRAME POSTS THROUGH FLOOR SYSTEMS. B) SEISMIC:
SEISMIC IMPORTANCE FACTOR: 1
INCLUDING WATERPROOFING, FIREPROOFING, DRAINAGE, HANDICAP ACCESSIBILITY, EGRESS
REQUIREMENTS, PARKING, AND ALL OTHER DESIGN REQUIREMENTS NOT SPECIFICALLY SHOWN
#5 BARS AND SMALLER 1 %Z"
#6 BARS AND LARGER 2"
B.) WHERE POSTS WITH COLUMN CAPS OR BEARING PLATES ARE SPECIFIED, THE LOAD IS TO BE MAPPED SPECTAL RESPONSE ACCELERATIONS: Ss = 0.617, S1= 0.276
IN THE STRUCTURAL DESIGN CALCULATIONS, ARE THE RESPONSIBILITY OF THE CONTRACTOR OR
CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: 3/4"
TRANSFERRED TO THE FOUNDATION BY VERTICAL GRAIN ONLY, U.N.O. SEISMIC SITE CLASS: D
SPECTRAL RESPONSE COEFFICIENTS: SDS = 0.537, SD1= 0.340, Cs = 0.27
OWNER. SHOULD ANY CHANGES BE MADE FROM THE DESIGN AS SPECIFIED IN THESE
SEISMIC DESIGN CATEGORY: D
DOCUMENTS WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER, THEN THE ENGINEER
J)
REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.O. LAP BOTTOM REINFORCING (60) 6-6
CONNECTIONS:
BASIC SEISMIC -FORCE -RESISTING SYSTEM: LIGHT FRAMED SHEAR WALLS
WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCTURE.
BAR DIAMETERS U.N.O. AND LAP TOP REINFORCING, PLACED ABOVE 12" OF CONCRETE OR
SEISMIC BASE SHEAR: 0.86 KIPS
MORE, (80) BAR DIAMETERS U.N.O.
A.) HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16" OVERSIZE.
RESPONSE MODIFICATION FACTOR: R = 2.0
C)
THE DRAWINGS AND CALCULATIONS REPRESENT THE FINISHED STRUCTURE, AND, UNLESS
SPECIFICALLY NOTED OTHERWISE, DO NOT SHOW THE METHOD OF CONSTRUCTION. THE
K)
#5 AND LARGER REBAR SHALL NOT BE RE-BENT.
B.) ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE ANALYSIS PROCEDURE USED: EQUIVALENT STATIC FORCE PROCEDURE
CONTRACTOR IS RESPONSIBLE FOR THE METHOD OF CONSTRUCTION, AND SHALL PROVIDE ALL
WASHERS WHERE BEARING AGAINST WOOD.
C) WIND:
MEASURES NECESSARY TO PROTECT THE PUBLIC, CONSTRUCTION WORKERS, AND THE
L)
ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND
WIND SPEED: 110 MPH
STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE FORMING, SHORING,
ADEQUATELY SECURED IN POSITION BEFORE AND DURING CONCRETE PLACEMENT.
C.) ALL BOLTS AND LAG SCREWS SHALL BE TIGHTENED UPON INSTALLATION AND RE -TIGHTENED
WIND EXPOSURE: C
BRACING, SCAFFOLDING, ETCETERA.
BEFORE CLOSING IN OR AT COMPLETION OF JOB.
D)
IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN
5. MASONRY
D.) LAG SCREWS SHALL BE SCREWED, NOT DRIVEN, INTO PLACE. D) LIVE LOADS:
ROOF NA
THE CALCULATIONS, THEN IT SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR
CONDITIONS THAT ARE SHOWN ON THE DESIGN DOCUMENTS.
A)
CEMENT MASONRY UNITS SHALL CONFORM TO CBC STANDARD 21-4, GRADE N, TYPE I, AND
SHALL BE SINGLE OR DOUBLE OPEN END BOND BEAM UNITS.
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
B)
F'm MIN SHALL BE 1,500 PSI WITH COMPLIANCE VERIFIED AS REQUIRED PER CBC SECTION
PROCEEDING WITH CONSTRUCTION PRIOR TO THE REVIEW OF THE ENGINEER.
2105.3.
F)
ALL WATERPROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC...) IS THE
C)
EACH CELL SHALL BE COMPLETELY FILLED WITH GROUT CONFORMING TO ASTM C279 TYPE S
RESPONSIBILITY OF THE CONTRACTOR OR OWNER.
WITH A MINIMUM STRENGTH OF 2,000 PSI.
G)
SHOP DRAWINGS: SHOP DRAWINGS ARE SUPERCEDED BY THE STRUCTURAL DRAWINGS UNDER
D)
LAP REINFORCING THE GREATER OF 80 BAR DIAMETERS OR T-0".
ALL CIRCUMSTANCES. THE GENERAL CONTRACTOR SHALL VERIFY THAT ALL CONSTRUCTION IS IN
FULL AGREEMENT WITH THE LATEST STRUCTURAL DRAWINGS. REVIEW OF SHOP DRAWINGS BY
E)
LOCATE ANCHOR BOLTS WITHIN 2" OF THE CENTER OF A CELL.
THE ENGINEER OF RECORD DOES NOT GUARANTEE IN ANY WAY THE THE SHOP DRAWINGS ARE
CORRECT, NOR DOES IT INFER THAT THEY SUPERCEDE THE STRUCTURAL DRAWINGS.
6. FRAMING/LUMBER
H)
WALL FINISH SYSTEMS SUCH AS STUCCO SHALL BE APPLIED OVER FOAM BASE OR OTHER
METHOD OF ADEQUATELY ALLOWING THE FINISH TO EXPAND AND CONTRACT WITHOUT
6-1 MATERIALS:
CRACKING. THE OWNER OR CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DEFECTS IN THE
FINISHES.
A.)
SHEATHING:
1. ROOF SHEATHING: SEE PLANS
1)
SPECIAL INSPECTION: SPECIAL INSPECTION PER SECTION 1701 OF THE CBC SHALL BE PROVIDED
2. FLOOR SHEATHING: SEE PLANS
FOR THE FOLLOWING TYPES OF CONSTRUCTION:
3. WALL SHEATHING: SEE PLANS
WELDING OF STRUCTURAL OR REINFORCING STEEL
EPDXY/MECHANICAL CONCRETE ANCHORS
B.)
GLUE -LAMS: GLUE -LAMS SHALL BE 24F -V4 U.N.O. WITH A CAMBER OF R=1600' U.N.O.
