REVIEWED BLD BLD2024-0897+Calculations+7.3.2024_9.37.26_AM+4357199Zeyn B. Uzman, PE, SE, PEng
305 Charleston Greene
Malvern, PA 19355
(211) 652-6737
CS2018 Ver 2018.11.30
RECEIVED
Jul 10 2024
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
JOB TITLE Bressler Pergola
JOB NO. WA0110Z SHEET NO.
CALCULATED BY DATE
CHECKED BY DATE
BLD2024-0897
REVIEWED
BY
CITY OF EDMONDS
BUILDING DEPARTMENT
...............................................
STRUCTURAL CALCULATIONS
FOR
Bressler Pergola
Edmonds, Washington
www.struware.com
SCOPE OF WORK:
DESIGN & INSTALLATION OF A NEW MECHANICALLY OPENING
LOUVERED PERGOLA AS DESIGNED HEREIN AT THE ADDRESS
NOTED ABOVE
EXCLUSIONS:
THE DESIGN OF THE EXISTING HOST STRUCTURE, MECHANICAL
ELEMENTS, EGRESS, WATERPROOFING ELECTRICAL, WIRING, FAN
BEAMS, FANS, OR ANY ACCESSORY ATTACHMENTS ARE NOT
INCLUDED WITH THIS DESIGN OR CERTIFICATION U.N.0
DESIGN CRITERIA:
INTERNATIONAL BUILDING CODE(2021)
WASHINGTON STATE BUILDING CODE(2021) &
ASCE 7-16 LOAD COMBINATIONS
L. ROOF LOADS:
DEAD LOAD ........................... 2 PSI
LIVE LOAD (REDUCIBLE) .................. 20 PSI
WIND LOADS:
BASIC WIND SPEED.......................98 MPH
EXPOSURE .................................... C
COMPONENT AND CLADDING
WIND PRESSURE PER ASCE 7-16
SEISMIC LOADS:
SITE CLASS D - DEFAULT
SEISMIC DESIGN CATERGORY....... D
SS .............................................. 1.286
51..............................................0.453
SOS ........................................... 1.209
SDI...........................................0.558
SNOW LOADS:
Pg............................................. 25 PSI
Ps... 25 PSF (ADD 5 PSF FOR RAIN SNOW SURCHARGE)
CS............................................ 1.0
Ct............................................. 1.2
SNOW DRIFT ............................... PER CODE
RISK CATEGORY:
CATEGORY...........................................II
SEISMIC IMPORTANCE FACTOR ............... 1.00
GENERAL NOTES
1. THIS STRUCTURE HAS BEEN DESIGNED AND SHALL BE
FABRICATED IN ACCORDANCE WITH THE STRUCTURAL
PROVISIONS OF THE ABOVE REFERENCED BUILDING CODE.
STRUCTURE SHALL 8E FABRICATED IN ACCORDANCE WITH
ALL GOVERNING CODES. CONTRACTOR SHALL INVESTIGATE
AND CONFORM TO ALL LOCAL BUILDING CODE AMENDMENTS
WHICH MAY APPLY AND GOVERN. DESIGN CRITERIA OR
SPANS BEYOND STATED HEREIN MAY REQUIRE ADDITIONAL
SITE SPECIFIC SEALED ENGINEERING.
2. THE EXISTING HOST STRUCTURE MUST BE CAPABLE OF
SUPPORTING THE LOADED SYSTEM AS VERIFIED BY THE
ENGINEER & OR ARCHITECT OF RECORD, et.al. THE HOST
STRUCTURE WHICH IS DESIGNED, CERTIFIED, AND
INSPECTED BY OTHERS MUST PROVIDE SUFFICIENT,
CAPACITY FOR THIS SPECIFIED DECK SYSTEM. NO
WARRANTY OR GUARANTEE TO THESE CONDITIONS, EITHER
EXPRESSED OR IMPLIED, IS OFFERED WITH THIS
CERTIFICATION.
3. THE CONTRACTOR SHALL CAREFULLY CONSIDER POSSIBLE
IMPOSING LOADS ON ROOF, INCLUDING BUT NOT LIMITED
TO ANY CONCENTRATED LOADS WHICH MAY JUSTIFY
GREATER DESIGN CRITERIA. ALL STRUCTURAL MEMBERS AS
SHOWN HAVE BEEN DESIGNED TO CARRY IN PLACE DESIGN
LOADS ONLY; THE CONTRACTOR SHALL BE RESPONSIBLE
FOR THE SUPPORT OF ANY ADDITIONAL LOADS AND FORCES
IMPOSED DURING MANUFACTURING, TRUCKING, ERECTING,
AND HANDLING.
4. SPECIAL INSPECTIONS MAY BE REQUESTED OR REQUIRED AT
THE DISCRETION OF THE AUTHORITY HAVING JURISDICTION.
4.1. IN AREAS OF SEISMIC DESIGN CATEGORY (SDC) D-F, AN
INSPECTOR SHALL EXAMINE THE DESIGNATED SEISMIC
SYSTEM, MOUNTING, AND ANCHORAGE REQUIRING
QUALIFICATION IN ACCORDANCE WITH SECTION 13.2.2
LOUVERED PERGOLA
OF ASCE 7 PER IBC 1705.12.4, AS WELL AS INSPECT
REINFORCEMENT AND VERIFY PLACEMENT PER IBC
1908.4
LOUVERED PERGOLA DESIGN & OPERATION:
1. LOUVERS SHALL BE SPACED SUCH THAT THEY ALLOW 50%
SYSTEM POROSITY WHEN FULLY OPENED.
2. SYSTEM NOT DESIGNED TO HANDLE CONCENTRATED LOADS
FROM HUMAN ACTIVITY.
3. DURING SUCH PERIODS OF TIME AS ARE DESIGNATED BY
THE U.S. WEATHER BUREAU AS A HIGH WIND OR SNOW
ADVISORY FOR THE AREA, THIS SYSTEM MUST BE LOCKED IN
THE OPEN POSITION, WITH THE LOUVER BLADES VERTICAL,
AND ANY FANS OR ACCESSORY COMPONENTS SHALL BE
REMOVED. WINDSCREENS, IF SPECIFIED, SHALL BE
RETRACTED PRIOR TO WIND SPEEDS OF 35 MPH.
4. THE STRUCTURE SHALL NOT BE WALKED UPON AND IS NOT
DESIGNED FOR HUMAN ACTIVITY OR STORAGE.
5. THE STRUCTURE SHALL BE POSTED WITH A LEGIBLE AND
READILY VISIBLE DECAL OR PAINTED INSTRUCTIONS TO THE
OWNER OR TENANT STATING THAT (1) THE SYSTEM IS NOT
DESIGNED FOR HUMAN ACTIVITY AND (2) TO REPOSITION
THE LOUVERS AND WINDSCREENS DURING WIND OR SNOW
ADVISORIES. THE CANOPY OWNER SHALL BE NOTIFIED OF
THESE CONDITIONS BY THE PERMIT HOLDER AT THE TIME OF
SALE.
6. SYSTEM SHALL BE EQUIPPED AND SOMFY CERTIFIED TO
OPERATE PROPERLY WITH SENSORS WHICH WILL PROMPT
THE LOUVER BLADES TO ROTATE TO THE OPEN (VERTICAL)
POSITION WHENEVER THE WIND SPEED REACHES 45 MPH
MINIMUM, OR TEMPERATURE DROPS TO 32° FAHRENHEIT OR
LOWER, AND/OR INCLUDE THE ABILITY FOR MANUAL
OPENING AND LOCKING BY THE USER.
7. LOUVERED ROOF SYSTEM SHALL BE PER MANUFACTURER
MAXIMUM SPANS OR BY OTHERS.
8. NO CERTIFICATION IS OFFERED FOR WATERPROOFING,
SIZING, OR OPERATION OF GUTTERS.
9. SYSTEM NOT DESIGNED FOR WATERSHED OF RAINFALL
FROM ADJACENT ROOFS UNLESS SPECIFICALLY SHOWN
HEREIN, TYP.
