BPAT2019-006778-495 CALLE TAMPICO
LA QUINTA, CALIFORNIA 92253
Permit Type/Subtype:
Application Number:
Property Address:
APN:
Application Description:
Property Zoning:
Application Valuation:
ceiht 4 4P Qu&&
DESIGN & DEVELOPMENT DEPARTMENT
BUILDING PERMIT
PATIO COVER/CITY STANDARD/PRE-ENGINEERED - OPEN
BPAT2019-0067
80795 WEISKOPF
762160009
PERRIER / MECHANICAL LOUVER PATIO COVER
$18,000.00
Applicant:
L D R CONSTRUCTION SERVICES
P 0 BOX 242
LA QUINTA, CA 92247
D a 0
01T 21 2111
CITY OF LA QUINTA
DESIGN & DEVELOPMENT DEPARTMENT
LICENSED CONTRACTOR'S DECLARATION
I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9
(commencing with Section 70001 of Division 3 of the Business and Professions Code, and
my License is in full force and effect.
License Class: B License No.:92883S
Date: /0— 24 _1 Contractor
OWNER -BUILDER DECLARATION
I hereby affirm under penalty of perjury that I am exempt from the Contractor's State
License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any
city or county that requires a permit to construct, alter, improve, demolish, or repair any
structure, prior to its issuance, also requires the applicant for the permit to file a signed
statement that he or she is licensed pursuant to the provisions of the Contractor's State
License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business
and Professions Code) or that he or she is exempt therefrom and the basis for the
alleged exemption. Any violation of Section 7031.5 by any applicant for a permit
subjects the applicant to a civil penalty of not more than five hundred dollars ($500).:
(_) I, as owner of the property, or my employees with wages as their sole
compensation, will do the work, and the structure is not intended or offered for sale.
(Sec. 7044, Business and Professions Code: The Contractors' State License Law does not
apply to an owner of property who builds or improves thereon, and who does the work
himself or herself through his or her own employees, provided that the improvements
are not intended or offered for sale. If, however, the building or improvement is sold APPLICANT ACKNOWLEDGEMENT
within one year of completion, the owner -builder will have the burden of proving that he IMPORTANT: Application is hereby made to the Building Official for a permit subject to
or she did not build or improve for the purpose of sale.). the conditions and restrictions set forth on this application.
(_) I, as owner of the property, am exclusively contracting with licensed contractors to 1. Each person upon whose behalf this application is made, each person at whose
construct the project. (Sec. 7044, Business and Professions Code: The Contractors' State request and for whose benefit work is performed under or pursuant to any permit issued
License Law does not apply to an owner of property who builds or improves thereon, as a result of this application , the owner, and the applicant, each agrees to, and shall
and who contracts for the projects with a contractor(s) licensed pursuant to the defend, indemnify and hold harmless the City of La Quinta, its officers, agents, and
Contractors' State License Law,). employees for any act or omission related to the work being performed under or
(_) I am exempt under Sec. , B.&P.C. for this reason following issuance of this permit.
2. Any permit issued as a result of this application becomes null and void if work is not
commenced within 180 days from date of issuance of such permit, or cessation of work
for 180 days will subject permit to cancellation.
VOICE (760) 777-7125
FAX (760) 777-7011
INSPECTIONS (760) 777-7153
Date: 10/21/2019
Owner:
BARBARA LYNN PERRIER
80795 WEISKOPF
LA QUINTA, CA 92253
Contractor:
L D R CONSTRUCTION SERVICES
P 0 BOX 242
LA QUINTA, CA 92247
(760)413-4708
Llc. No.: 988835
Date:
Owner:
CONSTRUCTION LENDING AGENCY
I hereby affirm under penalty of perjury that there is a construction lending agency for
the performance of the work for which this permit is issued (Sec. 3097, Civ. C.).
Lender's Name:
Lender's Address:
WORKER'S COMPENSATION DECLARATION
I hereby affirm under penalty of perjury one of the following declarations:
I have and will maintain a certificate of consent to self -insure for workers'
compensation, as provided for by Section 3700 of the Labor Code, for the performance
of the or for which this permit is issued.
ve and will maintain workers' compensation insurance, as required by
Section 3700 of the Labor Code, for the performance of the work for which this permit is
issued. My workers' compensation insurance carrier and policy number are:
Carrier: STAT—UQMPENSA71ON INSURANCEFUND Policy Number: 9075546
I certify that in the performance of the work for which this permit is issued, I
shall not employ any person in any manner so as to become subject to the workers'
compensation laws of California, and agree that, if I should become subject to the
workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith
comply with those provisions.
Date: V� Applicant
WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL,
AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO
ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF
COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE,
INTEREST, AND ATTORNEY'S FEES.
certify that I have read this application and state that the above information is correct.
I agree to comply with all city and county ordinances and state laws relating to building
construction, and hereby authorize representatives of this city to enter upon the above -
mentioned property for inspection purposes,
Date:% Signature (Applicant or Agent):
RCAC UHA71 GFF
Total Paid for BUILDING STANDARDS ADMINISTRATION BSA: $1.00
DESCRIPTION
ACCOUNT
CITY
AMOUNT
DEVICES, FIRST 20
101-0000-42403
0
$26.83
DESCRIPTION
ACCOUNT
CITY
AMOUNT
DEVICES, FIRST 20 PC
101-0000-42600
0
$26.83
Total Paid for ELECTRICAL 2019: $53.66
DESCRIPTION
ACCOUNT
CITY
AMOUNT
PATIO COVER, STD, OPEN
101-0000-42404
0
$107.87
DESCRIPTION
ACCOUNT
CITY
AMOUNT
PATIO COVER, STD, OPEN PC
101-0000-42600
0
$106.26
Total Paid for PATIO COVER / COVERED PORCH / LATTICE 2019: $214.13
DESCRIPTION
ACCOUNT
CITY
AMOUNT
RECORDS MANAGEMENT FEE
101-0000-42416
0
$10.00
Total Paid for RECORDS MANAGEMENT FEE: $10.00
DESCRIPTION
ACCOUNT
CITY
AMOUNT
SMI - RESIDENTIAL
101-0000-20308
0
$2.34
Total Paid for STRONG MOTION INSTRUMENTATION SMI: $2.34
DESCRIPTION
ACCOUNT
CITY
AMOUNT
TECHNOLOGY ENHANCEMENT FEE
502-0000-43611
0
$5.00
Total Paid for TECHNOLOGY ENHANCEMENT FEE: $5.00
tev Quigr
— ccM fdd, nesrrrr —
PERMIT # RR �d '
PLAN LOCATION:
Project Address: jo-7 S W6-, ICO�of
Project Description: Pool, Remodel, Add't, Elect, Plumb, Mech
APN #:
16 `W c d,.Q- n / S i 2 " k4w
Applicant Name: Y owa-
Address: ('
City, ST, Zip: L.C.- a w� (� A / 2 L c(7
Telephone: -76 v - % / 3 - o g
Valuation of Project $ 1
oclC)
ie-
Contractor Name: L lo4,t�
New SFD Construction:
Address: 0 �� 7-,/ Z
Conditioned Space SF
City, St, Zip eA I Z2 Y 7
Garage SF
Telephone: Go - K 0 3- if
Patio/Porch Y SF
Email: a A9 ao I 6.v,y _-
Fire Sprinklers SF
State Lie: 7j City Bus Lie: 0QIJ162,500
Arch/Eng Name:
Address:
City, St, Zip
Telephone:
Email:
State Lie: City Bus Lie:
Construction Type: Occupancy:
Grading:
Bedrooms: I Stories: I # Units:
Property Owner's Name: orb te--
New Commercial / Tenant Improvements:
Address: 01 q S �,a.,` � c 016 �-
Total Building SF
City, ST, Zip ,,L,, w►�- G� 'L Z,4
Construction Type: Occupancy:
Telephone:
Email:
78495 CALLE TAMPICO
LA QUINTA, CA 92253
760-777-7000
. �0
-A
PGA VESTo
FAIRWAYS ASSOCIATION
Notice of Architectural Review
October 9, 2019
Barbara Lynn Perrier
414 Gleneagles Place
La Canada, CA 91011
Re: Architectural Application — 80795 Weiskopf (Masters SBA)
Dear Ms. Perrier:
The Architectural Review Committee has reviewed your application to install a pergola in the rear yard of
your residence. I am pleased to inform you that the Committee has approved your application as
submitted.