THE SPECIAL INSPECTOR SHALL BE ACCEPTABLE TO THE STRUCTURAL ENGINEER AND BUILDING
GLUE -LAMS EXPOSED TO WEATHER MUST BE RATED FOR EXTERIOR USE BY THE MANUFACTURER.
DEPARTMENT, SHALL BE ICBO QUALIFIED, AND THEIR EXPERIENCE SHALL BE COMMENSURATE
GLUED LAMINATED FABRICATON SHALL BE PERFORMED IN AN APPROVED FABRICATORS SHOP
WITH THIS TYPE OF PROJECT.
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.
2. SITE
WORK / FOUNDATIONS
C.)
MICRO -LAMS: MICRO -LAMS (LAMINATED VENEER LUMBER) SHALL HAVE FB = 3100 PSI AND
A)
ASSUMED MAXIMUM SOIL BEARING = 1500 PSF PER CBC TABLE 1806.2 (NO SOILS REPORT
FV = 285 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481.
PROVIDED).
D.)
SILL PLATES: SILL PLATES SHALL BE PRESSURE TREATED DOUGLAS FIR WITH 1/2" DIAMETER
B)
BUILDING SITE IS ASSUMED TO BE DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL. ENGINEER
ANCHOR BOLTS AND 3" X 3" X.229" PLATE WASHERS LOCATED AT 6'-0" O.C. MAX. WITH
HAS NOT MADE A GEOTECHNICAL REVIEW OF SITE, ANY OTHER CONDITIONS ENCOUNTERED
ONE BOLT LOCATED V-0" MAXIMUM FROM EACH END OF EACH PIECE. RE -TREAT CUT ENDS
MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER.
WHERE REQUIRED.
C)
THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR STEPPED FOOTINGS.
E.)
FRAMING LUMBER: ALL FRAMING LUMBER SHALL BE DOUGLAS FIR LARCH AS GRADED BY THE
ANY OTHER CONDITIONS SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO
W.W.P.A. OR W.C.L.I.B. AND SHALL HAVE A MOISTURE CONTENT LESS THAN 19%, U.N.O.
THE CONSTRUCTION OF THE FOUNDATIONS.
1. STUDS SHALL BE STUD GRADE OR BETTER.
D)
ALL FOOTINGS INCLUDING RETAINING WALL FOOTINGS, SPREAD FOOTINGS, WALL FOOTINGS,
2. ALL POSTS SHALL BE DF -L #1 U.N.O.
AND GRADE BEAMS SHALL BEAR ON UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW
3. 2X AND 3X RAFTERS SHALL BE DF -L #2 U.N.O.
FROSTLINE (12" TO 24" AS PER LOCAL REQUIREMENTS).
4. 2X JOISTS SHALL BE DF -L #2 U.N.O.
5. CONCEALED BEAMS SHALL BE DF -L #2.
E)
BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL.
6. EXPOSED BEAMS SHALL BE DF -L #1 APPEARANCE GRADE FOHC (4X6 AND LARGER).
7. ALL BEAMS 6X AND LARGER SHALL BE FREE OF HEART CENTER.
F)
ALL FINISHED GRADE SHALL SLOPE AT A MINIMUM SLOPE OF 5% AWAY FROM ALL
FOUNDATIONS A MINIMUM OF 10 FEET HORIZONTAL.
F.)
NAILS: ALL NAILS SHALL BE COMMON U.N.O. WHERE EXPOSED TO WEATHER OR WITHIN 18"
OF FOUNDATION, NAILS SHALL BE GALVANIZED.
G)
FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS.
G.)
BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND
H)
FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES.
PROVIDED NEW AND WITHOUT EXCESSIVE RUST.
1)
USE 4" DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE
H.)
ALL HARDWARE CALLED SHALL BE SIMPSON STRONG -TIE CO., OR ENGINEER APPROVED
TO DRAIN TO DAYLIGHT.
EQUIVALENT, INSTALLED PER MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLES FILLED
WITH RECOMMENDED FASTENERS. USP HARDWARE MAY BE USED IN LIEU OF SIMPSON
J.)
FOR FOOTINGS PLACED ON OR ADJACENT TO SLOPES, A GEOTECHNICAL ENGINEER MUST
HARDWARE WITH WRITTEN APPROVAL FROM STRUCTURAL ENGINEER OF RECORD. ALL METAL
APPROVE FOOTING PLACEMENTS IN VIOLATION OF FIGURE 1808.7.1 OF 2013 CBC. THIS
HANGERS, CONNECTORS, AND FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD SHALL
ENGINEER SHALL NOT BE LIABLE FOR ANY FOUNDATION NOT IN STRICT CONFORMANCE TO
BE STAINLESS STEEL OR OTHERWISE CERTIFIED BY THE MANUFACTURER TO RESIST CORROSION
SECTION 1808 OF THE 2013 CBC.
CAUSED BY THE SPECIFIC TREATMENT APPLIED TO THE WOOD AND/OR METALS.
K.)
WHERE LOADING TO EXISTING FOUNDATIONS IS NOT SUBSTANTIALLY INCREASED OR MODIFIED,
6-2 GENERAL FRAMING:
NO DESIGN RECOMMENDATIONS HAVE BEEN MADE FOR THE SUITABILITY OF THE EXISTING
FOUNDATIONS. ONLY THOSE FOUNDATIONS WHERE LOADS HAVE BEEN ADDED BY A SECOND
A.)
MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 2013 CBC TABLE 2304.9.1.
STORY HAVE BEEN INCLUDED IN THE DESIGN. THE OWNER SHALL BE ADVISED THAT EXISTING
FOUNDATIONS MAY NOT BE STRUCTURALLY ADEQUATE AND SETTLEMENT, CRACKING, AND
B.)
LARGER MEMBERS: ALL FRAMING MEMBERS SPECIFIED IN THESE CALCULATIONS ARE
OTHER PROBLEMS ASSOCIATED WITH EXISTING FOUNDATIONS ARE BEYOND THE SCOPE OF THIS
MINIMUMS, LARGER MEMBERS MAY BE SUBSTITUTED AT CONTRACTORS OPTION.
DESIGN. IF REVIEW OF THE EXISTING FOUNDATIONS IS REQUIRED, A GEOTECHNICAL ENGINEER
SHOULD BE CONTACTED TO DETERMINE THE EXTENT AND ADEQUACY OF THE EXISTING,
C.)
SHRINKAGE: CARE SHALL BE TAKEN TO ALLOW FOR EFFECTS OF SHRINKAGE WHICH COULD
UN -MODIFIED PORTIONS OF THE FOUNDATIONS.