STRUCTURAL MATERIALS AND
CONNECTIONS
STRUCTURAL ALUMINUM & ALUMINUM WELDING:
1. ALL COMPONENTS SHALL BE STRUCTURAL ALUMINUM
(U.N.O.) AND SHALL BE FABRICATED AND ERECTED
ACCORDING TO THE GOVERNING BUILDING CODE AND
MATERIAL STANDARDS REFERENCED ON THIS SHEET.
2. ALL STRUCTURAL ALUMINUM SHALL BE MIN 1/8" THICK
U.N.O. AND BE OF THE FOLLOWING ALLOY AND TEMPER:
2.1. BEAMS, PURLINS, COLUMNS ..... 6063-T6
2.2. ALL OTHER EXTRUSIONS .......... 6063-T6
2.3. FASTENERS ............................ SS 316
3. STRUCTURAL ALUMINUM SHALL BE FRAMED PLUMB AND
TRUE AND ADEQUATELY BRACED DURING CONSTRUCTION.
4. ALL BEAMS SHALL HAVE A MINIMUM 1 1/2" DEPTH FULL
BEARING SUPPORT UNLESS NOTED OTHERWISE.
5. WHERE ALUMINUM IS IN CONTACT WITH OTHER METALS
EXCEPT 300 SERIES STAINLESS STEEL, ZINC OR CADMIUM
AND THE FAYING SURFACES ARE EXPOSED TO MOISTURE,
THE OTHER METALS SHALL BE PAINTED OR COATED WITH
ZINC, CADMIUM, OR ALUMINUM.
6. UNCOATED ALUMINUM SHALL NOT BE EXPOSED TO
MOISTURE OR RUNOFF THAT HAS COME IN CONTACT WITH
OTHER UNCOATED METALS EXCEPT 300 SERIES STAINLESS
STEEL, ZINC, OR CADMIUM. ALUMINUM SURFACES TO BE
PLACED IN CONTACT WITH MASONRY CONCRETE WOOD
FIBERBOARD OR OTHER POROUS MATERIAL THAT ABSORBS
WATER SHALL BE PAINTED.
7. FOR ALUMINUM IN CONTACT WITH CONCRETE: ACCEPTABLE
PAINTS: PRIMING PAINT (ONE COAT), SUCH AS ZINC
MOLYBDATE PRIMER IN ACCORDANCE WITH FEDERAL
SPECIFICATION TT-P-645B ("GOOD QUALITY", NO LEAD
CONTENT). ALT: HEAVY COATING OF ALKALI RESISTANT
BITUMINOUS PAINT. ALT: WRAP ALUMINUM WITH A
SUITABLE PLASTIC TAPE APPLIED IN SUCH A MANNER AS TO
PROVIDE ADEQUATE PROTECTION AT THE OVERLAPS.
8. ALUMINUM SHALL NOT BE EMBEDDED IN CONCRETE TO
WHICH CORROSIVE COMPONENTS SUCH AS CHLORIDES
HAVE BEEN ADDED IF THE ALUMINUM WILL BE ELECTRICALLY
CONNECTED TO STEEL. EMBEDDED ALUMINUM ELEMENTS
WILL BE COVERED WITH PLASTIC TAPE OR OTHERWISE
PROTECTED AS PER 2015 ADM M.7.3.
9. BOLT HOLES SHALL BE DRILLED THE SAME NOMINAL
DIAMETER AS THE BOLT + 1/16".
10. ALUMINUM WELDING SHALL BE PERFORMED IN ACCORDANCE
WITH WELD FILLER ALLOYS MEETING ANSI/AWS A5.10
STANDARDS TO ACHIEVE ULTIMATE DESIGN STRENGTH IN
ACCORDANCE WITH THE ALUMINUM DESIGN MANUAL PART
I -A, TABLE 7.3.1. ALL ALUMINUM CONSTRUCTION SHALL BE
IN CONFORMANCE WITH THE TOLERANCES, QUALITY, AND
METHODS OF CONSTRUCTION AS SET FORTH IN THE
AMERICAN WELDING SOCIETY'S STRUCTURAL WELDING
CODE -ALUMINUM (D1.2). MINIMUM WELD IS 1/8" THROAT
FULL PERIMETER FILLET WELD UNLESS OTHERWISE NOTED.
11. STAINLESS STEEL FASTENERS SHALL BE ASTM F593 316 SS
COLD WORKED CONDITION. PROVIDE (5) PITCHES MINIMUM
PAST THE THREAD PLANE FOR ALL SCREW CONNECTIONS.
ALL FASTENER CONNECTIONS TO METAL SHALL PROVIDE
2xDIAMETER EDGE DISTANCE AND 3xDIAMETER SPACING.
12. SELF -DRILLING SCREWS SHALL BE TEK BRAND / ALL POINTS
FASTENERS OF SIZE #14, STAINLESS STEEL 300 SERIES,
WITH MINIMUM 1/2" THREAD ENGAGEMENT BEYOND THE
CONNECTED PART, UNLESS OTHERWISE NOTED.
13. THE CONTRACTOR IS RESPONSIBLE TO INSULATE ALL
MEMBERS FROM DISSIMILAR MATERIALS TO PREVENT
ELECTROLYSIS.
14. ELECTRICAL GROUND, WHEN REQUIRED, TO BE DESIGNED &
INSTALLED BY OTHERS.
STRUCTURAL WOOD (AS APPLICABLE):
1. ALL DIMENSION LUMBER SHALL; BE STRUCTURAL GRADE #2
SPRUCE -PINE -FIR OR BETTER, MEET ALL APPLICABLE
REQUIREMENTS PER THE WESTERN WOOD PORDUCTS ASSN.
(WWPA) "GRADE RULE BOOK", AND BE
PRESSURE -IMPREGNATED (PT) BY AN APPROVED PROCESS
(ACQ 0.4 PRESSURE TREATED) PRESERVATIVE IN
ACCORDANCE WITH THE APPLICABLE PROVISIONS OF THE
BUILDING CODE AND AMERICAN WOOD PRESERVERS ASSN
(AWPA) "BOOK OF STANDARDS" OR 0.42 SPECIFIC GRAVITY
MIN.
2. ALL METAL CONNECTORS IN CONTACT WITH WOOD USED IN
LOCATIONS EXPOSED TO WEATHER SHALL BE GALVANIZED.
3. NAILS SHALL PENETRATE THE SECOND MEMBER A DISTANCE
EQUAL TO THE THICKNESS OF THE MEMBER BEING NAILED
THERETO. THERE SHALL BE NOT LESS THAN 2 NAILS IN ANY
CONNECTION.
4. MEMBERS SHALL BE FREE OF CRACKS AND KNOTS.
MOISTURE CONTENT SHALL BE 19% OR LESS.
5. WOOD THAT IS IN CONTACT WITH CONCRETE OR MASONRY,
AND AT OTHER LOCATIONS AS SHOWN ON STRUCTURAL
DRAWINGS, SHALL BE PROTECTED WITH 30 # FELT (UNLESS
NOTED OTHERWISE) OR PRESSURE TREATED IN
ACCORDANCE WITH AITC-109. MEMBER SIZE SHOWN ARE
NOMINAL UNLESS NOTED OTHERWISE.
OTHER MATERIALS (AS APPLICABLE)
1. ANY SPECIFIED LIGHT GAUGE STEEL MEMBERS SHALL
CONFORM TO ASTM A36 AND CURRENT EDITION OF AISC
WITH MINIMUM Fy = 36KSI
2. GLASS PANELS (IF SHOWN) SHALL BE MIN 3/8" FULLY
TEMPERED GLASS & MUST COMPLY WITH ANSI Z97.1 /
CATEGORY II CPSC 16 CFR 1201 AS CERTIFIED BY GLASS
MANUFACTURER
ANCHORS & FASTENERS
1. ALL FASTENERS TO BE #14 OR GREATER ASTM F593 COLD
WORKED 304 STAINLESS STEEL, UNLESS NOTED
OTHERWISE. FASTENERS SHALL BE CADMIUM -PLATED OR
OTHERWISE CORROSION -RESISTANT MATERIAL AND SHALL
COMPLY WITH "SPECIFICATIONS FOR ALUMINUM
STRUCTURES" BY THE ALUMINUM ASSOCIATION, INC., & ANY
APPLICABLE FEDERAL, STATE, AND/OR LOCAL CODES.