Please note that the Architectural Guidelines state the following: Section 6.10, Duration of 11roiect.
The duration of a project should conform to the amount of time requested by the homeowner on the
Exhibit "A" form of the application; and subsequently approved by the Architectural Committee. A
project that is not completed in the requested timeframe may be subject to the Enforcement Procedure
(Section 7.9) outlined in this document. Section 7.7, Site Maintenance (a) SlockWiiig of Materials.
Materials delivered to or generated by work on a particular Lot should be neatly stockpiled on such Lot
and shall be incorporated into the work of Improvements or discarded/removed within a reasonable time.
Where possible, such materials shall be screened from view of the public and neighboring properties.
Section 7.8, Disposal of Debris. Any debris generated from a job site must be removed from the site.
No material may be placed in or near the street, Common Area, neighboring Lots or any other portion of
the property covered by the Declaration and Supplemental Declarations.
In addition, the Rules & Regulations state the following: SECTION VIII, Architectural and
Landscaping, E. Responsibility for Damage, The Member will be responsible for any and all damage to
the common area caused by the architectural/landscaping activity.
Golf Course Property Access — Approval of architectural change plans by the Architectural Committee
does not include any right of access by Owner's contractor or subcontractor through golf course property.
The golf course is not currently providing permission to access Owner's Lots through golf course
property. To discuss this further you can contact golf course management at PGA WEST at 760-564-
4463. Access without written permission could be deemed criminal trespass.
The Management Trust — Desert Division
39755 Berkey Drive, Suite A, Palm Desert, CA 92211
Phone: (760) 776-5100 Fax: (760) 776-5111
w ww-p- iW"t alir%yay�&Kpm
Enclosed is an Exhibit C — the Compliance Review Request form. Please complete this form after the
work is completed and return it by mail or fax to the address below so the completed project can be
inspected and the performance deposit refunded to you.
If you have any questions, please contact Kari Martin at 760-895-6345 or by email at
Karl.Martin@managementtrust.com.
Sincerely,
For the ArchBtectwW Commidee
PGA WEST Fr irways Association
Lassie Gertz; ATn
CMCAI General Manager
The Managementt -- Desert Division
cc: Lot File
Architectural Committee
1A/Digitally signed
Y
MECHANICALLY OPENING PERGOLA
STRUCTURAL ALUMINUM/CONNECTION NOTES:
1. ALL STRUCTURAL ALUMINUM COMPONENTS SHALL BE FABRICATED AND ERECTED ACCORDING TO THE
GOVERNING BUILDING CODE AND MATERIAL STANDARDS REFERENCED ON THIS SHEET.
2 ALL STRUCTURAL ALUMINUM SHALL BE THE FOLLOWING ALLOY AND TEMPER:
- BEAMS, PURLINS, COLUMNS ....- 6063-T6 (UNLESS NOTED OTHERWISE)
-ALL OTHER EXTRUSIONS .......... 6053-TES (UNLESS NOTED OTHERWISE)
• FASTENERS j....................... SS 316
3, STRUCTURAL ALUMINUM SIWLL BE FRAMED PLUMB AND TRUE AND ADEQUATELY BRACED DURING
CONSTRUCTION.
4. WHERE ALUMINUM IS IN CONTACT WITH OTHER METALS EXCEPT 300 SERIES STAINLESS STEEL, ZINC OR
CADMIUM AND THE FACING SURFACES ARE EXPOSED TO MOISTURE, THE OTHER METALS SHALL BE PAINTED OR
COATED WITH ZINC, CADMIUM, OR ALUMINUM.
A AWMIN HALL N E EXPOSED TOMOISTURE OR RUN FF THAT HAS COME IN CONTACT WITH
S. UNCO UNCOATED UM S NOT BSTAINLESS
0
OTHER UNCOATED METALS EXCEPT 300 SERIESE, WOOD,
STEEL, ZINC, OR CADMIUM- ALUMINUM SURFACES TO BE
PLACED S WATER
SHALL
WITH MASONRY, CONCRETE, WOOD, FIBERBOARD, OR OTHER POROUS MATERIAL THAT
ABSORBS WATER SHALL BE PAINTED.
6. FOR ALUMINUM IN CONTACT WITH CONCRETE; ACCEPTABLE PAINTS: PRIMING PAINT (ONE COAT), SUCH AS
ZINC MOL1'B LT: HEAVY
C A ACCORDANCE WITH FEDERAL SPECIFICATION T ACT: R ("GOOD QUALITY', NO LEAD
CONTENT). ACT: HEAW N SUCH
M ALKALI RESISTANT DEBrrUMINCIUSADEQUATE
PALM ACT: WRAP ALUMINUM WITH T SUITABLE
PLASTIC TAPE APPLIEDNOT IN SUCH A MANNER AS TO PROVIDE ADEQUATE PROTECTION M THE OVERLAPS. NOTE:
ALUMINUM SHALL NOT UM EMBEDDED IN CONCRETE TO WHICH CORROSIVE COMPONENTS SUCH AS CHLORIDES HAVE
BEEN ADDED IF THE SHALL
D WILL BeELECTRICALLYSAME
GLLY CONNECTED T R STEEL,
T BOLT HOLES SHALL BE DRILLED THE SAME NOM1NCL DIAMETER THE BOLTU I/I6".
B� ALUMINUM WELDING SHALL BE PERFORMED IN ACCORDANCE WITH WED FILLER ALLOYS MEETING ANSUAWS
MA5.10ANUAL
STANDARDS TO ACHIEVE ULTIMATE DESIGN STRENGTH IN ACCORDANCE WITH THE ALUMINUM DESIGN
MANUAL PART ME TABLE F CD ALL ALUMINUM CONSTRUCTION SHALL BE IN CONFORMANCE WITH THE TOLERANCES,
QUALITY, AND METHODS M CONSTRUCTION AS SET FORTH HTHE FULL PVN WELDING SOCIETY'S UNLESS
ML
WELDING C00 ISE TED- UM (01.2)- MINIMUM WEIR IS 1/8" THROAT FULL PERIMETER FILLET WELD UNLESS
OT9. STAINLESS -
9. STAINLESS STEEL FASTENERS SHALL BE ASTM F593 CTI SS COLD WORKED CONDITION- PROVIDE (5) PRAXES
MINIMUM 41AMEE THREAD BANE CE ALL SCREW CONNECTIONS. ALL FASTENER CONNECTIONS TO METAL SHALL
PROVIDE 2x ORIWNG EDGE DISTANCE AND 3XDIAND I A SPACING.
10.
, WITH RIWNG 1/2" T SHALL BE TEK BINND / ALL POINTS FASTENERS OF SIZE ESS STAINLESS STEEL .
SERIES, WITH MINIMUM SITE THREAD ENGAGEMENT BEYOND THE CORNERED PART, UNLESS OTHERWISE NOTED.
11. EP5 CORE COMPOSITE PANELS SHALL BE CONSTRUCTED USING TYPE 3305-H254 AW MINUM FACINGS H ASTM
A653,'PIA CS, TYPE B HOT DIP F-L E GALVANIZED A COATED STEEL FACINGS. EXPANDED POLYSTYRENE FOAM SHALL HAVE
TYPICAL DENSITY OF US BE CERTIFIED
E FIE FOAM SHALL EE ADHERED TO THE ALUMINUM FACING WRH ADHESIVE AND
THE PANEL SYSTEM MUST BE CERTIFIED BY SEPARATE ENGINEERING FOR THE INTENDED PRESSURES FASTED IN THIS
DESIGN, FABRICATION SHALL BE IN ACCORDANCE WITH APPROVED FABRICATION METHODS BY MANUFACTURER FOR
ALL PANELS.
STRUCTURAL WOOD NOTES (AS APPLICABLE):
1. ALL DIMENSION LUMBER SHALL BE STRUCTURAL GRADE k 2 SOUTHERN YELLOW PINE OR BETTER MEETING
APPLICABLE REQUIREMENTS OF THE SOUTHERN PINE INSPECTION BUREAU (SPIS) AND PRESSUREAMPREGNATED (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 AWN (AWPA) "BOOK OF STANDARDS" OR
0 55 SPECIFIC THE
MIN.
2. ALL METAL CONNECTORS IN CONTACT WITH WOOD USED IN LOCATIONS EXPOSED TO WEATHER SHALL BE
GALVANIZED.