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.
3. CONCRETE /REINFORCING
D.)
ALL STRUCTURAL FRAMING MEMBER WITH EXTERIOR EXPOSURE SHALL BE PRESSURE TREATED
A)
CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 3,000 PSI (DESIGN BASED ON
OR BE OF MATERIAL THAT IS NATURALLY RESISTANCE TO DECAY.
2,500 PSI U.N.O.).
6-3 BEAM
FRAMING:
C)
ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE II OR
TYPE III LOW ALKALI.
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.
D)
AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHALL NOT CONTAIN MATERIALS WHICH ARE
ALKALI REACTIVE AS DETERMINED BY ASTM C-227, 289, AND 295. IF TEST DATA IS
B.)
DOUBLE JOISTS: PROVIDE DOUBLE FLOOR JOISTS UNDER PARTITION WALLS RUNNING PARALLEL
UNAVAILABLE IN REGARDS TO ALKALI REACTIVE MATERIALS, PROVIDE CEMENT WITH A
TO JOIST SPAN AND UNDER ALL LOCATIONS WHERE TUBS MAY BE LOCATED. ADEQUATE
MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT.
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
E)
CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE
WATER HEATER, STOVE, REFRIGERATOR, OVEN, FIRE PLACE ENCLOSURES, WOOD BURNING
LATEST EDITION OF THE ACI 318.
STOVE, ETCETERA.
F)
SLABS ON GRADE SHALL BE PER THE CONTRACTOR. SUMMIT STRUCTURAL DESIGN RECOMMENDS
C.)
BLOCKING: PROVIDE SOLID BLOCKING IN JOIST FRAMING ABOVE ALL SUPPORTS
THE FOLLOWING AS A MINIMUM 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
MOISTURE BARRIER IN COMPLIANCE WITH ASTM E 1643, 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 3/4" OF SLAB FOR CRACK CONTROL AT INTERVALS NOT TO EXCEED 10'-0" WHERE
SLAB IS REINFORCED, SAW CUT AT INTERVALS NOT TO EXCEED 7'-0" WHERE SLAB IS
UN -REINFORCED.
ABBREVIATIONS Q 0FESSIpNq
o
AB ANCHOR BOLT K KIPS 010/1
6 8 �No. 78'
ADD'L ADDITIONAL L ANGLE / 0/1
ADJ ADJACENT LLH LONG LEG HORIZ.�9T C I V
ALT ALTERNATE LLV LONG LEG VERT. FOF CAO�
ARCH ARCHITECTURAL LONG LONGITUDINAL
BLDG BUILDING LSL LONG SLOTTED HOLE 11/28/16
BLKG BLOCKING LVL LAMINATED VENEER LUMBER
BM BEAM MAX MAXIMUM THESE PLANS HAVE BEEN REVIEWED
B BOTTOM MB MACHINE BOLTS FOR COMPLIANCE ONLY WITH THE
BOTT
(B) ATTACHED STRUCTURAL
BTF BEAT TO FIT MECH MECHANICAL CALCULATIONS
BTWN BETWEEN MFR MANUFACTURER
CB CARRIAGE BOLTS MIN MINIMUM
CCJ CONTROL JOINT MISC. MISCELLANEOUS
CIP CAST -IN-PLACE CONCRETE MTL METAL
C1 CONSTRUCTION JOINT (N) NEW
CLR CLEAR NS NEAR SIDE
CMU CONCRETE MASONRY UNITS NSA NELSON STUD ANCHOR'
COL COLUMN NTS NOT TO SCALE
CONC CONCRETE OC ON CENTER
CONN CONNECTION OD OUTSIDE DIAMETER
CONSTR CONSTRUCTION OH OPPOSITE HAND
CONT CONTINUOUS OPNG OPENINGw
CONTR CONTRACTOR OVS OVERSIZE ROUND HOLE
CP COMPLETE PENETRATION PDF POWDER DRIVEN FASTENER
CTR CENTER PERP PERPENDICULAR
CTSK COUNTERSINK PL PLATE Suite 200
SRio Lindo Ave.
DBL DOUBLE PLWD PLYWOOD Sui
DF DOUGLAS FIR PLCS PLACES Chico, CA 95926
DF -L DOUGLAS FIR - LARCH PP PARTIAL PENETRATION P. 530.592.4407
DIA DIAMETER PT PRESSURE TREATED SummitChico.com
DJ DOUBLE JOIST P/C PRECAST CONCRETE
EA EACH P/T POST -TENSIONED
EF EACH FACE REINF REINFORCEMENT
EL ELEVATION (DATUM) REQ'D REQUIRED
ELEV ELEVATION (VIEW) OR ELEVATOR SC SLIP CRITICAL
EN EDGE NAILING SEOR STRUCTURAL ENGINEER OF
EQ EQUAL RECORD
ES EACH SIDE SHTG SHEATHING
(E) EXISTING SIM SIMILAR
EXP EXPANSION SOG SLAB -ON -GRADE
EXT EXTERIOR STD STANDARD
EW EACH WAY STIFF STIFFENER
FF FINISH FLOOR STL STEEL
FIN FINISH SQ SQUARE
F1 FLOOR JOIST SS STAINLESS STEEL
FLR FLOOR SWS SHEAR WALL SCHEDULE J
FNDN FOUNDATION SYM SYMMETRICAL
FOHC FREE OF HEART CENTER T&B TOP & BOTTOM
FOS FACE OF STUD TO(P) TOP OF (PLYWOOD) Uj Q
FS FAR SIDE TOC TOP -OF -CONCRETE
FTG FOOTING TOF TOP -OF -FOOTING 0
GA GAUGE TOS TOP -OF -STEEL
GALV GALVANIZED TOW TOP -OF -WALL V, Q
GLB GLUE -LAM BEAM TN TOE NAIL Vi U
HDG HOT DIPPED GALVANIZED TYP TYPICAL Q N
HDR HEADER UNO UNLESS NOTED OTHERWISE j O
HGR HANGER (SIMPSON) VERT VERTICAL U U
HORIZ HORIZONTAL WP WORKPOINT _
ID INSIDE DIAMETER WWF WELDED WIRE FABRIC U
INT INTERIOR W/ WITH Ln
JST JOIST W/O WITHOUT Uj N
JT JOINT Rt
Cy)LjL
REVISIONS:
BUTTE COUNTY DEVELOPMENT SERVICES DATE: 11/2.8/16
REVIEWED FOR
CODE COMPLIANCE SCALE: NTS
DRAWN BY: RKB
JOB NUMBER: 16-351
SHEET:
S f
V
-- - - - - -L -- - -- - - ---- - -- - -------------._..__... - -
_ --- - -._ ..-- ----- -� —LL G.. V ; i JI ll� J VV 1' 1L L ll 1
CCOQ CENTERED ON (E) COLUM
>-3/1-67-�
2" NON—SHRINK GROUT
(3000 PSI AT 1 DAY,
5000 PSI AT 28 DAYS)
—
0
I �
^ Z
BAR
CONCRETE STRENGTH Fc = PSI
3000
4000
5000
6000
SIZE
#3
28
24
22
20
21
18
17
16
#4
37
32
29
26
28
25
22
20
#5
46
40
36
33
o_ �0
36
31
28
25
#6
56
48
43
39
43
37
33
30
#7
81
70
63
57
62
54
48
44
#8
93
80
72
65
71
62
55
50
#9
104
90
81
74
BENDS
80
69
62
57
#10
116
100
90
82
89
77
69
63
#11
127
110
99
90
98
85
76
69
TOP BARS 2
OTHER BARS
NOTES
Q1 INCREASE LAP LENGTHS 30% FOR LIGHT WEIGHT CONCRETE (115 PCF MAX) AND 33% AT 4
BAR BUNDLES.