2. ALL METAL CONNECTORS USED IN LOCATIONS EXPOSED TO
WEATHER SHALL BE HOT -DIP GALVANIZED.
3. ALL FASTENERS SHALL BE SPACED WITH 2. DIAMETER END
DISTANCE AND 2.SxDIAMETER MIN. SPACING TO ADJACENT
FASTENERS, UNLESS NOTED OTHERWISE. PROVIDE (5)
PITCHES MINIMUM PAST THE THREAD PLANE FOR ALL
FASTENERS.
4. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH
MANUFACTURERS' RECOMMENDATIONS. MINIMUM
EMBEDMENT SHALL BE AS NOTED HEREIN. MINIMUM
EMBEDMENT AND EDGE DISTANCE ARE DEPTHS INTO SOLID
SUBSTRATE AND DO NOT INCLUDE THICKNESS OF STUCCO,
FOAM, BRICK, AND OTHER WALL FINISHES. ALL CONCRETE
ANCHORS SHALL BE INSTALLED TO NON -CRACKED
CONCRETE ONLY.
5. ANCHOR QUANTITIES INDICATED IN DETAILS ARE FOR
GRAPHICAL PURPOSES ONLY. DO NOT SCALE DIAMETER,
LENGTH, OR PENETRATION(S). HEAD STYLE(S) ARE FREELY
INTERCHANGEABLE.
NON-STRUCTURAL ELEMENTS:
1. THE INSTALLATION OF ANY ACCESSORIES THAT DO NOT
AFFECT THE STRUCTURAL INTEGRITY OF THE STRUCTURE
ARE OUTSIDE THE SCOPE OF THIS CERTIFICATION AND NOT
REQUIRED TO BE CERTIFIED UNDER THIS STRUCTURAL
DRAWING. THEY MAY BE INSTALLED WITHIN LIMITATIONS
STATED HEREIN AND AS DESIRED PER MFR.
SPECIFICATIONS. DETAILS PROVIDED HEREIN ARE FOR
REFERENCE ONLY
FOUNDATION, CONCRETE, AND
REINFORCEMENT
FOUNDATION & EARTHWORK
1. SURROUNDING SOIL TO BE WELL COMPACTED BY
MECHANICAL MEANS TO 90% OPTIMUM DENSITY, BE FREE
OF MUCK AND ORGANICS, AND ACHIEVE 2000 PSI MIN
BEARING PRESSURE AND LATERAL BEARING PRESSURE
BELOW NATURAL GRADE OF 150 PSF.
2. EXCAVATIONS NEAR ADJACENT FOOTINGS AND
FOUNDATIONS SHALL NOT REMOVE LATERAL SUPPORT
WITHOUT FIRST UNDERPINNING OR PROTECTING THE THE
FOOTING OR FOUNDATION AGAINST SETTLEMENT OR
LATERAL TRANSLATION.
3. SOIL SHALL BE CLASSIFIED OR VERIFIED BY OTHERS PRIOR
TO CONSTRUCTION AS SAND CLASS OR BETTER. SHOULD
OTHER CONDITIONS OR MATERIALS BE ENCOUNTERED THE
ENGINEER OF RECORD MUST BE NOTIFIED.
4. FILL TO BE PLACED OVER THE NATURAL GROUND TO
ACHIEVE THE FINISH PAD ELEVATION. BACKFILL MATERIAL
SHALL CONSIST OF CLEAN GRANULAR SOILS CONTAINING
LESS THAN 5% ORGANIC WITH NO MORE THAN 30% ROCK
AND NO ROCK LARGER THAN 3 INCHES IN DIAMETER AND
PLACED IN LOOSE LIFTS NOT TO EXCEED 12 INCHES IN
THICKNESS. ALL FILL MATERIAL FOUND AT FOUNDATION
LEVEL AND BACKFILL SHALL BE COMPACTED TO 98% OF THE
STANDARD PROCTOR DENSITY.
CONCRETE
1. CONCRETE MIXTURES SHALL BE DESIGNED TO REACH A
COMPRESSIVE STRENGTH OF 3,000 PSI IN 28 DAYS.
2. ALL MIXING, TRANSPORTING, PLACING, & CURING OF
CONCRETE SHALL BE IN ACCORDANCE WITH ACI 318.
3. NO ADMIXTURES ARE TO BE USED WITHOUT THE WRITTEN
APPROVAL OF THE ABOVE -SIGNED ENGINEER.
4. CONCRETE SHALL BE TYPE 1 PORTLAND CEMENT MEETING
THE REQUIREMENTS OF ASTM C150, AGGREGATES TO MEET
ASTM C33. POTABLE WATER SHALL BE USED.
REINFORCING STEEL
1. ALL REINFORCEMENT SHALL BE DEFORMED BARS OF
INTERMEDIATE GRADE NEW BILLET STEEL CONFORMING TO
CURRENT REQUIREMENTS OF ASTM A615, GRADE 60
(U.O.N.), FREE FROM OIL, LOOSE SCALE AND LOOSE RUST
AND BENT, LAPPED, PLACED, SUPPORTED AND FASTENED
ACCORDING TO THE "ACI DETAILING MANUAL" (SP-66) AND
THE ACI 318.
2. ALL WELDING WIRE FABRIC IS TO CONFORM TO ASTM A185
MINIMUM YIELD STRENGTH OF 85 KSI.
3. CLEAR COVER FOR REINFORCEMENT SHALL BE AS FOLLOWS
UNLESS OTHERWISE NOTED:
FOOTINGS EXPOSED TO EARTH: 3"
UNFORMED FACES EXPOSED TO EARTH: 3"
FORMED FACES IN CONTACT WITH EARTH: 2"
SLABS NOT IN CONTACT WITH EARTH: 3/4"
SLABS EXPOSED TO WEATHER: 2"
BEAMS AND COLUMNS: 1-1/2"
4. ALL STEEL SHALL BE SECURELY HELD IN PLACE DURING
POURING OF CONCRETE. IF REQUIRED, ADDITIONAL BARS
SHALL BE PROVIDED BY THE GENERAL CONTRACTOR TO
FURNISH SUPPORT FOR ALL BARS.
5. WHEN REINFORCING STEEL IS NOTED AS CONTINUOUS
REINFORCING IN SLABS, WALLS, AND/OR BEAMS, SPLICE
CONTINUOUS REINFORCING STEEL ONLY WHEN
UNAVOIDABLE DUE TO STOCK LENGTHS.
5.1. LAP CONTINUOUS REINFORCING A MINIMUM OF 48 BAR
DIAMETERS IN BEAMS & COLUMNS, 36 BAR DIAMETERS
IN SLABS.
5.2. STAGGER ALL SPLICES A MINIMUM OF FOUR FEET.
ADJACENT BAR WITH SPLICES ARE NOT ACCEPTABLE.
5.3. LOCATE TOP BAR FOR SPLICES WITHIN MIDDLE HALF GO
THE SPAN AND LOCATE BOTTOM BAR SPLICES AT
SUPPORTS, OR BETWEEN SUPPORTS AND 1/3 SPAN
POINT UNLESS NOTED OTHERWISE ON PLANS, DETAILS
OR SCHEDULES.
5.4. CONTINUITY AT COLUMNS SHALL BE PROVIDED BY
CONTINUING HORIZONTAL REBARS THROUGH COLUMNS
OR BY BENDING HORIZONTAL REINF. INTO COLUMNS A
DISTANCE OF 30".
5.5. PROVIDE 12" STANDARD ACI HOOK MINIMUM FOR ALL
DISCONTINUOUS TOP REINFORCING.
5.6. PROVIDE INTERIOR AND EXTERIOR HORIZONTAL LAPPED
CORNER BARS AT ALL CORNERS TO MATCH SIZE, TYPE
AND SPACING OF HORIZONTAL WALL REINFORCING IF
APPLIED.