3. NAILS SHALL PENETRATE THE SECOND MlHMIA OLTFAPKZ EQlL4TOT1! rMOMM5 OF rl1E MEMAM
WP4 WAILED THIEI A THERE SHAu IE NOT LOSS TMAN I NAILS N AW COWIL=401.
ti MEMBERS 515ALLBEw Ol CRACKSANp KNOT}Asomy AA*
NTSMALocA IB%00. LESS.
l %'G'10 THAiroiN CV,TALT WITHl7dR11ES5 Oi MABRY0.Y. AVO AT OTIEER ILCAr10L AS 9LIOM'N OY
STORM WARNING REQUIREMENT: EXCLUSIONS
LOUVERS SHALL BE ROTATED TO A 900
POSITION DURING ANY NAMED STORM
TO PREVENT EXCESSIVE UPLIFT FORCE HOST STRUCTURE, MECHANICAL,
ON THE ROOF SYSTEM EGRESS, ELECTRICAL, WIRING, FAN
BEAMS, FANS, OR ANY ACCESSORY
d ATTACHMENTS
SPECIAL DESIGN NOTES:
a
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 SET IN THE OPEN POSITION, WITH THE LOUVER BLADES VERTICAL, AND ANY FANS OR ACCESSORY
COMPONENTS SHALL BE REMOVED. THE STRUCTURE SHALL ALSO NOT BE WALKED UPON AND IS NOT DESIGNED FOR HUMAN ACTIVITY
OR STORAGE, THE STRUCTURE SHALL BE POSTED WRH A LEGIBLE AND READILY VISIBLE DECAL OR PAINTED INSTRUCTIONS TO"
OWNER OR TENANT STATING THAT (1) THE SYSTEM IS NOT DESIGNED FOR HUMAN ACTIVITY AND (2) TO REPOSITION THE LOUVERS
DURING WIND OR SNOW ADVISORIES. THE CANOPY OWNER SHALL BE NOTIFIED OF THESE CONDITIONS BY THE PERMIT HOLDER.
DESIGN NOTES:
INTERNATIONAL BUILDING CODE [ 2015]
ASCE 7.10 LOAD COMBINATIONS
1. DEAD LOADS
I.I. SYSTEM OFAO LOAO.........................
S PSF
2- LIVE LOADS
2.1. SY5TVIM LIVE LOAD .........................
10 i'SF
3. SNOW LOAD
3,1. N W .............
GROUND
PSF
EPACI......�..
SNOU
EXPOSURE
3.2. SNOW EA FACTOR ................
uQ
3.3. SNOW FACTOR,---
It
lA
3.4, ACTURATAHCE
FACTLHI...........�...............
1E
SNOW D
3.5. SNOW OR]FT.....�.....��................�...�
PER CODE
4, WIND LOADS
4.1. MET 1000LOGY ..............................
UCILRE
4-2, ULTIMATE WIND SPEED_ .................
T3 M {ASD 9QRT[O-0]•WIL]
4-3. WIND EXPOSURE PALTOR.................
4.4- DIRECTIONAL1Tf10THER FACTORS.....
4,5. MEAN ROOF HEIGM.........................
IfD-O,BS G-4.85, !(x-0.85, NzL-i
4-fi. SYSTEM MOUMING MElGF(T..............
[AY GRADE?
S. SEISMIC LAAOS.............��.--......� ..........,
•. 21i
5.1. RISK CATEGORY It, 1MPORTANCE FACTOR S:O-aYs, i, BY ZIP CODE
aye by Wayne gBennett
ennelt-I
LOUVERS SMALL BE SPACED SLICK THAT THEY A.LDW 50%SYSTEM POROSITY WHEN FULLY
OPENED. SYS 1'EM NOT DESIGNED TO HANDLE CONCENTRATED LOADS FROM HUMAN ACTT T
GENERAL NOTES:
CITY OF LA C
BUILDING & SAFE
APPROV
FOR CONSTM it
1. �STA.,CruAU YA9liEADES6:OFKEWA.41#iADIRICRIPL•IIL�RwNfL MIDI TRi 3EWGUkALMW�W740FTIR M00FfAr1P'fiA D]OE
STROCTLIAR SMALL bE fALLtiYATly IM AIXWLNNDBTF:Tk Aµ OOVLANu10 L'ODPII. [OINRACTORflIr1L BWiSTlGAR A.O OOrIrO11N fOA1L LOLL BIlONIrG CODE
A3U/,OM[M%1 WnOI LµY WLx AND OOYRX ,TEf10 Wh )A pL5MNS ITSONO STATW NFAiDI MAT REIPORI AODjiTONLl9•'TE EAp]ILC 1,UATD LY611f1ROL4
x nas E�llecER Mrs ewrws:TePnm loTBrre. aTawAnD`carruxD NLaw neAUD ETe mrrsrnl nr.-rm wrA um>aA6uIaxEATs.sbu4TR 51uu
NOT M�MlIa RIA AMAU.I CA LO CI ALr GW AN 6VDFIL4Ml TAt IKACZ1XATC LUP WORKU VAISdSf[} NYiRC SRALLLTEFLBDVTA.TL`Dro30Af0 A10N PIFIC .
THIN COFWMIMTr FAMYONW AN GPICA�AARr'OFMAITWrT ONlWD.XVg100,WV6FYVAM WCAIA RO14V TID•IfTR1RM1 30 MOORlCb'N
of R[S'flAri f[D.9 CARRT1016 AIm f.AWprryl FABLE wiLATAEI or wl IUAIIe
1 rL�l3u Tz =,;74MI,C RSilip/ROLE WfOrPDXILYGTHE UPLOEO"TSTEM As wmED BY THE ENDTnEELARMABprtfLCT Of AMAIN fR06T
nrALxYlgErrl.uNlsslxwMeo.z•RTlneaAEmneFeGreD6rOLMALLgyTTpO.:OB{:MFIOfIR,w+C+FYnaTN¢tiBIaLEDmYSYBIEM. NuwpuANRUA
An MA}IMON lF'" OB If, MINIS NOC[irlrlTfrlOY ri Off4D0 FOR MWTFLPPONW& mm. a OFEL1LIi0A'
NOT AFI%a T K 3TWCiLML p(MAT Y OF Tw S7RICTURE W WTf11m m! scan OF Tn15 CARrVR'ATlpi A O
FOR
TEgf MAT se LNBTALt AND FI ERR . Y INR'Y!C[F]CAT HA
L 1' TO.COROIBRI'JBT 46A}l67AND PHMNIlhZY pP0810 TO LLJISII AM TrOB {pLIWTE ®0'OfCO TO BLRTN
CLIP NOTES:
• INSIDE POST BRACKET- 5.75'X3Eli' (SNUG -FIT LENGTH)
• INSIDE U-BRACKET- 2'x2'xj" (SNUG -FIT LENGTH)
• OUTSIDE U-BRACKET- 3efXb' (SNUG -FIT LENGTH)
• C-BRACKET-2'x2"'4'(SNUG FIT -LENGTH)
RAINWATER NOTE:
SYSTEM NOT DESIGNED FOR WATERSHED OF RAINFALL FROM
ADJACENT ROOFS UNLESS SPECIFICALLY SHOWN HEREIN, TYP.
f•LOR RO1OL P BIQOR AnONlRS
iY-
TTALNs TD ruNvrT E4cr.a»x
.Rmrr B6Tnal1 a I1LC wTTM ImE
n Rx 3BPD ls: aT T wes u+l.11.
O llllel K IIA9SY,E0 M YTA11R
P:14. TLEr MAY YAM SLIOMELY, 6LF
G 1F LO WAIFY TIA
TNB hmmo VMT*Nµ0
UM Of YM &4COXAIM BY O(
Re AGArm "ON "IIyuu N
Al C'rX1E1. TAM LN!VLAIIDLLB a'
LMArLOn. AAE bLTpLpEO-
AR h � ?54lT•
Br 0111T/3 ry0q TP COLED.:Cr9D. �
r-AL Do"PoRn• SAVES
swilb, BSEDTION..
1 1/2" BEARING NOTE:
ALL BEAMS SHALL HAVE A MINIMUM 1 j' DEPTH PJLL
BEARING SUPPORT UNLESS NOTED OTHERWISE.
b9,11-9/2 v 19
E e-
�U
zLu
Lu
In
WIN z
� €
1il
L) E
a'
w1
�
B
6-
E '^m
a u�
N
tla�
D
it��ff
NINEgal
1 19-15999 1
6x6 EXTRUDED
ALUMINUM POSTS, TYP.