02 TOP BARS ARE HORIZ. BARS WITH MORE THAN 12" OF WET CONCRETE PLACED BELOW.
® MINIMUM CLEAR COVER > dB AND MINIMUM CLEAR SPACING > 2dB. INCREASE LAP LENGTHS
50% IF MINIMUMS NOT SATISFIED. ("dB" = BAR DIAMETER)
® CLASS B SPLICE SHALL BE USED UNO. CLASS A SPLICE = 77% OF CLASS B SPLICE
AND MAY BE USED WHERE SPECIFICALLY NOTED IN PLANS AND DETAILS
�5 LAP LENGTHS INDICATED ARE IN INCHES.
TYPICAL REBAR LAP SCHEDULE CLASS B IO
NO SCALE SDI
V-11 5/8" SQ.
BASE PLATE 3/4" X 12" SQ. WITH
(4) 3/4" DIA. THREADED ROD
ANCHORS WITH 12" EMBED IN
SIMPSON SET—XP EPDXY AND DBL
NUT. LOCATE AND AVOID ALL (E)
REINFORCING PRIOR TO DRILLING.
INSTALL EPDXY PER MFR'S
RECOMMENDATIONS
(E) CMU COLUMN I ( I (E) VENEER AND
CONCRETE CAP, TYP
---q OF COLUMN
NOTES:
1.) ANY DISCREPANCIES BETWEEN EXISTING STRUCTURE SHOWN AND FIELD CONDITION SHALL BE
IMMEDIATELY BROUGHT TO THE ATTENTION OF THE ENGINEER OF RECORD.
2.) BRACE FRAMING AS REQUIRED DURING CONSTRUCTION.
3.) CORROSION PROTECTION, FLASHING, WATERPROOFING, AND DRAINAGE BY OTHERS.
4.) OBTAIN SPECIAL INSPECTION FOR EPDXY ANCHORS WHERE REQUIRED BY BUILDING DEPARTMENT.
TYPICAL (E) COLUMN DETAIL F8
NO SCALE �Dl
900 HOOK
—�`
"D"
l____1350 HOOK
TYP.
a
BAR SIZE INSIDE DIAMETER "D"
#3, #4, #5 4d
#6, #7. #8 6d
STIRRUPS AND TIES
4d
o_ �0
900 HOOK
2 1/2" M
v'
� N
r-
-o
'**�1800 HOOK
BAR SIZE INSIDE
DIAMETER
"D"
#3, #4, #5, #6, #7, #8
6d
#9, #101 #11
8d
#14, #18
10d
HOOKS AND
BENDS
SEE LAP SCHEDULE FOR
CONCRETE OR GENERAL
NOTES FOR MASONRY
6
OFFSET AND SPLICES
TYPICAL REBAR BENDING DETAIL 7
NO SCALE S D I
NOTE: FLASHING, WEATHER TREATMENT, AND CORROSION PROTECTION BY OTHERS.
LATTICE MEMBER AND JOIST PER PLAN WITH (2)
ATTACHMENT PER 1/4- DIA SDS TOE—SCREWS
CONTRACTOR \ WITH 3 1/2- EMBED IN
/BEAM BELOW, TYP
BEAM PER PLAN
TYPICAL TRELLIS DETAIL
NO SCALE
POST CAP
PER PLAN
O
(3) 1/4- DIA. SDS
SCREWS WITH 4" MIN
EMBED IN BEAM, TYP
3
SDI
PER ARCH
BEAM PER
PLAN
\ 3 1/2-, TYP
z
0 4" MIN, TYP
(V
6X DF#1 BRACE SAWN
FROM SOLID BEAM, TYP
(2) 1/4" DIA. SDS
STAGGER SCREWS TO SCREWS WITH 4" MIN
AVOID CONFLICT, TYP EMBED IN POST, TYP
3" MIN, TYP
NOTES:
1.) BRACE FRAMING AS REQUIRED DURING CONSTRUCTION. POST PER PLAN
2.) WEATHERPROOFING, FLASHING AND CORROSION PROTECTION BY OTHERS.
3.) ADDITIONAL FRAMING BY OTHERS NOT SHOWN FOR CLARITY. SEE PLANS AND DETAILS BY OTHERS FOR ADDITIONAL INFORMATION.
4.) PRE—DRILL SDS SCREW HOLES 5/32" AS REQUIRED TO AVOID SPLITTING.
TYPICAL KNEE BRACE DETAIL
NO SCALE
1'-11 5/8" SQ.
COLUMN X3/4" KNIFE PLATE X 3" WIDTH X 2'-2 1/2" LENGTH,
PER PLAN AT CENTERLINE OF COLUMN, WITH (2) 3/4" DIA. THRU
TYP
BOLTS WITH 1/4" THICK X 3" SQ. WASHERS EACH END
-�-
6" I Y 1/4" PLATE X COLUMN BASE
A ( DIM'S WITH SLOT AT KNIFE PLATE
2" NON—SHRINK GROUT (3000 PSI
AT 1 DAY, 5000 PSI AT 28 DAYS)
.._ 1 1/2" CLR.
VENEER AND ATTACHMENT BY OTHERS, TYP.