5.7. PROVIDE 2- #5 X 48" DIAGONALLY AT CORNERS OF ALL
OPENINGS WIDER THAN 15". EXTEND BOTTOM BARS 8"
PAST OPENINGS GREATER THAN T-0" ON BOTH SIDES.
Zeyn B. Uzman, PE, SE, PEng
305 Charleston Greene
Malvern, PA 19355
(217) 652-6737
5.8. 3. LAP SPLICES IN WELDED WIRE FABRIC ARE TO BE
MADE SUCH THAT THE OVERLAP MEASURED BETWEEN
OUTERMOST CROSS WIRES OF EACH FABRIC SHEET IS
NOT LESS THEN THE CROSS WIRE SPACING PLUS 3"
SHOP DRAWINGS SHALL BE SUBMITTED FOR E.O.R. REVIEW
AND APPROVAL BEFORE INSTALLATION.
ALL STRUCTURAL PRECAST UNITS AND THEIR ATTACHMENTS
TO THE MAIN STRUCTURE SHALL BE INSPECTED AFTER
ERECTION, BUT BEFORE CONCEALMENT. SUCH INSPECTIONS
SHALL BE PERFORMED BY AN ARCHITECT OR PROFESSIONAL
ENGINEER REGISTERED IN THE PERMITTING STATE.
CERTIFICATION & LIABILITY
1. USE OF THIS DOCUMENT CONSTITUTES ACCEPTANCE OF THE
PROPOSED SYSTEM LAYOUT, COMPONENTS SELECTED, AND
INSTALLATION. THESE DRAWINGS ARE NOT INTENDED TO BE
USED AS FABRICATION OR SHOP DRAWINGS.
2. DIMENSIONS ARE SHOWN TO ILLUSTRATE DESIGN FORCES
AND OTHER DESIGN CRITERIA. THEY MAY VARY SLIGHTLY,
BUT SHALL REMAIN IN CONFORMANCE WITH THE
LIMITATIONS OF THIS PLAN. THE CONTRACTOR IS TO VERIFY
ALL FIELD DIMENSIONS PRIOR TO INSTALLATION, AND
VERIFY THAT PROPOSED DIMENSIONS AND FIELD
CONDITIONS AGREE WITH THIS PROPOSED PLAN.
3. ENGINEERING EXPRESS HAS NOT VISITED THIS JOBSITE.
INFORMATION CONTAINED HEREIN IS BASED ON
CONTRACTOR SUPPLIED DATA AND MEASUREMENTS.
ENGINEERING EXPRESS SHALL NOT BE HELD RESPONSIBLE
OR LIABLE IN ANY WAY FOR ERRONEOUS OR INACCURATE
DATA OR MEASUREMENTS. WORK SHALL BE FIELD VERIFIED
PRIOR TO CONSTRUCTION. THIS ENGINEERING SHALL BE
NOTIFIED AND GIVEN AN OPPORTUNITY TO REEVALUATE
OUR WORK UPON DISCOVERY OF ANY INACCURATE
INFORMATION PRIOR TO MODIFICATION OF EXISTING FIELD
CONDITIONS AND FABRICATION AND INSTALLATION OF
MATERIALS.
4. USE OF THIS SIGNED & SEALED DOCUMENT CONSTITUTES
ACCEPTANCE OF THE PROPOSED SYSTEM LAYOUT,
COMPONENTS SELECTED, AND INSTALLATION
REQUIREMENTS.
5. THIS DOCUMENT SHALL NOT BE USED OR REPRODUCED
WITHOUT THE ORIGINAL SIGNATURE & RAISED SEAL OF
THE CERTIFYING P.E. ALTERATIONS, ADDITIONS OR OTHER
MARKINGS TO THIS DOCUMENT ARE NOT PERMITTED AND
INVALIDATE OUR CERTIFICATION. PHOTOCOPIES AND
UNSEALED DOCUMENTS ARE NOT TO BE ACCEPTED.
6. ENGINEER SEAL AFFIXED HERETO VALIDATES STRUCTURAL
DESIGN AS SHOWN ONLY. USE OF THIS SPECIFICATION BY
CONTRACTOR, et. al. INDEMNIFIES & SAVES HARMLESS THIS
ENGINEER FOR ALL COST & DAMAGES INCLUDING LEGAL
FEES & APPELLATE FEES RESULTING FROM MATERIAL
FABRICATION, SYSTEM ERECTION, & CONSTRUCTION
PRACTICES BEYOND THAT WHICH IS CALLED FOR BY LOCAL,
STATE, & FEDERAL CODES & FROM DEVIATIONS OF THIS
PLAN.
7. ALTERATIONS, ADDITIONS, HIGHLIGHTING, OR OTHER
MARKINGS TO THIS DOCUMENT ARE ONLY PERMITTED TO
SHOW SITE -SPECIFIC CONDITIONS, HOWEVER ANY
CHANGES, ALTERATIONS OR ADDITIONS MADE TO THE
CONTENT OF THIS DOCUMENT WILL INVALIDATE THIS
CERTIFICATION.
8. EXCEPT AS EXPRESSLY PROVIDED HEREIN, NO ADDITIONAL
CERTIFICATIONS OR AFFIRMATIONS ARE INTENDED
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PRESENTED BY
STRUXURE WASHINGTON
PROJECT
SHELEY BRESSLER (SEATTLE)
ADDRESS
7829 189TH PLACE SW
EDMONDS, WA 98026
CONTRACT NO.
2109971
STRUXURV.
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STRUXURE INC.
154 ETHAN ALLEN DRIVE
DAHLONEGA, GA 30533
SHEET INDEX
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154 ETHAN ALLEN DR.
DAHLONEGA. GA 30533
(800)303-5248
TITLE SHEET NO.
COVER PAGE
A100
PERSPECTIVE VIEW A101
TOP VIEW A102
POST LAYOUT VIEW A103
BEAM LAYOUT VIEW A104
GUTTER LAYOUT VIEW A105
FAN &- LIGHTS LAYOUT VIEW A106
SECTION 1-1 A200
SECTION A -A A201
DETAILS A300
DETAILS A301
DETAILS A302
DETAILS A303
DETAILS A304
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NOTES
FRAME: WHITE
LOUVERS: WHITE
SYSTEM: 8" BEAMS & 5.5"
ELEVATION: DECK
GUTTERS
DESCRIPTION
DATE
07/02/24
DRAWN BY
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SCALE
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`r U.S. WEATHER BUREAU AS A HIGH WIND OR SNOW ADVISORY SHEET NO.
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VIEW
DATE
07/02/24
DRAWN BY
I&S
SCALE
SHEET NO.
A 103
AL UM/NUM TYPE
sTRu uRE'
LOUVERS 6063-T5
ALL OTHER COMPONENTS 6063-T6
154 ETHAN ALLEN DR.
DAHLONEGA, GA 30533
(800)303-5248
--- UCTU RE -
- -
F ATTA __MENT)
CORNER BEAM
CONNECTOR _
LE PERIM
AM 2' x 8" X
CORNER BEAM
CONNECTOR
--------- -
Ll E, !L-
---------0
W
SINGLE PERIMETER �,
BEAM 2" x 8" x$" 116'
�:
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!
SINGLE PERIMETER
BEAM 2" x 8" x$"
�/'� 3
V l i--� Cn N
�J LU 00
W �Q�
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m =
220"
U;
Quo
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DESCRIPTION
BEAM LAYOU
VIEW
CORNER BEAM
CONNECTOR
SINGLE PERIMETER
BEAM 2" x 8" x$"
CORNER BEAM
CONNECTOR
n
T
TE
DA07/02/24
DRAWN BY
I&S
SCALE
- -
OBEAM LAYOUT VIEW
SCALE: 1 /2" = 1'-0"
l y
0
T
SHEET NO.