3x3 GALVANIZED STEEL
POST INSERT, TYP,
2x22x18
CONCRETE FOOTING,
WAYNE BENNETT, P.E.
1820 JENSEN BEACH BLVD
JENSEN BEACH, FL
PH; 678-871-0660
APO LLO AXIS CONCEPTS INC CUSTOMER PROJECT LOCATION GUTTER COLOR AND FiNISN DRAWN BY:
2029 OPPORTUNITY DR. FRAME LOUVERS OVERVIEW SUITE #I LDR CONSTRUCTION 80795 WEISKOPF DATE: 9/13/2019
OPENING ROOF SYSTEM ROSEVILLE, CA 95678 PERRIER LA QUINTA, CA 92253 COLOR' BRONZE COLOR' SAND COLOR SANG
wwwApabOpm*~.mm 866-241-2792 FfNISN: AAMA 2604 FINISH: AAMA2W FINISH: AAMA 2604 SHEET: of 3
�4�1\l�ll.ly�l�\�
moo• ��
!
11
A
1
Af
1
1
Il
r
1
i1
1
!
11
1
1
i1
A
POST SPACING
OVERALL
PLAN VIEW
SCALE: Y4"=1'-O"
PLAN APPROVAL
PRINT: SIGN: DATE:
CONCRETE
FOOTING, TYP.
2x10 EXTRUDED
ALUMINUM FRAME, TYP-
6x6 EXTRUDED
ALUMINUM POSTS, TYP.
WAYNE BENNETT, P.E. WAYNE BENNM, P E.
1820 ]ENSEN BEACH BLVD PE# C41326
]ENSEN BEACH, FL
PH: 678-871-0660
vrs,.., wu ww a,ores. ra\.nr.•
�a mn veo.nn..r.m m,mx..e
ro. na asno'�ae a*m'�+ui e,ww 8 y
aYOMV.SWMi.Y .l4L rYlYO* p• `�
7'1 /1 T �� AXIS CONCEPTS INC. CUSTOMER PROJECT LOCATION COLOR AND FINISH DRAWN BY: JK
1L11.�N1`JiL 2029 OPPORTUNITY OR. FRAME LOUVERS GUTTER
SUITE SI LDR CONSTRUCTION 80795 WEISKOPF PLAN DATE: 9/13/2019
0 P E N 1 N• ROOF 4 Y B T E M ROSEVILLE, CA 95678 PERRIER LA QUINTA, CA 92253 COIOP. RRONU COLOR: SAND COLOR: SAND
w Apokoper#~4a n 866-241-2792 1 rF,Nism:AkmA2m4 r FINISH: AAMA 260d r FINSFI: AmA 2606 r SHEET: 2 of 3
APOLLO OPENING
ROOF SYSTEA
2x10 EXTRUDED
ALUMINUM FRAME, TYP
6x6 EXTRUDE[
ALUMINUM POST, TYF
3x3 GALVANIZEC
STEEL POST, TYF
27.x22x18
CONCRETE
FOOTING, TYP.
15'-6" POST SPACING
1 14'-8" POST SPACING I
FRONT ELEVATION
SIDE ELEVATION
WAYNE BfiHNETT, A.F. —NE"E M,Fa
;820 3ENS£ii BEACH BLVD PE# C41326
SCALE: Y4"=1'-0"
SCALE: �/s"=1'-0"
7EN S£N BEnCN, FL
n.:6�s•a�e-o65e
OF
A0 CONCEPTS INC.
CUSTOMER
PROJECT LOCATION
COLOR AND FINISH
DRAWN BY: JK
AP�LL�
SU?TEO PORTUNITY DR.
LDR CONSTRUCTION
80795 VVEISKOPF
FRAME
LOWERS
GUTTER
ELEVATIONS
DATE: 9/13/2019
O P E N
I N 8 ROOF 8 Y B T E M
ROSEVILLE, CA 95678
PERRIER
LA OUINTA, CA 92253
awl' SRONZE
'SAND
COLOR: SANG
www.ApolaOpmilpR .=
866-241-2792
r F{NISR AAMA 2BD4
FINISk: AARN 260R
r Flmw AAMA m
SHEET: 3 of 5
IG) # I �'-�` EXTRUDED
�µr�Enrh ALUM. P05T
51DE
3x.' xc SUPPORT TRAL%
10 EXTRUDED
GALVANIZED
STEEL POST ] ] 2s
$` TYP, • (3) # 14xE/4' TEK ] ALUMINUM
2x 0 END CAP �IN51DE "L" BRACKET SCREWS EACH FRAME, TYP,
r SIDE OF "L"
N BRACKET TO ]
FRAME
N31OE'U" BRACKET, TYP. GxG POST i 'L' BRACKET
61 liz (3)# 14x%' TEK SCREWS BELOW
' EACH 51DE OF BRACKET
QQ. 186 ALUMINUM ?W EACH SIDE
PLAN VIEW e 4 '
3x3 GALVANIZED STEEL POST d ' f (3)# 14x" TEK SCREWS p O _ _ I
EACH 51DE OF BRACKET 10 ALUM. END CAP
FROM END OF POST I
FASTEN RAFTER/FASCIA BEAM
] e I Gala P05T U51NG (2)# 14x%y" TEK SCREWS
18 CONCRETE fn 4 ' I N6T P7i3O, THROUGH 5/a' ACCE55 HOLE IN
xl (3) #6 Ry.m BOTH a TOP OF RAFTER/FASCIA,
WAYS 3' GEAR WJN) ` IL4ATTACH TO P05T BRACKET IN
I c n I TOP OF POST
APOST FOOTING DETAIL CORNER BRACKET & POST CONNECTION r'+ CORNER CONNEGl ION
SCALE: VARIES SCALE: 1:8
WAYNE BENNETT, P. E- WAYNE SENNETT, PE
1820 JENSEN BEACH BLVD PE# C41326
JENSEN BEACH, FL
PH: 676-871-0660 Ifi EXTR
10MUMMY UDED
ALUMINUM
ALUMINUM FRAME _ o CENTER RAFTER
•L,�iAEXCT r;»�/onirt euwv - - --- 'SPe *� 8
� • 160E'U'
-• % 2x I Ox. 125" D7R.UOED IV • BRACKET
ALUM. CENTER RAFTER Ng;DE "U' BRACKET •
• (3)# 14&' TEK!I
EACH I S31[I4>. TfJC
•
• _ � 2x10x.1 25" EXTRUDED EXTRUDED �•
� - } •149VVTF?f SCREWS ALUMINUM FASCIA
fie' ACCE55 dOL PER EACH SIDE OF V (4)# 14> %` TEK .. (4)# 14x)'4"TEK SCREW, TY'P,
a • BRACKET TO FRAME
INSTALL (2) # I4iri'1 Tm
2x) 0 EXTRUDED ALUMINUM
SCREW THROUGH %7 1451DE P05T BRACKET -- -
ACCE55 HOLE IN TOP OF
RAFTER/FAECIA, ATTACH
RAFTERS TO BRACKET IN 11\13) # 14x3/,/" TEK SCREWS ON -
TOP OF P05T EACH 51DE OF BRACKET
2x 10 ALUMINUM END EWftM P05T BELOW
CORNER CONNECTION - ISO VIEW RAFTER FASCIA CONNECTION rF
, RAFTER TO BEAM CONNECTION ISO
D�., SCALE: 1:4 SCALE: NTS
APB LLB 227 WOLF ROAD AXIS CONCEPTS INC. CUSTOMER PROJECT LOCATION COLOR AND FINISH DRAWN BY: JK
2029 OPPORTUNITY DR. BETTE AND CRING FRAME LOUVERS G`-'TTER DETAILS DATE: 7IiI1201B
SUITE SI COLOR: BRONZE COLOR:SANO COLRR:BRONZE
O P E 1f I N 6 R 0 g f SYSTEM ROSEVILLE, CA 95678 MARRIOTT ALBANY, NY 12205 1 SHEET: 4 of 6
w -Apd&oOpv+rgr�v 866-241-2792 COURTYARD FINISH: AAMA M F1NfSH: AAMA 2604 FINISH: AAMA 280R
ea10 EXTRUDED
ALUM. RAFTER SUPPOV TRACK GAP
TRACM CAP # 10 x V4" TEK 5CRWW SUF?W TRACK CAP
DELRIN PIVOT PI I) # 0 x TEK
OPEN LOUVER I, � i 5LRLW Q8- O.C.