I Qx ((SOG, I ISOLATE FROM COLUMN/COLUMN BASE AS REQ'D
#4 HOOPS
T"
12" A 6 O.C. 1 1/2-
= 0
1/2" I 1 1 /2" CLR., TYP CLR., TYP
Q ^I ISOLATION 3/4" DIA THREADED ROD X 6"
#4 TIES AT 6" O.C.,
a a JOINT, LENGTH, CENTERED ON KNIFE PLATE,
TYP E.S. WITH NUT E.S. OF KNIFE PLATE TYPICAL. OFFSET
UNDISTURBED w ? VERTS AND TIES
NATURAL GRADE, TYP� a OUGHEN SURFACE KNIFE PLATE AS
1/4" AMPLITUDE!
=
7111—ml
_ (I
(10) #4 VERTS z
#4 AT 6" O.C. EACH WAY o
1
3" CLR., TYP '
FOOTING
PER PLAN EQUAL, TYP EQUAL, TYP
OF FTG/COLUMN ABOVE
NOTE: CORROSION PROTECTION, FLASHING, WATERPROOFING, AND DRAINAGE BY OTHERS.
TYPICAL SPREAD FOOTING DETAIL
NO SCALE
1" h
CLR.
2
SDI
t ms's E COUNTY pEVEL(5'MENT S'FRVICES
REVIEWED FOR
�OOE COMPLIANCE
SDI
Q�OFESSION�
K
�--A�
L,jcNo. 75688'
* 6/ 0/18
'sl
gTFOF CAS
11/28/16
THESE PLAINS HAVE BEEN REVIEWED
FOR COMPLIANCE ONLY WITH THE
ATTACHED STRUCTURAL
CALCULATIONS
x� u
10,
E
383 Rio Lindo Ave.
Suite 200
Chico, CA 95926
P. 530.592.4407
SummitChico.com
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REVISIONS:
DATE: 11/28/16
SCALE: NTS
DRAWN BY: RKB
JOB NUMBER: 16-351
SHEET:
S DI
•�uT7F• .���B�[►t1Qotulty Department of Development Services ,UN FORM NO
• �� s - DFVELOPi T
PERMIT CENTER DBP -06
•� . FR�,t ounty Center Drive, Oroville, CA 95965 EVELOPA4EINT!
oUn Main Phone (530) 538-7601 Fax (530) 538-7785 S E RAV
CE
Nv%v%v.butlecou ntv.neUdds
PLAN CHANGES RECHECK, OR RETURN
Owner's Name:
Contact Person Name:
Contact email: TAe 5 ( 01nS
Contact Phone Number: 5730 CI L ES % c) Date Submitted:
Permit Number:VAssessor's Parcel Number: 0 - d 0
'❑ COMPLETE SET OF PLANS
❑ PARTIAL SET OR PAGES OF PLANS
(LIST PAGES BELOW)
Please check any that apply:
❑ Response to Plan Check Letter?
❑ Response to Building Inspection Correction Notice?
❑ Is there additional square footage?
❑ Is unfinished area being in -filled or completed?
0 Other:
LIST OF ITEMS SUBMITTED
2. F-,,, t 4-- (+w? CA
3.
4.
5.
Minimum 1 hour plan change fee to be collected at time of submission. Plans Examiner
will determine if additional plan checking fees are required:
❑ Minimum $127.00 paid
❑ Additional Fee Amount Due:
K:\NEW_WEBSITE\Building\Building Forms & Documents\2014\2014 Forms - Comp1eted\DBP\DBP-
06_Plan_Change_Form_REV'D_8.13.14_AKM.doc
Page 1 of 1
383 Rio Lindo Ave, Chico, CA 95926
p, (530) 592-4407 www.summitchico.com
Client:
Eric Jones, Eric Jones Construction
Project:
Flaherty Trellis
Address:
3942 Spyglass Road, Chico, CA
BUTTE
COUNTY
QY
JUN 2 7 2017__#/L.
DEVELOPMENT BtJTTE COUNTY DEVELOPMENT SERVICES
SERVICES REVIEWED FOR
COMPLIANCE
C C
BY
EXP.
CrA
�F 7 /1117
Note: Summit Structural Design (SSD) is riot 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 of the California Building Code, and local building department standards.
--= - I- _ _
Summit Structural Design _ PROJECT. Flaherty Trellis
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, UNLESS 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 BEBROUGHT TOTHE 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
EPDXY/MECHANICAL CONCRETE ANCHORS
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.
li) 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.
J) 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 ASECOND STORY HAVE BEEN INCLUDED IN THE DESIGN, THE
OWNER SHALL BE ADVISED THAT EXISTING FOUNDATIONS MAY NOT BE STRUCTURALLY ADEQUATE AND
SETI LEMENT, 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.
4. CONCRETE / REINFORCING
A) CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 3,000 PSI (DESIGN BASED ON 2,500 PSI U.N.O.).
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 43 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 %" 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.
1) 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 %"
46 BARS AND LARGER: 2"
CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: %"
J) REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.Q. 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.
5. MASONRY
A) CEMENT MASONRY UNITS SHALL CONFORM TO ASTM C90, AND SHALL BE SINGLE OR DOUBLE OPEN END BOND
BEAM UNITS.
B) fm MIN SHALL BE 1,500 PSI WITH COMPLIANCE VERIFIED AS REQUIRED PER CBC SECTION 2105.3. A CERTIFICATE OF
COMPLIANCE VERIFYING TESTING AND ACCEPTANCE PER ASTM 6 140 FOR THE CMU BLOCK SHALL BE PROVIDED FOR
INSPECTION AND REVIEW PRIOR TO PLACING THE MASONRY.
C) EACH CELL SHALL BE COMPLETELY FILLED WITH GROUT CONFORMING TO ASTM C476 TYPE'S WITH A MINIMUM
STRENGTH OF 2,000 PSI.
D) MAXIMUM BED JOIST THICKNESS = 5/8"
E) LAP REINFORCING THE GREATER OF 60 BAR DIAMETERS OR 2'-0".
F) LOCATE ANCHOR BOLTS WITHIN 2" OF THE CENTER OF A CELL.
6. FRAMING/LUMBER
6-1 MATERIALS:
A.) SHEATHING:
1. ROOF SHEATHING: Y" 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 PIANS
4. ANY SHEATHING WITH EXTERIOR EXPOSURE SHALL BE OF EXTERIOR TYPE,
B.) GLUE -LAMS: GLUE -LAMS SHALL BE 24F -V4 U.N.O. WITH A CAMBER OF R=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 A1,90.1 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.