A 104
AL UM/NUM TYPE
sTRu uRE'
LOUVERS 6063-T5
154 ETHAN ALLEN DR.
ALL OTHER COMPONENTS 6063-T6
DAHLONEGA, GA 30533
(800)303-5248
HOST STRUCTURE-
(ROOF ATTACHMENT)
- 521" GUTTER
T
--------------------------
C2)
--- - - - - J —L —_ J-
LiJ
FAN BEAM 8' x 2" x $'
—I 3
5 z" GUTTER 105' 105"
5 Z" GUTTER
( ) (n CAI
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100Y2" 10012"
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-------- - - - - -- - -
---
--- - - - - -�
E �
DESCRIPTION
GUTTER
5 i" GUTTER
DATE
07/02/24
DRAWN BY
I&S
",tk
1/9-SCALE - - QL
"'
SHEET NO.
OGUTTER LAYOUT VIEW
o
A 105
SCALE: 1/2"- 1'-0"
T
AL UM/NUM TYPE
LOUVERS 6063-T5
ALL OTHER COMPONENTS 6063-T6
SFAN &LIGHTS LAYOUT VIEW
CALE: 1 /2" = l'-0"
O0 `
154 ETHAN ALLEN DR.
DAHLONEGA, GA 30533
(800)303-5248
W
— 3 ,o
cf) ,--, (n N
W Lu �
W WUQ0-
m c,
Q (>
� o' z
W °O
_j N
0
DESCRIPTION
FAN &: LIGHTS
07/02/24
I&S
SCALE
1L,2- z: 1"—Q
SHEET NO.
A 106
AL UM/NUM TYPE
LOUVERS 6063-T5
154 ETHAN
ALLEN DR.
ALL OTHER COMPONENTS 6063-T6
DAHLONEGA, GA 30533
(800)303-5248
SINGLE PERIMETER
220"
SINGLE PERIMETER
BEAM 2" x 8" x 8"
LOUVER
BEAM 2" x 8" x $"
41
5 z" GUTTER FAN BEAM 8' 2" x$" 52 GUTTER
COLUMN 6" x 6" x 1/8" COLUMN 6' x 6" x 1/8
(PONY POST) COLUMN 6" x 6" x 1/8" (PONY POST)
(PONY POST)
108"'
COLUMN 6" x 6" xi/8" COLUMN 6" x 6" x 1/8"
_J
3
(n CAI
w w pp
w
Q Q
212"
J 3
a -
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WOOD DECK -
= (n
}
w
°O
W
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•
L�J
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00 w
-----------
W
00
BLOCKING BLOCKING
_
DESCRIPTION
SECTION
1 1
\j\j/\DATE
\osts (alp attached to the top of\\\\\\\\//\\\\\\\\\\\/\\\\\\\\\\\/\\\\\\\/i\//i /i
CLdk /i /i\//i /i\i
i i ice/ i i i i ,
ith blocking via (i> FPBB per post \\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\/\/
\/\\j \j\\\/\\j \j\\j \j\\\/\\/ \/\\j \/\\
iii\/////\//\////07/02/24
\\/ \j\\\/\\j \\/\\j \j\\\/\\j\\\/\\j \j\\\/\\/.
/\\\/\\\/\\/
//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\/,
\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\
//\\//\\//\\//\\//\\//\\//\\//\\//\\//,/\\//\\//\\//\\/\
I & S
\\ \\
vv/i /i,
SCALE
- -
ivv/ivvi, / / / / / / / / / / / / / / / / / / / / / / / / / / / / /
V�jAAjAAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAA%AA%AAj��\jAA/VAjAAjAAj��\jAA/VAjAAjAAj��\jAA/VAjAAjAAj�\jAAjAAi�:i`AA��i�VA��iAA`Ai�\jAAjAAjAAj/VAj�\jAAj�\jAA�/VAjAAjAAj�\jAA�/VAjA�j
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.%AA%AAA%AA%AAiAA�VA�VAi�V�` A
SHEET NO.
O SECTION 1-1 �p `
A 1 D
A
200
SCALE: 1 /2" = 1'-0"
T
AL UM/NUM TYPE
STRll URn'
LOUVERS 6063-T5 154 ETHAN ALLEN DR.
ALL OTHER COMPONENTS 6063-T6 DAHLONEGA, GA 30533
(800)303-5248
SINGLE PERIMETER 116" SINGLE PERIMETER
BEAM 2" x 8" x8" \ LOUVERS BEAM 2' x 8" x$"
5z'GUTTER
FAN BEAM 8" x 2" x $"
COLUMN 6' x 6' x 1/8'
(PONY POST)
1 8"
Lu
COLUMN 6" x 6' x 1/8'
_J
3
(n
U N
LIJ w
(n
00
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Lv
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LJJ
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BLOCKING
\\//\//\//\//\//\//\//\//\//\/\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//
DESCRIPTION
��/ww�w�w�wv/vvvw���wv//��/ww�w�w�� ������/��w��������/%v/
SECTION A -A
DATE
07 / 0 2 / 24
NOTE: \/\\//j /j //
\ 6"x6' posts (all) attached to the top of
\/\\/ deck with blocking via (a) FPBB per post
DRAWN
BY
I & S
SCALE
\
-
SHEET
NO.
-0"
J>SMALE-:-�l A
o
A
201
ALUMINUM TYPE:
LOUVERS 6063-TS
ALL OTHER COMPONENTS 6063-T6
R"nr F"nr R"nr R"nr A"nr R"nr F"nr R"nr R"nr
5J
to
C
6" CDCD
0
0
PIVOT BAR CAP
TRACK BAR
TRACK BAR PIN
PUSH NUT
BEAM
TRACK PIN
5/16" DIA. S.S. W/ 1/:
IENGAGEMENT MIN.
#10 SS TEK PIVOT BAR
SCREW @ 6" O.0 LOUVER
SIDE VIEW
LOUVERS DETAIL
R PIN
LOUVER
BEAM
ISOMETRIC OUT -SIDE VIEW
PIVOT BAR CAP
TRACK BAR
BEAM
PIVOT BAR
PIVOT PIN
LOUVER
ISOMETRIC IN -SIDE VIEW
S-MUXURF_ "
154 ETHAN ALLEN DR.
DAHLONEGA, GA 30533
(800)303-5248
ry
Lu
J 30
�cn('4
W �QO
vi
Q I)
0- Z
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=0
J CI) 0
Li Lu
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V J
DESCRIPTION
DETAILS
DATE
07/02/24
DRAWN BY
I&S
SCALE
N.T.S.
SHEET NO.
A 300
AL UM/NUM TYPE
LOUVERS 6063-T5
ALL OTHER COMPONENTS 6063-T6
GUTTER CORNER
I
I
I
I
5.5" GUTTER
BEAM
BEAM
BE/
SIDE VIEW
#14TEK SCREW (2-PLACES) CORNET —AKA ��ninir�Ti�ni
5.5 GUTTER
a z NOTE.
g p THE GUTTER CORNER ASSEMBLY
IS INSTALLED FIRST, FOLLOWED
BY THE GUTTER LAPPING OVER
THE GUTTER CORNER
BEAM
(4) #14 TEK SCREWS
TOP VIEW CORNER BEAM
CONNECTION
5.5'
GUTTER CORNER ASSEMBLY
CORNER BEAM
CONNECTION
5.5" GUTTER
0 #14 TEK SCRL..
BEAM
#14 TEK SCREW
DOWN FROM TOP C
GUTTER EVERY 1.
5.5" GUTTE
ISOMETRIC VIEW
CORNER
5.5" GUTTER
�, „ 14 TEK SCREWS
154 ETHAN ALLEN DR.
DAH�6,3C� 533
ry
W
J 3 'o
�U)C14
Co Ww�
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CD = Ui
WW co
Cn o- 7
�
p
W Io Lu
DESCRIPTION
DETALS
DATE
07/02/24
DRAWN BY
I&S
SCAq.T.S.