MOUNT YY,6" FROM �:715FAIVI BEAM
TOP OF BEAM ON
MOTOR51DE PiVL1T PIN SUPPORT
MOUNT 15/B' FROM ` SUPFUNi TXACA TRACK i I 0 x 3/p°
LOUVERS
TOP OF BEAM ON TEK SCRWW TRACK
OPPOSITE SIDE
(2) @ 5" O.C. v
®� p
p
s APOLLO .® �
GUTTER GUTTER ®�
L� 5Y5TEM
p
AT FASCIA CONNECTION - INSTALL
# 14 TEK SCREWS ABOVE GUTTER
RAFTER CONNECTIONS u APOLLO SUPPORT TRACK ASSEMBLY I LOUVER AND PIVOT ASSEMBLY
SCALE, t S fl ; � SCALE: NTS
ATTACH ACTUATOR ]920 JWAY045-EN 6EACH ETT 5LVa •l
A(,T1JA7OR PE# C41326
NOTES: LOCATE MOTOR NEAR CENTER OF RAFTER LENGTH BRACKET TO BRACKET ]f-NSEN BEACH, FL
ORIENT MOTOR TO "PUSH" LOUVERS OPEN AND °PULL" LOUVERS CLOSED MOTOR WITH
ACTUATOR SPACER
MOUNT IN RAFT>•ft LENG H AND MACHINE
CENTER OF 5CREW5 SECOND MOTOR ��? Y EXTENDED MOTOR
2" W1DE [
RAFTER +
CONTROL 9+iY
- �''�ar
/
MOUNT OR
CLEVIS TO RAFTER �yT BAR
OxYe" TEK
SCREWS THIRD
LOWEi[PIN
CO�D'KGL LOCATION
BAR
MIN.
FOR C+R CLEARANCE
FOR LOUVERS
-OUVCR PIN
J LOCATION
ATTACH ACTUATOR BRACKET TO
L
T
GUTTER
CONTROL BAR BETWEEN "H,1
ue w ,:-
2In'
SCREWS t T FIRST
*NOTE: DO NOT USE SELF -TAPPING SCREWS HEREI
NO SELF-T
FULLY OPEN LOJVrR-I
`
MOTOR TO APOLLO BEAM CONNECTION
MOTOR TO BEAM -ISOMETRIC VIEW
I
APOLLO SYSTEM MINIMUM CLEARANCE
AP O LLO
OPENING ROOF SYSTEM
wwwApd00paipR .=n
AXIS CONCEPTS INC.
2029SUITOPPORTUNITY DR.
ROSEVILLE, CA 95678
866-241-2792
CUSTOMER
PROJECT LOCATION
COLOR AND FINISH
FRAME LOWERS �uTrER DETAILS
COLOR: BRONZE COLOR: SAND COLOR: eRONZE
FINISH: AAMA 2604 FINISH: AAMk2604 FINISH: AAMA26W j
DRAWN BY: JK
BETTE AND CRING
MARRIOTT
COURTYARD
227 WOLF ROAD
ALBANY, NY 12205
DATE: 7/31/2018
SHEET: 5 of 6
MO OR A04:
BRACKET I, �• .��,
BAR -ten RIf9 �
D.0$6 dR�•
BOLT
LOUVER PROFILE
FULLY EXTENDED MICTOR 6063-T6ALUMINUM CONTROL
CUTAF
MIN.
•ACTATOR BRACKET
FOR g
CLEARANCE
NOTE: ATTACH MOTOR TO — FOR LOUVER5
CONTROL BAR BEFORE �HINC SCREW5 C
ATTACHING CLEVI5 BRACKET (DO NOT U5E
SELF -TAPPING
DRILLING HOLES IN CONTROL BAR SCREWS HERE)
PRIOR TO INSTALLING LOUVER515
NECE55AKY AND 5HOU LID BE ALL.
DONE WHILE CLAMPED TOGETHER
TO EN5URE PROPER ALIGNMENT
M SINGLE MOTOR FOR TWO BAYS
GUTTER
FULLY OPEN LOL
!� APOLLO LOUVER &SYSTEM CLEARANCE
WAYNE BENNETT, P.E.
WA"E ft"CT., PA.
1820 JENSEN BEACH BLVD
PE# C41326
JENSEN BEACH, FL
Pr+:678-871-0660
COR[! W 111II OONN.N. ClMO
wV.—NOmwrt"SG RE
J! L
OR—ET ORRIS SX..i— rv0 �c011TAM ANRAIURE
M R.4RORIOWM SI.—REEL.—E—OA
mvr1— _ _ _ _ _ _ __ _
AP O LLO A%IS CONCEPTS INC CUSTOMER PROJECT LOCATION COLOR AND FINISH DRAWN BY: JK
2029 OPPORTUNITY DR. BETTE AND CRING 227 WOLF ROAD FRAME LOUVERS GUTTER DATE: 7/31/201B
SUITE #I DETAILS
OPENING ROOF SYSTEM ROSEVILLE, CA 95678 MARRIOTT ALBANY, NY 12205 COLOR: BRONZE CaLOFz SANO COLOR: BRONZE
_ wwwApatloOperiYpRooLoom 866-241-2792 COURTYARD FINISH; AAMA 2604 FlNiSH: AAMA 2604 FINISH: AAMA2604 sHEET:6 OF 6
WAYNE BENNETT PE
Calculations Prepared For
Project:
Subject:
Project #
CALCULATION COVER SHEET
APOLLO SYSTEMS
ROSEVILLE, CA
ROSEVILLE, CA, CA
LDR - PERRIER
80795 WEISKOPF
LA QUINTA, CA
CANOPY CALCULATIONS
19-15999
4-pjr7a L-T, COS
CITY OF LA QUANTA
BUILDING & SAFETY DEFT.
APPROVED
FOR +CONSTRUCTION
REFERENCE SEALED DRAWING BY BELOW -SIGNED ENGINEER FOR ALL NOTES AND DETAILS
INCORPORATED HEREIN
WAYNE MARKHAM BENNETT, P.E.
1820 JENSEN BEACH BLVD JENSEN
BEACH, FL
PH: 678-871-0660
(,,"A
WAYNE M. BENNETT, P.E. 10/14/19
PE# C41326 WAYNE BENNETT P.E.
PE C41326
A4��5'iQHAL Cert Auth -
UUMATU RE S ENGIN EPR SEAL: IF THERI,. IS A DIGITAL � C41326
IIGNATu-Ft ON SHEET 1, THIS SHEET IS PART OF A DIGITALLY
AGNED FILE. IF THERE IS NO DIGITAL SIGNATURE ON SHEET 1 q
IR THIS SHEET DOES NOT CONTAIN AN ENGINEER'S ORIGINAL 7
S IS A COPY FT
Digitally s d ���„
Wayne by Wayne ��arcm-► 1
Bennett
Bennett Date: 2019.10.17
07:25:27-04'00'
WAYNE M. BENNETT, P.E.
1820 NE JENSEN BEACH BOULEVARD, JENSEN BEACH, FL 34957-7212
PH: 678-871-0660
Page 1 of 33
WAYNE BENNETT PE
Project # 19-15999
APOLLO SYSTEMS
LDR - PERRIER
DESIGN CRITERIA:
Enter custom loads:
Vult =
110 mph
Exposure:
C
Ground Snow Load:
0.00 psf Louver blade type: Apollo (thickness)
Live Load:
10.00 psf Type of project: Commercial
Dead Load:
5.0 psf
Wind Porosity:
50%
These are the loads that this calculator will utilize:
Vult = 110 mph
Exposure:
C
Ground Snow Load:
0.00 psf
Design Live Load:
10.00 psf
Design Dead Load:
5.00 psi
Wind Porosity:
50%
Deflection criteria: L 1180
SYSTEM CONFIGURATION:
Single "zone" or multiple zones? Mufti le (Enter 1 for single bay, or 2 for multiple)
Single Zone Configuration - One Louver Bay
For seismic design, see cokimn
Multi Z_o_ne_Coniiquratign—iHUlti lot v Bay
Overall Canopy Length: 16.0 ft Optional; For wind
Overall Canopy Width: 16.0 ft calculation only
Roof Slope: 0.0 °
WAYNE M. BENNETT, P.E.
1820 NE ]ENSEN BEACH BOULEVARD, ]ENSEN BEACH, FL 34957-7212 Page 2 of 33
PH:678-871-0660
WAYNE BENNETT PE
Length of Longest Louver Blade: 1 8 ft 1 0
if b
r. Nr.