Summit Structural De
ECT: Flahe
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'-0" O.C. MAX. WITH ONE BOLT LOCATED 1'-0" 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.LB. AND SHALL HAVE',A MOISTURE CONTENT LESS THAN 19%, U.N.D.
1. STUDS SHALL BE STUD GRADE OR BETTER,
2. ALL POSTS SHALL BE DF -L #1 U.N.C.
3. 2X AND 3X RAFTERS SHALL BE DF -L #2 U.N.O.
4, 2X JOISTS SHALL BE DF -L'#2 U.N.O.
S, CONCEALED BEAMS SHALL BE DF -L 42
6. EXPOSED BEAMS SHALL 6E DF -L #1 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 18" 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 BE SIMPSON 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.
J.) MANUFACTURED "I" JOISTS; MANUFACTURED i JOISTS (SUCH AS TRUSS JOISTS) SHALL BE INSTALLED PER THE
MANUFACTURES RECOMMENDATIONS USING A DEFLECTION LIMIT OF L/480 U.N.O.
USE A MANUFACTURED 1-1/4" RIM BOARD (SUCH AS TIMBER STRAND) WITH ALL "I" JOISTS. USE A DOUBLE RIM OR J
LVL RIM AT ALL LOCATIONS WHERE LEDGERS ARE USED (SUCH AS DECK LEDGERS).
6-2 GENERAL FRAMING
A.) MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 2013 CBCTABLE 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 BETAKEN TO ALLOW FOR EFFECTS OF SHRINKAGE, WHICH COULD CAUSE SETTLEMENT OF
ROOF AND OR FLOORS AND COULD LEAD TO FAILURE OF ASSOCIATED FRAMING MEMBERS, THE CONTRACTOR
SHALLTAKE 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.
6-6 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.
Su
O
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.
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 XX FOR 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 THE 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,
9. DESIGN LOADS
A) ALL DESIGN LOADS ARE PER CBC CHAPTER 16, DIVISIONS I, 11, III, AND IV U.N,O,
B) ROOF LIVE LOAD: NA
C) SEISMIC ZONE: D
D) WIND SPEED; 110 MPH EXP C
H i
EEo
11 U
...........
Summit Structural Design
Project: Flaherty Trellis
Engineer: RKB
Design of : Gravity Load's
Gravity Loads:
Trellis Slope= 0 to 12
Trellis Dead Load
Framing 9,0 psf
Misc. 1.0 psf
Total (sloped) 10.0 psf
Total (horiz) 10.0 psf
Summit Structural Design
Project: Flaherty Trellis
Engineer. RKB
Design of: Seismic Mass and Seismic Loud Development
Roof
Area (ft2) Weight (lbs)
319 3190
Height (ft) Length (ft) Weight (lbs)
Walls(ext) 9 0 0
Walls(int) 0
Total 3190
Roof Area (ft?) Ultimate Working Stress
319 857 612
Roof
Trib Line Shear (Ibs)
Wall Line I Area (ft 2) Working Str(
All �T 319 61.2
Shear (lbs)
rho Total
1.30 796
feet-
1000SI who meters
500
MUSGS Design Maps Summary Report
User—Specified Input
Building Cade Reference Document 2012/2015 International Building Code
(which utilizes USGS hazard data available in 2008)
Site Coordinates 39.81)N, 1.21.880W
Site Soil Classification Site Class D - "Stiff Sail"
Risk Category I/II/III
USGS-Provided Output
Ss » 0.617 g Shfs - 0.806 g Ss = 0,537 g
S1 = 0.276 g SM1 = 0.51.0 g Spi = 0.340 g
For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the "2009 NEFIRV building code reference document.
MCE;t Response Spectrum
0.90
0.21
0.72
0.54
L7.�1
0,35-
0,27
,30,27
0.1^a
u.09
0.00 0,20 0.40 O.GG 0.00 1,00 1.20 1.40 i.GO 1,80 «,00
Period, T (sec)
[design Response Spectrum
0:54
0.4$
0.4«
Cn
0.24
0.7.3
0.12
0,06
0.00
0.00 0,20 0.40 O.GO 0.00 1,00 1,20 1.40 1:60 1.20 2.00
Period, T (sec)
Although this information is a product of the u,S. C:c,oingicai Survey, wr provir
to, no warranty, naprC.ssCd or irraplictJ, ar, to the
ae�;uracy of the data Contained therein. ;rhis toot is not a substitute for technical subject-rnatte'�r knowledge.
Summit Structural Design
Project: Flaherty Trellis
Engineer: RKB
Design of: Seismic Load Development (ASCE 7-10)
Level
ROOF
story Ht. (ft)
9
Seismic Design Category
D
Ss
0.617 Mapped 0.2 sec spectral response
Occupancy
2
S1
0,276 Mapped 1 sec spectral response
I
1
Site Class
D • In accordance with Ch 20.
TL
16
Sms
0.806 Site Coef, T 11:4-1
0
0
Sm1
0;51 Site Coef, T 11.4-2
0,0
1
SDS
0.54 Design Spectral Response (0.2 Sec)
0
0
SDI
0.34 Design Spectral Response (1.0 Sec)
_ra--._,_._ _......- -
0.0
1
System
Tim-__-_ _...._._._.
j Timber Frames
'0
0
R
2 Omega 2 Cd
2 Ht Limit
35
Cs
0.27 12.8-2 Max Cs 1.64
Min Cs 0.02 (Al outside of SJ)
Ct
0.02 x 0,75
0.00
0,0
Ta
0.10 Cu 1,4 Max T
0.15 No limit for drift
0
0
Use i
0.10 Alt Ss 0,617 Ss may be 1.5 if 5
stories and regular
0.0
0,0
V=
0.269 *W Height to Roof (hn) =
9 ft
V'
0.9 k Vert Dist Exp. (k)
1
Level
ROOF
story Ht. (ft)
9
hi (ft)
9
1 wi (kips)
3,2
(wi*hi) (kip -ft)
29
Gvx
1.00
Veq (kips)
0.86
5 VEQ (kips) Diaph. (kips)
1 1
30th
0
0
0
0
0.00
0.0
1
6th
0
0
0
0
0.00
0,0
1
5th
0
0
0
0
0.00
0.0
1
4th
0
'0
0
0
0.00
0.0
1
3rd
0
0
0
0
0.00
0,0
1
2nd
1st
0
0
0
0
0
0
0
0
0.00
0.00
0.0
0,0
1
1
PROJECT:
a SUMMIT STRUCTURAL DESIGN PAGE:
ENGINEER:
www.summitchico.com DATE.