SHEET NO
A 301
AL UM/NUM TYPE
LOUVERS 6063-T5
ALL OTHER COMPONENTS 6063-T6
CORNER BEAM CONNECTION
- EXTRUDED WITH CAPS
BEAM
(8) #14 TEK SCREWS THROUGH
BEAM INTO CORNER BEAM
CONNECTION EACH SIDE
BEAM
TOP VIEW
SIDE VIEW
(8) #14 TEK SCREWS
CORNER BEAM
CONNECTION 7
ckkl
(8) #14 TEK SCREWS THROUGH BEAM INTO III
CORNER BEAM CONNECTION EACH SIDE 1 I\ III�,I"I
CORNER BEAM CONNECTION
BEAM
BEAM
TYPICAL CORNER ASSEMBLY
PERIMETER BEAM
M
I -op
154 ETHAN ALLEN DR.
W
J 3
(� U) c14
Wwco
W W Q 0`
W Wco0
Cn o- 2
W � o
W Io w
DESCRIPTION
DETALS
07/02/24
DRAWN BY
I&S
SCAq.T.S.
SHEET NO
A 302
ALUM/NUM TYPE
LOUVERS 6063-T5
ALL OTHER COMPONENTS 6063-T6
PERIMETER BEAM 2"x8"
PERIMETER BEAM 2"x8"
161 #14 x f TEK SCREWS THRU
CHANNEL INTO BEAM
5 3/4" x 2" x 0.125 x 5 3/4" CHANNEL
LOWER BEAM AND CHANNEL INTO POST
�— —� — (5) #14 x 1" TEK SCREWS
THRU POST INTO BRACKET
EA. SIDE
#14 TEK SCREWS
6" x 6" x 0.125" POST
POST--//r
SINGLE BEAM TO 6X6 POST CONNECTION
CHANNEL
(5) #14 x 1" TEK SCREWS
THRU POST INTO BRACKET
EA. SIDE
154 ETHAN ALLEN DR.
DAHLONEGA, GA 30533
(800) 303-5248
W
0
W JUUo
(>
> TO
LLJ C
_j
w w
DESCRIPTION
DETAILS
07/02/24
I&S
SCALE
N.T.S.
SHEET NO.
A 303
AL UM/NUM TYPE
ST}t:: U'RLTM
LOUVERS 6063—T5
ALL OTHER COMPONENTS 6063—T6
154 ETHAN ALLEN DR.
DAH�6,3C� 533
6"X6"X0.125"
6"X6"X0.125"
ALUM. POST
ALUM. POST
FUNCTIONAL POST
FUNCTIONAL POST
BASE BRACKET
BASE BRACKET
DECK BOARDS
4 5iX4"
GRK6FASTENERS
DECK BOARDS
4 s"X4"
GRK6FASTENERS
W
J 0
2 X8BLOCKIED m
VERTICAL
2"X10" TREATED
[2] 6" X 4"
GRK FASTENERS
PER BLOCK
2"X8" TREATED
BLOCKING
VERTICAL
2"X10" TREATED
W W 0
CI) c0
W J<<
_
JOISTS
JOISTS
<
W Lu Z
co
W �N2
0
W co Lu
BEAM
BEAM
FRONT VIEW
SIDE VIEW
DESCRIPTION
DETALS
DATE
07/02/24
DRAWN BY
I&S
SCAq.T.S.
6X6 POST MOUNTING TO DECK BOARDS
SHEET NO
A 304
ALUMINUM TYPE:
s -Mu uxz�
LOUVERS 6063-TS
ALL OTHER COMPONENTS 6063-T6
154 ONEGTHAN , GA 3 53
DAHLONEGA, GA 30533
(800)303-5248
6" x 6" POST
[41 -1" x 4"
GRK FASTENERS
yq
6" x 6" X 0.125" STAMPED
6" x 4" GR
GRK FASTENERS
Lu
J 3 o
cn /--\ Cn O
w W co
{
ALUMINUM POST
BRACKET W/ 2"LEGS
(3) #14 TEK SCREWS
w Q o-
J Q
_
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v o
STANDARD POST BRACKET TO
ROOF CONNECTION 6 x 6
EACH SIDE
U1
Q
I 00 z
L LJ = O
LLJ
W � w
DESCRIPTION
DETAILS
DATE
07/02/24
DRAWN BY
I&S
SCALE
N.T.S.
SHEET NO.
A 305
AL UM/NUM TYPE
ST}tUi1Rn'
LOUVERS 6063-T5
ALL OTHER COMPONENTS 6063-T6
154 ETHAN ALLEN DR.
DAH�6,3C� 533
BEAM
BEAM
U CHANNEL
Ly
2"x1 3/"x2"x0.125"
7" IN LENGTH
L1J
GUTTER
J 3 'o
ACCESSORY
BEAM
^ U) o
W J Q o
(4) #14 X 1" TEK -
SCREWS THRU
BEAM INTO
(4) #14 X 1" TEK
SCREWS THRU
QLu uo
° z
LL1 o 2
� o
L1J w
INSERT EA. SIDE
INSERT INTO
GUTTER
=
GUTTER
BEAM INSERT
DESCRIPTION
DETALS
DATE
07/02/24
FAN BEAM CONNECTION
BY
DRAWNIS:S
SCAq.T.S.
SHEET NO
A 306
Zeyn B. Uzman, PE, SE, PEng
305 Charleston Greene
Malvern, PA 19355
(217) 652-6737
Code Search
Code: 2021 Washington Building Code
Occupancy:
Occupancy Group = R Residential
Risk Category & Importance Factors:
Risk Category = II
Wind factor = 1.00
Snow factor = 1.00
Seismic factor = 1.00
Type of Construction:
Fire Rating:
Roof = 0.0 hr
Floor = 0.0 hr
Building Geometry:
Roof angle (0)
0.00 / 12 0.0 deg
Building length (L)
18.7 ft
Least width (B)
10.0 ft
Mean Roof Ht (h)
9.0 ft
Parapet ht above grd
0.0 ft
Minimum parapet ht
0.0 ft
Live Loads:
JOB TITLE Bressler Peraola
JOB NO. WA0110Z
CALCULATED BY
CHECKED BY
Roof 0 to 200 sf: 20 psf
200 to 600 sf: 24 - 0.02Area, but not less than 12 psf
over 600 sf: 12 psf
Floor:
Typical Floor N/A
Partitions N/A
SHEET NO.
DATE
DATE
www.struware.com
Zeyn B. Uzman, PE, SE, PEng
305 Charleston Greene
Malvern, PA 19355
(217) 652-6737
JOB TITLE Bressler Pergola
JOB NO. WA0110Z SHEET NO.
CALCULATED BY DATE
CHECKED BY DATE
Wind Loads: ASCE 7 - 16
Ultimate Wind Speed 98 mph
Nominal Wind Speed 75.9 mph
Risk Category II
Exposure Category C
Enclosure Classif. Open Building
Internal pressure +/-0.00
Directionality (Kd) 0.85
Kh case 1 0.849
Kh case 2 0.849
Type of roof Monoslope
I
V(Z)
Topographic Factor (Kzt)
Zffi
Topography Flat
Speed-up
Hill Height (H) 80.0 ft
r 1
V(Z)
Half Hill Length (Lh) 100.0 ft
x(upwind)
~
x(dowanwind)
Actual H/Lh = 0.80
'~
HJ2
Use H/Lh = 0.50
H
Modified Lh = 160.0 ft
Lh
HJ2
From top of crest: x = 50.0 ft
Bldg up/down wind? downwind
ESCARPMENT
H/Lh= 0.50 K, = 0.000
x/Lh = 0.31 K2 = 0.792
V(Z)
z/Lh = 0.09 K3 = 1.000
Z 46
Speed-up
p
At Mean Roof Ht:
V(Z) x(upwind) -
x(downwind)
Kzt = (1+KjK2K3)112 = 1.00
4
i1
i
H/21 H
Gust Effect Factor
h = 9.0 ft
B = 10.0 ft
/z(0.6h)= 15.0ft
Rigid Structure
e =
0.20
f =
500 ft
Zmin =
15 ft
c =
0.20
9o, 9v =
3.4
LZ =
427.1 ft
Q =
0.96
IZ =
0.23
G=
0.90 use G=0.85
2D RIDGE or 3D AXISYMMETRICAL HILL
Flexible structure if natural frequency < 1 Hz (T > 1 second).