9 : : SIM
im A
Mirf
■ R A •���
F R a !�F •
1 1 F i1�1
WAYNE M. BENNErr, P.E.
1820 NE ]ENSEN BEACH BOULEVARD, ]ENSEN BEACH, FL 34957-7212 Page 3 of 33
PH:678-871-0660
WAYNE BENNETIF PE
MAIN BEAM
Largest Post Spacing Parallel to 16 ft 0 in
1.
Main Beam ("Along Walkway"):
Single or Double Main Beam: 1 Double
Main Beam Size: 2" x 10"
x 0.125"
(Analyzing Double 2" x 10" x 0.125" main beam, 16ft long)
Quantity of purtins between a set t
of posts: (0 indicates pudins line up directly over posts)
Assumed offset distance "a" of
purtin, measured from post (see 8.0 ft
diagram):
POST SPACING
(PARALLEL TO
MAIN BEAM)
Osx "a" POST
TINE,
FQ4f
CISF
AWN
ifEAW
IN THIS EXAMPLE,
THERE IS (1) PURLIN
BEtHIEkNEACH SET
'PUREIN
OF POSTS
�M,
Z 0 �
Q
ILLLI
J m
U) Z
J
CQ
a- d
Main Beam Span:
16.0 ft
Load from Purtin:
1070 lb
Shear at Ends:
5351
Moment Check
31 %
Deflection Check
23%
WAYNE M. BENNETT, P.E.
1820 NE JENSEN BEACH BOULEVARD, JENSEN BEACH, FL 34957-7212 Page 4 of 33
PH:678-871-0660
WAYNE BENNETT PE
PURLIN BEAM
Largest Post Spacing Parallel to 15 ft 2 in
Purlin Beam ("Across Walkway"):
Single or Double Purin Beam: Double
Purlin Beam Size: 2" x 10"
x 0.125"
(Analyzing Double 2"x 10"x 0.125" puffin beam, 15.1666666666667/tlong)
POST SPACING
(PARALLEL TO
MAIN BEAM)
�
vr�ar rr
f resr [ry*:
BEAM
POST SPACING
(PARALLEL TO
PURLIN BEAM)
Purlin Beam Span:
15.2 ft
Purin Beam Trib:
8.0 ft
Shear at Ends:
1070 lb
Moment Check
29%
Deflection Check
26%
WAYNE M. BENNETT, P.E.
1820 NE ]ENSEN BEACH BOULEVARD, ]ENSEN BEACH, FL 34957-7212 Page 5 of 33
PH:678-871-0660
WAYNE BENNETT PE
POSTS AND CONNECTIONS
Click here -- a 6"ANO.125"
Mounting Height Above Grade: 0.0 ft (Enter 0 for installations at ground level)
Height of Posts: 10.0 ftI Total Mean Roof Height 10.0 ft
Attached to Host Un-Attached to Host
Attached to host? N
VERIFY - These are the post tributaries that this calculator will utilize:
W1 = 8.00 fl; (roof trib dim at HT1, along walkway)
B 1 = 7.58 ft; (roof Crib dim at HT1, across walkway)
FH1 = 10.00 in, (side fascia height at HT1, nom►al to lateral windload)
MomenUCom r. Check: 35%
MomenUTension Check: 32%
Shear Check 1 %
Required Tension: 562 lb
Required Compression: 1070 lb
Required Shear: 268 Ib
Required Momentl 18439 Ib-in
WAYNE M. BENNETT, P.E.
1820 NE JENSEN BEACH BOULEVARD, JENSEN BEACH, FL 34957-7212 Page 6 of 33
PH:678-871-0660
WAYNE BENNETT PE
to Perimeter Beam (Clip in Shear)
Qty 4 Anchor Qty at Connection
PERIMETER BEAM
ANCHOR OTY AT
CRNNFCTION �
1
BEAMINSERT
— INTERIOR BEAM
Beam to Clip Connection
Qty 4
Anchor QtV at Connection
BEAM TO POST CONNECTION
PERIMETER BEAM —-
.l
ANCHOR OTY AT --
CONNECrcm
POST
(Analyzing 114-14 SMS, 304 SS,
Steel Screw to 0.125" x 0.125"
connecting parts thicknesses)
26%
d anchors sufficient
(Analyzing 114-14 SMS, 304 SS,
Steel Screw to 0.125"x 0.125"
connecting parts thicknesses)
58%
(4) anchors sufficient
WAYNE M. BENNETT, P.E.
1820 NE JENSEN BEACH BOULEVARD, JENSEN BEACH, FL 34957-7212 Page 7 of 33
PH:678-871-0660
WAYNE BENNETT PE
to
Qty 6 Anchor Qty at Connection
(Analyzing 114-14 SMS, 304 SS,
Steel Screw to 0.125"x 0.125"
connecting parts thicknesses)
18%
16) anchors sufficient
WAYNE M. BENNErr, P.E.
1820 NE JENSEN BEACH BOULEVARD, JENSEN BEACH, FL 34957-7212 Page 8 of 33
PH:678-871-0660
WAYNE BENNETT PE
Work Prepared For. APOLLO SYSTEMS
Project: LDR - PERRIER
DESIGN CRITERIA:
H =
10:00
ft, Mean Roof Height
ASCE:
7-10
O =
0.00
Roof Slope
Exposure:
C
Vult =
110
mph, Wind Velocity (3-Second Gust)
Building Category:
II
Kd =
0.85
Directionality Factor
G =
0.85
Gust Effect Factor
Snow:
N
Kz =
0.85
Velocity Pressure Coefficient
Ground Snow Load:
0.00 psf
Kzt =
1
Topographic Factor
Design Snow Load:
0.00 psf
I =
1
Importance Factor
Design Live Load:
10.00 psf
Design Dead Load:
5.0 psf
Wind Flow:
Clear
Wind Porosity:
50%
L =
16.00
ft, Overall Canopy Length
W =
16.00
ft, Overall Canopy Width
a =
3.00 ft
LOADS ON COMPONENTS & CLADDING:
(Roof Decking and Decking Fasteners)
L1 =
16.00
ft, Effective Deck Panel Length
W1 =
5.33 ft
Effective Deck Panel Width
A =
85.33 ft^2
Effective Wind Area, L1*W1 A > 4.0*a^2
CNp =
1.2
Positive Pressure Coefficient
CNn =
-1.1
Negative Pressure Coefficient
qz =
11.18 psf
Velocity Pressure w/ Porosity
WLp =
11.40 psf
Positive Wind Load, = qz*G*CNp
WLn =
-10.45 psf
Negative Wind Load, = qz*G*CNn
Grav =
17.63 psf
D + 0.75L + 0.75(0.6W) + 0.75(Lr or S or R) Critical positive DP
Uplift =
-9.27 psf
0.6D + 0.6W Critical negative DP
LOADS ON MAIN WIND FORCE RESISTING SYSTEM:
(Beams, Columns, Foundations)
ind Direction.
v = 00
Wind Direction,
y = 180°
CNWa =
1.2
Cnw value, load case A CNWa =
1.2
Cnw value, load case A
CNWb =
-1.1
Cnw value, load case B CNWb =
-1.1
Cnw value, load case B
CNLa =
0.3
Cnl value, load case A CNLa =
0.3
Cnl value, load case A
CNLb =
-0.1
Cnl value, load case B CNLb =
-0.1
Cnl value, load case B
ind Direction, V = 90_°
CNa =
-0.8
Cn value, load case A CNb =
0.8
Cn value, load case B
CNp =
1.2
Critical Positive Pressure Coefficient
CNn =
-1.1
Critical Negative Pressure Coefficient
WLp =
11.40 psf
Critical Positive Wind Load, = qz*G*CNp
WLn =
-10.45 psf
Critical Negative Wind Load, = qz*G*CNn
Grav =
17.63 psf
D + 0.751- + 0.75(0.6W) + 0.75(Lr or S or R)
Critical positive DP
Uplift =
-9.27 psf
0.6D + 0.6W
Critical negative DP
LOADS ON CANOPY FASCIA:
WAYNE M. BENNETT, P.E.