�yE
DESIGN OF
PROJECT. PAGE:
SUMMIT STRUCTURAL DESIGN
ENGINEER: www.summitchico.com DATE;
DESIGN OF
ro
°C .>
¢ f
7{ �
- -- __ _ ____ __ _ ------
COMPANY
---
COMPANY PROJECT
Summit Structural DesEon
Nov. 22.201614.38
WoodWorks'
sorru+,txtrrorr µ'boo rusic:e Knee Brace Column
Design Check Calculation Sheet
Woodworks Sizer 10.1
Loads:
Loa:.i
Tys7
Distribution.
Piet-
Location ('ci
Magnitude
Shea:
tern
Start End
Start Cnd
3Frrditlr, (.,
LGa'dl
'aad
Axaial
1536
(nce.. = 0.00^)
N80
los
Load2
ind
Axial
`t63
:cc 0..0011.)
%3 i
lb^,
t,o !33
W' na,'
!%c:fit
G55
_ . �iC'
1207
lhs
t11F '...1:
al
Ax?al
belti9l ng}.
Eq.3,fl-3.
5-t
ilJ$
I Lateral Reactions (lbs):
8'
W �t
01
a
I I Iac.tored: ��
eflt
j77
i
Fa cor o:
226
Timber -soft, D Fir -L, No.1, 6x6 (5-1/2"x5112")
Support. Nornwocd; Bearing length = column width
Total length. 8';
Pinned base: Load face = width(b); Service: wet; Ke x Lb: 1.0x 8.0 = 8.0 [ft); Ke x Ld. 1.0 x 8.0 = 8.0 [fl); Lateral support: top = Lb, bottom - Lb, f
Analysis vs. Allowable Stress (Dsi) and Deflectinn linl
Cr f. GSI
P`I s-
r7t`s.1 C171
Va]: UC:
:ina1 E7.5/neSJ 4EI
Shea:
fv/bv'
57.11
3Frrditlr, (.,
to
533
Fb'
1536
''b1 Fb' _
0 as
Axial
EC -
31Fc'
a
`t63
tic/Fc' -
0 6
r.x al Bea rir:g
fe =
31
c^-�. ,..
G55
fc./Fc, _
0:05
i le.i
'Odd
belti9l ng}.
Eq.3,fl-3.
0 37
.'s:l 7�:1
+:?g.1.CS:i.
c!
•v � :'n
.�. 'S
<.I./994
•.
1.l1rC0
0.11
I at:ei ur£;'
Additional Data
rC'^Cx F/li P CG r; Cr CL/CP CF Cfu Cc' .Prt "I .,cii
Nv' t0 :,60 JO i ui - - - 1..0C, 0..$0 2.
120;' 1.60 1C� 1.00 i,t€0 3.0007.04 0 60 2
e0c, 90 0.9! l PO i;.85
00, .. - ,.Oil 0.9E
;..... s:.. si0 '1.9E 0.91
CRITICAL LOAD COMBINATIQNS.
n arh2 ,ir'+.6W, L' 49$, V design ptis jbr;
Fiend regi Lr' i1 - .6D+.6Y; R; - 1245 lbs Ic
;ref lcafiio;:: LC d2 .6:)e,6'rl (1±ve)
LC: ;12 - .6D,, ..6W (total;.
y,1 1, LC. Ii 1, - Cs only, P 937 lbs
ir epi i;!` 1 ;i+.6 Il - fc/F'cF:.) _ 0.t?6•
1-11rh6c;t Lr�rooi- live Lv=concentrated B=-eerthg4a 4e
i.^ the A:,al/si 011,. Put
ASCE 7.-10 / 1h 2412
CALCULATIONS
^crClUCt. l tla: ET 22 ,a,I( lb-ic2
,iv,a cP. _..eor. - L+e 'Onion Erofn all rron-dead loads dive, wind, 51eow...)
!'lection - 2,00(1)eats Load Deflection) +Uve Load Deflecc.ion.
Design Notes:
1.:NoodWorks analysis and design aro in accordance with the [CC International Building Code (IBC 2012), the National Design Specification (NDS 2017.),. and NDS.Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
1s
'yp
COMPANY
Summit Structural Design
PROJECT
Location c)
Xaynitude-
anit
i'362
aezriny.:
Nov 22, 2016 14:33
stent Erld
S*wart: Enid.
Wo r k s
.rt3,?:.
leau,
"w"vrirrh�`
SOrnttNTMOR WOOD M$1C.R
'4linimi,m hParihn
Main Beam
.v.
Design Check Calculation Sheet
�+ind
AloodWorks Sizer 10.1
Loads.:
C, 10 -
(,;,.0
'yp
::;t.ri.t,u�lion
Pa::._..
Location c)
Xaynitude-
anit
i'362
aezriny.:
Cern
stent Erld
S*wart: Enid.
1.06
.rt3,?:.
leau,
rti Area'
'
'4linimi,m hParihn
10 JJ
.v.
i.oati2
�+ind
FUIi eArl-,a
Cie°1'n
C, 10 -
16.0tJ t5. 5
IaSf
-oaci.3
Wi"'d
I?oint
+1),.33 �
1.34
1207
its.<,
Se tc ..night
Dead
:.a?3 t)ili:
19.6
plf�
�Maxiirnufn'R�,acdons (lbs) and Bearing Lengths (in) ;
20,_2 1,.
Inte:eaori>ci:
<:�au
PaCtared:
i
?oto:
i'362
aezriny.:
V V
Len7th
1.06
in re
L_ C16
'
'4linimi,m hParihn
innnlh enitinn ,.ce.l- 4••F... ......J ..............
.v.
Timber -soft, D.Fir-L, No. 1, 6x16 (5.1/2"x15")
Supports: All - Timber -soft Beam, D Fir -L No.2
Total length 20'-21';
Service: wet: Lateral support; top= at supports, bottom= at supports:
Analvsis vs. Allowable Stress lnsil nnei naflontinn tint ten. I
Additional Data:
F'ACTM3: F/c. (.p:xit C.;y 'Ct:' rt CL t;:F C1 Cr Cf: rt Ci Cn LCo
S.00 1.00 - - - - 1.017 0.60 .,GCI 3
la'• 3.. .; i.50 Ji; s..0 ti.9 0.969 L 00 1.0) 1.100
0.67 j.Go
.i If
;o
.t
I ' 1 70p
Er,ii.n .):. SA till. 1. !ori 1.0t} 'i .00
CRITICAL LOAD COMBINATIONS'
il ? - u7, y > l9'ro7 r S'7 r: ... 1.192 1 b
u.fl I i s -
Lr 8; vt^ total}.
dt-tai I t.e'. ;, ,<s� Qinlpact 7.r•. oat` ' ive' Lc*-coneeitrated E>earthquak.e
li red lle tmalysls output.