If building h/B>4 then may be flexible and should be investigated.
h/B = 0.90 Rigid structure (low rise bldg)
G = 0.85 Using rigid structure default
Flexible or Dvnamicallv Sensitive Structure
34 icy (n,) =
0.0 Hz
Damping ratio (0) =
0
/b =
0.65
/a =
0.15
Vz =
82.8
Nt =
0.00
Rn =
0.000
Rh =
28.282 n = 0.000
RB =
28.282 n = 0.000
RL =
28.282 n = 0.000
gR =
0.000
R =
0.000
Gf =
0.000
h = 9.0 ft
Zeyn B. Uzman, PE, SE, PEng
305 Charleston Greene
Malvern, PA 19355
(217) 652-6737
Enclosure Glassitication
JOB TITLE Bressler Pergola
JOB NO. WA0110Z
CALCULATED BY
CHECKED BY
Test for Enclosed Building: Ao < 0.01Ag or 4 sf, whichever is smaller
Test for Open Building: All walls are at least 80% open.
Ao >_ 0.8Ag
Test for Partially Enclosed Building: Predominately open on one side only
SHEET NO.
DATE
DATE
Input
Test
Ao
500.0
sf
Ao >_ 1.1Aoi NO
Ag
600.0
sf
Ao > 4' or 0.01Ag YES
Aoi
1000.0
sf
Aoi / Agi <_ 0.20 YES Building is NOT
Agi
10000.0
sf
Partially Enclosed
Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following:
Ao >_ 1.1Aoi
Ao > smaller of 4' or 0.01 Ag
Aoi / Agi <_ 0.20
Where:
Ao = the total area of openings in a wall that receives positive external pressure.
Ag = the gross area of that wall in which Ao is identified.
Aoi = the sum of the areas of openings in the building envelope (walls and roof) not including Ao.
Agi = the sum of the gross surface areas of the building envelope (walls and roof) not including Ag.
Test for Partially Open Building: A building that does not qualify as open, enclosed or partially enclosed.
(This type building will have same wind pressures as an enclosed building.
Reduction Factor for large volume partially enclosed buildings (R0 :
If the partially enclosed building contains a single room that is unpartitioned , the internal
pressure coefficient may be multiplied by the reduction factor Ri.
Total area of all wall & roof openings (Aog):
Unpartitioned internal volume (Vi) :
Ground Elevation Factor (Ke)
0 sf
0 cf
Ri = 1.00
Grd level above sea level = 0.0 ft Ke = 1.0000
Constant = 0.00256 Adj Constant = 0.00256
Zeyn B. Uzman, PE, SE, PEng
305 Charleston Greene
Malvern, PA 19355
(217) 652-6737
JOB TITLE Bressler
JOB NO. WA0110Z
CALCULATED BY
CHECKED BY
SHEET NO.
DATE
DATE
Wind Loads - Open Buildings: 0.25 <_ h/L 5 1.0 Ultimate Wind Pressures
Type of roof = Monoslope Free Roofs G = 0.85
Wind Flow = Clear Roof Angle = 0.0 deg
NOTE: The code requires the MWFRS be
Main Wind Force Resisting System designed for a minimum pressure of 16 psf.
Kz = Kh (case 2) = 0.85 Base pressure (qh) = 17.7 psf
Roof pressures - Wind Normal to Ridae
Wind
Load
Wind Direction
y = 0 & 180 deg
Flow
Case
Cnw
Cnl
Cn =
---1.20-----
-----0.30 -----
Clear Wind
p =
18.1 psf
4.5 psf
Flow
B
- Cn _
-----------
-1.10 -
-0.10
p =
16.6 psf
-1.5 psf
NOTE: 1). Cnw and Cnl denote combined pressures from top and bottom roof surfaces.
2). Cnw is pressure on windward half of roof. Cnl is pressure on leeward half of roof.
3). Positive pressures act toward the roof. Negative pressures act away from the roof.
Roof pressures - Wind Parallel to Ridae. Y = 90 dea
Wind
Load
Horizontal Distance from Windward
Edge
Flow
Case
<_h
>h<_2h
>2h
A
------n -----
------0.80----
-----0 60----
-0.30
Clear Wind
p =
12.1 psf
9.0 ps
-4.5 psf
Flow
B-----
Cn =
----------
0.80
--- - ----
0.50
----------.5
0.30
----------5
p =
12.1 psf
7.5 psf
ps
4.5 psf
ps
Fascia Panels -Horizontal pressures
qp = 17.7 psf
Components & Cladding - roof pressures
Kz = Kh (case 1) = 0.85
Base pressure (qh) = 17.7 psf
G = 0.85
Windward fascia:
Leeward fascia:
a = 3.0 ft
h = 9.0 ft
2h = 18.0 ft
26.6 psf (GCpn = +1.5)
-17.7 psf (GCpn = -1.0)
a2 = 9.0 sf
4a2 = 36.0 sf
Clear Wind Flow
Effective Wind Area
zone 3
zone 2
zone 1
positive
negative
positive
negative
positive
negative
<_ 9 sf
2.40
-3.30
1.80
-1.70
1.20
-1.10
CN---------
>9,--<-----------------------
-8-----
---------.-7-0 ------
-------1--.-8-0------
------ 1--- 7-0-------------
-- -----
---------------
> 36 sf
1.20
-1.10
1.20
-1.10
---
1.20
---
-1.10
<_ 9 sf
36.2 psf
_49.8 psf
27.1 psf
_ 25.6 psf
18.1 psf
16.6 psf
Wind------------------------------
>9, <_ 36 sf
----------
27.1 psf
25.6 psf
-
27.1 psf
-
25.6 psf
- -
18.1 psf
16.6 psf
pressure------------------------------
> 36 sf
--------- --
18.1 psf
---_-------------•----------------
16.6 psf
18.1 psf
----------------•---------------
-16.6 psf
18.1 psf
----------------
16.6 psf
Zeyn B. Uzman, PE, SE, PEng
305 Charleston Greene
Malvern, PA 19355
(217) 652-6737
WIND
DIRECTION
Y= 0', 180'
WIND
DIRECTION
Y= 0<
JOB TITLE Bressler P
JOB NO. WA0110Z
CALCULATED BY
CHECKED BY
Location of Wind Pressure Zones
I
WAND
DIRECTIOH p
MONOSLOPE
PITCHED
T
SHEET NO.
DATE
DATE
L
CIa.7;�CNW
WIND
DIRECTION .0
Y= 0', 180'
TF�:=:�TTGH
m
MVNCIDLQJFL
WIND DIRECTION y = 0°, 1800
WIND
DIRECTION
PITCHED TFCiT_ GH
WIND DIRECTION y = 90'
MAIN WIND FORCE RESISTING SYSTEM
WAND /�/y'
DIRECTION 1
WIND
DIRECTION
Y= 180'
3
3
3
1
7
1
e < 10* e>_ io*
MONOSLOPE PITCHED ORTROUGHED ROOF
COMPONENTS AND CLADDING
Zeyn B. Uzman, PE, SE, PEng
305 Charleston Greene
Malvern, PA 19355
(217) 652-6737
Snow Loads : ASCE 7-16
Roof slope =
0.0 deg
Horiz. eave to ridge dist (W) =
10.0 ft
Roof length parallel to ridge (L) =
18.7 ft
Type of Roof
Monoslope
Ground Snow Load Pg =
25.0 psf
Risk Category =
II
Importance Factor I =
1.0
Thermal Factor Ct =
1.20
Exposure Factor Ce =
1.0
Pf = 0.7*Ce*Ct*I*Pg =
21.0 psf
Unobstructed Slippery Surface
yes
Sloped -roof Factor Cs =
1.00
Balanced Snow Load =
21.0 psf
Rain on Snow Surcharge Angle
0.20 deg
Code Maximum Rain Surcharge
5.0 psf
Rain on Snow Surcharge =
0.0 psf
Ps plus rain surcharge =
21.0 psf
Minimum Snow Load Pm =
20.0 psf
Uniform Roof Design Snow Load = 21.0 psf use 25.0
Windward Snow Drifts 1 - Against walls. Daraoets. etc
Upwind fetch
lu =
0.0 ft
Projection height
h =
0.0 ft
Snow density
g =
17.3 pcf
Balanced snow height
hb =
1.22 ft
hd =
1.00 ft
he =
-1.22 ft
he/hb <0.2 = -1.0
lu<15', drift not req'd
Drift height (hc)
=
0.00 ft
Drift width
w =
-9.74 ft
Surcharge load:
pd = y*hd =
0.0 psf
Balanced Snow load:
=
21.0 psf
21.0 psf
Windward Snow Drifts 2 - Against walls, parapets,
etc
Upwind fetch
lu =
0.0 ft
Projection height
h =
0.0 ft
Snow density
g =
17.3 pcf
Balanced snow height
hb =
1.22 ft
hd =
1.00 ft
he =
-1.22 ft
he/hb <0.2 = -1.0
lu<15', drift not req'd
Drift height (hc)
=
0.00 ft
Drift width
w =
-9.74 ft
Surcharge load:
pd = y*hd =
0.0 psf
Balanced Snow load:
=
21.0 psf
21.0 psf
JOB TITLE Bressler Pergola
JOB NO. WAO11 OZ SHEET NO.