1820 NE ]ENSEN BEACH BOULEVARD, ]ENSEN BEACH, FL 34957-7212 Page 9 of 33
PH:678-871-0660
WAYNE BENNETT PE
Work Prepared For. APOLLO SYSTEMS
Project: LDR - PERRIER
GCpn1 = 1.5 Combined Net Pressure Coefficient on Windward fascia
GCpn1 = -1 Combined Net Pressure Coefficient on leeward fascia
WL = 16.76 psf Average Wind Load on Fascia, qz" GCpn1
WAYNE M. BENNETT, P.E.
1820 NE JENSEN BEACH BOULEVARD, JENSEN BEACH, FL 34957-7212 Page 10 of 33
PH: 678-871-0660
WAYNE BENNETT PE
Work Prepared For:
APOLLO SYSTEMS
Project:
LDR-PERRIER
Detail/Member:
Purlin Beam
ALUMINUM DESIGN MANUAL 2010 EDITION
Specifications for Aluminum Structures (Buildings)
Allowable Stress Design
Design Chock of 2"x10"x0.125'70.125" 6063-T6 Aluminum Tube
(Per 2010 Aluminum Design Manuaq
Critically
Alloy:
6063
Temper: T6 Welded: N
Member Properties
b
2.000" Flange Width
tb
0.125" Flange thickness
h
10.0001, Web height
th
0.125" Web thickness
Ix
31.50 in"4 Moment of Inertia about axis parallel to flange
ly
2.31 in"4 Moment of Inertia about axis parallel to web
Sc
6.30 in^3 Section modulus, compression side (about X-axis)
nr
3.27 in Radius of gyration about centroidal axis parallel to flange
ry
0.89 in Radius of gyration about centroidal axis parallel to web
J
7.29 in^4 Torsion constant
A
2.94 in^2 Cross sectional area of member
MEMBER SPANS
L
15.17 ft Unsupported member length (between supports)
Lb
15.17 ft Unbraeed length for bending (between bracing against side -sway)
k
1.0 Effective length factor
MATERIAL PROPERTIES
Ftu
30 ksi
Tensile ultimate strength
Fty
25 ksi
Tensile yield strength
Fcy
25 ksi
Compressive yield strength
Fsu
19 ksi
Shear ultimate strength
Fsy
18 ksi
Shear yield strength
E
10,100 ksi
Compressive Modulus of Elasticity
BUCKLING
CONSTANTS
Bc
27.64 ksi
Compression in columns & beam flanges (Intercept)
Dc
0.14 ksi
Compression in columns & beam flanges (Slope)
Cc
78.38
Comressivn in columns &beam flanges �Inteection)
......... Bp
31.39 ksi
Compression in flat plates (Intercept)
Dp
0.17 ksi
Compression in flat plates (Slope)
CP.............._.,
,73.55
Campressivn inflat plates-(lntersedianj._....._........._._...................
Bbr
46.12 ksi
Compressive bending stress in solid rectangular bars (Intercept)
Dbr
0.38 ksi
Compressive bending stress in solid rectangular bars (Slope
..........
Bs
_ ......___
_ 23 ksi
Shear dress in flat plates (Intercept}
Ds
0.11 ksi
Shear stress in flat plates (Slope)
Cs
85.77 ksi
Shear stress in flat later IrrlerSeCtion
P...._.... 5....._�
................................__...._...................,._..........................
k1c
..........)................._....................................
Ultimate strength coefficient of flat plates in compression (slenderness limit S2)
k2c
2.27
Ultimate strength coefficient of flat plates in compression (stress for siendemess>S2)
kfb
0.50
Ultimate strength of flat plates in bending (slenderness limit S2)
k2b
2.04
Ultimate strength of flat plates in bending (stress for slenderness > S2)
kt
1.0
Coefficient for tension members
WAYNE M. BENNEIT, P.E.
1820 NE JENSEN BEACH BOULEVARD, JENSEN BEACH, FL 34957-7212 Page 11 of 33
PH:678-871-0660
WAYNE BENNETT PE
D.2 Axial Tension
[Tensile Yielding (unwekied members)]
Fty_n = 25.00 ksi IFtyl 0 = 1.65 Fty_nlftt = 15.15 ksi
[Tensile Rupture (unwelded members)]
Ftu n = 30.00 ksi [Ftulkt] it = 1.95 Ftu_nitlt = 15.38 ksi
AXIAL COMPRESSION ELEMENTS
E.3 Com rossion Member 8 cklin
(Axial, gross section subject to buckling)
S1 0.0 Lower slenderness limit
S2 78.38 Upper slenderness limit
(kUt)max 205A4 Slenderness Slenderness a S2
Fc n = 2.01 ksi (0.85rr�E1(kL1r)q 0 = 1.65 Fc_nlf2 = 1.22 ksi
E.5 Bucklinn Interaction
Fe(flange) = 198.67 ksi [Te-El (1.6*bitb)-]
Fc n = 2.01 ksi [Fc n (E.3 member Budding)]
Fe(web) = 6.40 ksi [Tr2" E/ (1.6*h/th)q
Fc n = 2.01 ksi [Fc n (E.3 member Budding)]
Fe(flange) > Fc n (E.3 Member Budding)
n = 1.65 Fc_nlil = 1.22 ksi
Fe(web) > Fc n (E.3 Member Buckling)
D = 1.65 Fc nlfl = 1.22 ksi
EA Local Buckling
For column elements in uniform compression subject to local budding, the
uniform compressive strength is addressed in Section B.5.4
B.5.4.2 - Flat elements supported on both edges (Flange)
B.5.4.2 - Flat elements supported on both edges (Web)
FLEXURAL ELEMENTS
F.3.1 Lateral -Torsional Buckling
(Nominal flexural strength for dosed member in bending)
S1 0.0 Lower slenderness limit
S2 2399.86 Upper slenderness limit
2*Lb*Sc1Cb4(IyJ) 558.39 Slenderness < S2
Fb n = 22.17 ksi O = 1.65 Fc_nlQ = 13.44 ksi
F.8.1.1 Uniform Tension
(Flexural strength, tensile yielding)
Fb n = 25.00 ksi (Ftyl O = 1.65 Fb n/fl = 15.15 ksi
(Flexural strength, tensile rupture)
Fb n = 30.00 ksi (Ftu/kt) Q = 1.95 Fb_n/Q = 15.38 ksi
F.8.1.2 Flexural Tension
(Flexural strength, tensile yielding)
Fb n = 32.50 ksi [1.3 FW O = 1.65 Fb n/fl = 19.70 ksi
(Flexural strength, tensile rupture)
Fb n = 42.60 ksi [1.42*Ftu/kt] II = 1.95 Fb Nil = 21.85 ksi
F.8.2.1 Elements in Uniform Compression
(Flexural strength, uniform compression)
For beam elements in uniform corrporession, the flexural compressive
strength is given in Section B.5.4 calculated below.
B.5.4.2 - Flat elements supported on both edges
WAYNE M. BENNETT, P.E.
1820 NE JENSEN BEACH BOULEVARD, JENSEN BEACH, FL 34957-7212 Page 12 of 33
PH:678-871-0660
WAYNE BENNETT PE
F,8.2.2 Elements in Flexural Compression
(Flexural strength, flexural compression)
For beam elements in flexural compression, the flexural compressive
strength is given in Section B.5.5 calculated below.
B.5.5.1 - Flat elements supported both edges
ELEMENTS - UNIFORM COMPRESSION
13.5.4.2 Flat Elements Supported on Both Edge
S1 22.8 Lower slenderness limit
S2 39.2 Upper slenderness limit
(1)-b4b 14.0 Flange Slenderness Slenderness s S1
(2)-hRh 78.0 Web Slenderness Slenderness Z S2
Fc n1 = 25.00 ksi [Fcy] O = 1.65 Fc_nlQ = 15.15 ksi
Fc n2 = 10.24 ksi 1k2c*V(8p*E)/(1.6 b4)] O = 1.65 Fc nlQ = 6.21 ksi
ELEMENTS - FLEXURAL COMPRESSION
B.5.5.1 Flat Elements Su rtod on Both Edge
S1 54.89 Lower slenderness limit
S2 92.95 Upper slenderness limit
hRh 78.0 Slenderness Slenderness between Si & S2
Fb n = 26.77 ksi ((Bbr m'Dbr'blt)j 0 = 1.65 Fb_nl0 = 16.22 ksi
SHEAR
G.2 Web Shear Supported on Both Edges
(Flat web elements supported on both edges)
S1 36.8 Lower slenderness limit
S2 68.6 Upper slenderness limit
h/th 78.0 Slenderness Slenderness a S2
Fv_n = 10.49 ksi n°E/(1.25*h4)' O = 1.65 Fv_n/Q 6.36 ksi
ALLOWABLE STRESSES
Fb = 13.44 ksi Allowable bending stress
Fac = 1.22 ksi Allowable axial stress, compression
Fv = 6.36 ksi Allowable shear stress; webs
Fe = 1.21 ksi Elastic buckling stress
WAYNE M. BENNETT, P.E.