ASCas 7-113 . 15C 2012
CALCULATIONS:
74.'75e.6.6 2b-i.n2
tefty.ct. i,on Coflac;:ian from all non -dead loads (live, wind, snow...)
..tai
be .le;ccinn - 2.(;0(Dead Load Deflection) '+- Live Load Deflection.
Design Notes:
1, WoodWorks analysis and design aro in accordance with the IGC International Building Code (18C 2012), the National Design Specification (NOS 2012), and NOS Design Supplement
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4. i.
V V
1551.
fh/i:b' 0:26
1�'e F.Q t%Eft'
I,:.12 m
ilcl99
Cie°1'n
C, 10 -
<.L/994
Q. 6'7 =
L/360
0.15
t-ecl`r,
+1),.33 �
:.d726
1.00
L/?.40
0.33
Additional Data:
F'ACTM3: F/c. (.p:xit C.;y 'Ct:' rt CL t;:F C1 Cr Cf: rt Ci Cn LCo
S.00 1.00 - - - - 1.017 0.60 .,GCI 3
la'• 3.. .; i.50 Ji; s..0 ti.9 0.969 L 00 1.0) 1.100
0.67 j.Go
.i If
;o
.t
I ' 1 70p
Er,ii.n .):. SA till. 1. !ori 1.0t} 'i .00
CRITICAL LOAD COMBINATIONS'
il ? - u7, y > l9'ro7 r S'7 r: ... 1.192 1 b
u.fl I i s -
Lr 8; vt^ total}.
dt-tai I t.e'. ;, ,<s� Qinlpact 7.r•. oat` ' ive' Lc*-coneeitrated E>earthquak.e
li red lle tmalysls output.
ASCas 7-113 . 15C 2012
CALCULATIONS:
74.'75e.6.6 2b-i.n2
tefty.ct. i,on Coflac;:ian from all non -dead loads (live, wind, snow...)
..tai
be .le;ccinn - 2.(;0(Dead Load Deflection) '+- Live Load Deflection.
Design Notes:
1, WoodWorks analysis and design aro in accordance with the IGC International Building Code (18C 2012), the National Design Specification (NOS 2012), and NOS Design Supplement
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4. i.
COMPANY PROJECT
Summit Structural Design
Nov. 22,2016 1
®R 4:34
WoodWo V r C k I s Secondary Beam
SOF71VARf, FOR 1 00 ) DkS GN
Design Check Calculation Sheet
WoodWorks Sizef 10,1
I Loads
I
Ype
I15t 4butip
1'
Pat-
L,
'11fie
!!11� r,
i6
Z"',
',art F'116
2'33
ad
r ea
Le r+yl
e"qt h,
2
p s f
v a
Ft 1, Ar
Ps
1 LID:,
Maximum Reactions (lbs) and Bearing Lengths (in) :
6-2" -
On i act:or ed
Idf.
i6
2'33
Le r+yl
e"qt h,
1 C'r
X5111 r eq
A
Timber -soft, D.Fir-L, No. 1, W (5-1/2"x7-1/4")
Supports: All -Timber-soft Beam, D.Fir-L No.2
Total length: 6'-2.0";
Service: we[, Lateral support: top= at supports, bottom= at supports.
Analysis vs. Allowable Stress (psi) and Deflection (in)—iri. Nns ?ni? -
v
Fb f ii F 'n Q r,
ii'd Do 199
vc? 1 n r„ 0. 2') L13v81J, 0
Additional Data;
AC TORSI z -/E ,:ps! i criCm Cc C, CIF CfU Cr Cfrt "I, LCA
Ise' I_;0 �.. .an 11.00 1 .00 00 0 k10 1.100 1
}:i"'+1200 0.00 1.00 of.) Icon con
I.)
F 625 OD 0 3 .00
-
c'.5 . r, m � 11 i on 00 ;.00- 'o 0 3
CRITICAL LOAD COMBINATION$:
shear I LC 111 D 0'11 Y, V - !.39, V design m 117 lbs
B e n di _g
I z LC I D on 1 y, M .2352 1 bs',-ft
De " I ocr ion LC, i
li
6t�, * 6. ve)
I,C 3 D 6W, to I jj I
to 3 -snow I1' =ii'qvact Lr�roo? live Lr -concentrated 5tnearthcuake
1
n al V!3 S 0' 1,;_7 S �,�ry t e I, thk� A
7-0, / ?Bf' 2012
CALCUI-ATIONS
ve "lent n 0II f, oil non -dead load� (live, wind,s row_
"ot—, bfflec"'.I111 2.JDuad 'W.a,�' Tgivf.4
Design Notes:
1 Woodwork$ analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplorneni,
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.0.1.
Project: Flaherty Trellis
Engineer: RI<B
Design of: Spread f=oundations
Mid Footing
W+= 440
lbs.
W-= -440
lbs.
S= 0
lbs.
D= 2500
lbs.
b= 2,25
ft.
Side dimensions of square footing
d= 1.00
ft.
Depth of embedment
h= 3.3
ft.
Height of applied load above grade.
P= 340
lbs,
Applied load.
Allow. Bearing= 1500
psf
Ultimate Uplift Resistance 'T„ = 2c(D -1)(B L) + y(D -1)2(2518 + L - t3)K„ ton
Allow. Lat. Bearing= 200
pcf
Allow. Uplift
Allowable Uplift Resistance T,, = T,,11.5
Resistance Ta= 0
lbs
Where:
Overturning/Uplift Check:
c =130 psf
D = footing depth (ft)
Righting M MT Mr= 2233
Ib ft
0 ` 25 deg (assumed • conservative)
L = footing length (ft)
Y = 1.10 pcf
B = footing width (ft)
OTMMo= 1940
Ib -ft
st=1+(0.10)DIB
K„=1 -sin 0
Mo/Mr= 0.87
Status OK
Overturning Bearing Check:
Max Bearing
M= 1445 lb -ft
Bearing Check:
Pmax= 3699 lbs
1492 psf
Max Down Load= 2940
lbs.
A= 5.463 ft2
Bearing Capacity= 7594
lbs.
S= 1,898 ft'
Status OK
Status OK