CALCULATED BY DATE
CHECKED BY DATE
Nominal Snow Forces
Near ground level surface balanced snow load = 25.0 psf
NOTE: Alternate spans of continuous beams
shall be loaded with half the design roof snow
load so as to produce the greatest possible
effect - see code for loading diagrams and
exceptions for gable roofs..
r� Lu
Note: If bottom of projection is at least 2 feet
above hb then snow drift is not required.
Zeyn B. Uzman, PE, SE, PEng JOB TITLE Bressler Pergola
305 Charleston Greene
Malvern, PA 19355 JOB NO. WA0110Z SHEET NO.
(217) 652-6737 CALCULATED BY DATE
CHECKED BY DATE
Seismic Loads: ASCE 7-16
Risk Category : II
Importance Factor (1) : 1.00
Site Class : i - code default
Ss (0.2 sec) = 128.60 %g
S 1 (1.0 sec) = 45.30 %g
Fa = 1.200
Fv = 1.847
Sms = 1.543 SDS = 1.029
Sm1 = 0.837 SD1 = 0.558
Strength Level Forces
Design Category = D
Design Category = D
Seismic Design Category = D
Redundancy Coefficient p = 1.30
Number of Stories: 1
Structure Type: All other building systems
Horizontal Struct Irregularities: No plan Irregularity
Vertical Structural Irregularities: No vertical Irregularity
Flexible Diaphragms: No
Building System: Cantilevered Column Systems detailed to conform to the requirements for:
Seismic resisting system: Timber frames
System Structural Height Limit: 35 ft
Actual Structural Height (hn) = 9.0 ft
See ASCE7 Section 12.2.5 for exceptions and other system limitations
DESIGN COEFFICIENTS AND FACTORS
Response Modification Coefficient (R) = 1.5
Over -Strength Factor (0o) = 1.5
Deflection Amplification Factor (Cd) = 1.5
SDS = 1.029
SD1 = 0.558
Seismic Load Effect (E) = Eh +/-Ev = p QE +/- 0.2SDs D = 1.3Qe +/- 0.206D QE = horizontal seismic force
Special Seismic Load Effect (Em) = Emh +/- Ev = S20 QE +/- 0.2SDs D = 1.5Qe +/- 0.206D D = dead load
PERMITTED ANALYTICAL PROCEDURES
Simplified Analysis - Use Equivalent Lateral Force Analysis
Equivalent Lateral -Force Analysis
- Permitted
Building period coef. (CT) =
0.020
Cu = 1.40
Approx fundamental period (Ta) =
CThnx =
0.104 sec x= 0.75 Tmax = CuTa = 0.145
User calculated fundamental period (T) =
sec Use T = 0.104
Long Period Transition Period (TL) =
ASCE7 map =
6
Seismic response coef. (Cs) =
SDSI/R =
0.686
need not exceed Cs =
Shc i /RT =
3.578
but not less than Cs =
0.044Sdsl =
0.045
USE Cs =
0.686
Design Base Shear V = 0.686W
Model & Seismic Response Analysis - Permitted (see code for procedure)
ALLOWABLE STORY DRIFT
Structure Type: All other structures
Allowable story drift Aa = 0.020hsx where hsx is the story height below level x
Zeyn B. Uzman, PE, SE, PEng
305 Charleston Greene
Malvern, PA 19355
(217) 652-6737
JOB TITLE Bressler Pi
JOB NO. WAO110Z
CALCULATED BY
CHECKED BY
SHEET NO.
DATE
DATE
Design Loads:
Aluminium Louvers:
6063-T5
Fy =
16,000 psi
D =
2 psf
E =
10,100,000 psi
Lr =
0 psf
Aluminum Structural:
6063-T6
S =
25 psf
Fy =
25,000 psi
W =
18.1 psf
-16.6 psf
E =
10,100,000 psi
EQ =
256 Ibs
Load Combinations:
n=
1
D+Lr =
2.0 psf
b =
24
in
D+S =
27.0 psf
1 =
0.03125
D+0.6W =
-8.0 psf
D+0.75Lr+0.45W =
-5.5 psf
D+0.75S+0.45W =
28.9 psf
0.6D+0.6W=
12.1 psf
Louver:
L =
10.00 ft
Fy = 2614 psi
OK
Trib Width =
0.50 ft
Limit = 2.000 in
L/60
Mmax =
180.58 ft-lb
D = 0.473 in
OK
Vmax =
72.23 lb
I =
0.68 in
Section = Louver
y =
0.93 in
S =
0.731 in3
Fan Beam
L =
10.00 ft
Fy = 4628 psi
OK
Trib Width =
1.00 ft
Limit = 1.371 in
L/20
Mmax =
125.00 ft-lb
D = 0.024 in
OK
Vmax =
50.00 lb
I =
1.87 in
Section = 8x2x.125 tube
y =
1.000 in
S =
1.870 in
Support Beam
L =
18.33 ft
Fy = 20720 psi
OK
Trib Width =
5.00 ft
Limit = 1.257 in
L/175
Mmax =
4552.12 ft-lb
D = 0.705 in
OK
Vmax =
993.19 lb
I =
17.4 in
Section = 8x2x.125 tube
y =
4 in
S =
4.35 in
Zeyn B. Uzman, PE, SE, PEng
305 Charleston Greene
Malvern, PA 19355
(217) 652-6737
JOB TITLE Bressler Pergola
JOB NO. WAUI IUY,
CALCULATED BY
CHECKED BY
Column
6x6x1/8
Height =
9.00 ft
Trib Width =
9.00 ft
Trib Depth =
5.00 ft
Defl Limit =
L/170 =
0.64 in
DL =
3 psf
WL =
0 psf
Wtotal =
27 psf
EQ =
32 Ibs
End Rxn's =
122 Ibs
Moment =
273 ft-lb
=
3281 in -lb
Provided OK?
Sx >=
0.080 in
5.63 in
OK
Ix >=
0.425 in
16.90 in
OK
Axial Force =
1986 Ib
Moment Mx =
202 lb-ft
Moment My =
202 lb-ft
k =
1
FeX =
88061 psi
Lx =
9 ft
k =
34
Ly =
9 ft
Foy =
35000 psi
rX =
3.21 in
Bo =
35272
ry =
3.21 in
Do =
208
kL/rx =
34
Co =
69
kL/ry =
34
kt =
1
k2 =
69
Limit State = INELASTIC BUCKLING
Fc =
26245 psi
A9 =
2.9 in`
Pnc =
46128.34955 lb
Fb =
15152 psi
SXo =
5.63 inA3
Mnx =
7109 lb-ft
Syc =
5.63 inA3
Mny =
7109 lb-ft
Interaction
0.10 <= 1 OK
SHEET NO.
DATE
DATE