1820 NE JENSEN BEACH BOULEVARD, JENSEN BEACH, FL 34957-7212 Page 13 of 33
PH:678-871-0660
WAYNE BENNETT PE
MEMBER LOADING
Bendina Moments
Mz 2.03 k"
fb = 3.86 ksi
Fb = 13.44 ksi
Axial Loads
Fx 0lb
fa = 0.00 ksi
Fac = 1.22 ksi
Shear Loads
Bending moment developed in member
Bending stress developed in member
Allowable bending stress of member
Apal load developed in member
Axial stress developed in member
Allowable compressive apal stress of member
Vz 535 lb Shear toad developed in member
fv= 0.22 ksi Shear stress developed in member
Fv= 6.36 ksi Allowable shear stress of member webs
Combined Bending $ Compression
fa/Fa +fb/Fb = 0.29 Eq H.1-1
Configuration and Moment Tabulation Tools:
Beam:
Simple
Support Type
L =
15.17 ft
Beam Length Length of the purlin
W =
8.00 ft
Tributary Width Tributary of the puriin
RL =
17.63 psf
Load on Tributary (LL, WL, DL, etc)
DL =
0.00 lb/ft
Additional Beam Load (Weight or Service Loads)
w =
141.04 lb/ft
Total Loading on Beam
Vy =
1070 Ibs
Shear Loading at End of Beam
fb/Fb < 1.0
fa/Fac < 1.0
fv/Fv < 1.0
fa/Fa + fb/Fb = < 1.0
M of beam- 2
Deflection Check CALCULATED MOMENT: Mmax = 2.0 kipdt (wL2/8)
Support Simple
Deft Limit L 1180
w 141.04lb/ft
ALLOWABLE DEFLECTION: AAllow = 1.01 in
MAXIMUM DEFLECTION: AMax = 0.26 in (Simple Max Deflection = 5wl^4/384EI)
26%
OK, Allowable Deflection Sufficient
WAYNE M. BENNETT, P.E.
1820 NE JENSEN BEACH BOULEVARD, JENSEN BEACH, FL 34957-7212 Page 14 of 33
PH:678-871-0660
WAYNE BENNETT PE
Work Prepared For:
APOLLO SYSTEMS
Project:
LDR - PERRIER
Detail/Member:
Main Beam
ALUMINUM DESIGN MANUAL (2010 EDITION)
Specifications for Aluminum Structures (Buildings)
Allowable Stress Design
Design Check of 2"x10"x .125"10.125" 6063-T6 Aluminum Tube
(Per 2010 Aluminum Design Manuaq
Critically
Alloy:
6063
Temper: T6 Welded: N
Member Properties
b
2.000" Flange width
tb
0.125" Flange thickness
h
10.009, Web height
th
0.125" Web thickness
!x
31.50 in"4 Moment of Inertia about axis parallel to flange
ly
2.31 in^4 Moment of Inertia about axis parallel to web
Sc
6.30 in^3 Section modulus, compression side (about X-axis)
fx
3.27 in Radius of gyration about centroidal axis parallel to flange
ry
0.69 in Radius of gyration about centroidal axis parallel to web
J
7.29 in"4 Torsion constant
A
2.94 in"2 Cross sectional area of member
MEMBER SPANS
L
16.0 ft Unsupported member length (between supports)
Lb
16.0 it Unbraeed length for bending (between bracing against side -sway)
k
1.0 Effective length factor
MATERIAL
PROPERTIES
Ftu
30 ksi
Tensile ultimate strength
Fty
25 ksi
Tensile yield strength
Fcy
25 ksi
Compressive yield strength
Fsu
19 ksi
Shear ultimate strength
Fsy
18 ksi
Shear yield strength
E
10,100 ksi
Compressive Modulus of Elasticity
BUCKLING
CONSTANTS
tic
27.64 ksi
Compression in columns & beam flanges (intercept)
Dc
0.14 ksi
Compression in columns & beam flanges (Slope)
Cc
78.38
Compression in columns & beam flanges (Intersection)
Bp
..............................
31.39 ksi
_............................ _. _.. .
Compression in flat plates (Intercept)
Dp
0.17 ksi
Compression in flat plates (Slope)
73:55
0 _.....__.. _. ..................................
Bbr
46.12 ksi
Compressive bending stress in solid rectangular bars (Intercept)
0.38 ksi
Compressive bendirr—stress in solid rectangular bars. (Slope
_ _Dbr_ - _,
Bs
23.08 ksi
Shear stress in flat plates (Intercept)
Ds
0.11 ksi
Shear stress in flat plates (Slope)
Cs
85.77 ksi
Shear stress in flat plates (Intersection)
....................._........................_......_.........
klc
0.35
.........................................................
Ultimate strength coefficient of flat plates in compression (slenderness limit S2)
k2c
2.27
Ultimate strength coefficient of flat plates in compression (stress for slendemess>S2)
k1b
0.50
Ultimate strength of flat plates in bending (slenderness limit S2)
k2b
2.04
Ultimate strength of flat plates in bending (stress for slenderness > S2)
kt
1.0
Coefficient for tension members
WAYNE M. BENNETT, P.E.
1820 NE ]ENSEN BEACH BOULEVARD, ]ENSEN BEACH, FL 34957.-7212 Page 15 of 33
PH:678-871-0660
WAYNE BENNETT PE
D.2 Axial Tension
[Tensile Yielding (unwelded members)]
Fty_n = 25.00 ksi (FW Q = 1.65 Fty_n/flt = 15.15 ksi
[Tensile Rupture (unwelded members)]
Ftu n = 30.00 ksi [Ftu/kt] 0 = 1.95 Ftu_niflt = 15.38 ksi
AXIAL COMPRESSION ELEMENTS
E.3 Compression Member Buckling
(Axial, gross section subject to buckling)
S1 0.0 Lower slenderness limit
S2 78.38 Upper slenderness limit
(kL/m)max 216.41 Slenderness Slenderness a S2
Fc n = 1.81 ksi (0.85reE((kL1r)2J O = 1.65 Fc_n/Q = 1.10 ksi
E.5 Buckling Interaction
Fe(flange) = 198.67 ksi [Tr-E/ (1.6-b/tb)l
Fc n = 1.81 ksi [Fc n (E.3 member Budding)]
Fe(web) = 6.40 ksi [Tr2TJ (1.6•hlth)q
Fc n = 1.81 ksi [Fc_n (E.3 member Buckling)]
Fe(flange) > Fc n (E.3 Member Buckling)
D = 1.65 Fc_nlfl = 1.10 ksi
Fe(web) > Fc n (E.3 Member Buckling)
O = 1.65 Fc_n/ft = 1.10 ksi
EA Local Buckling
For column elements in uniform compression subject to local budding, the
uniform compressive strength is addressed in Section B.5.4
B.5.4.2 - Flat elements supported on both edges (Flange)
B.5.4.2 - Flat elements supported on both edges (Web)
FLEXURAL ELEMENTS
F.3.1 Lateral -Torsional Buckling
(Nominal flexural strength for dosed member in bending)
S1 0.0 Lower slenderness limit
S2 2399.86 Upper slenderness limit
2"Lb"Sc/Cb4(IyJ) 589.07 Slenderness < S2
Fb n = 22.02 ksi (1= 1.65 Fc_n/fl = 13.35 ksi
F.8.1.1 Uniform Tension
(Flexural strength, tensile yielding)
Fb n = 25.00 ksi [Fly] (l = 1.65 Fb_n/0 = 15.15 ksi
(Flexural strength, tensile rupture)
Fb n = 30.00 ksi /Ftuft] (l = 1.95 Fb nlfl = 15.38 ksi
F.8.1.2 Flexural Tension
(Flexural strength, tensile yielding)
Fb n = 32.50 ksi [1.3'Fty] O = 1.65 Fb_nlfl = 19.70 ksi
(Flexural strength, tensile rupture)
Fb n = 42.60 ksi [1.42'Ftulkt] fl = 1.95 Fb_niO = 21.85 ksi
F.8.2.1 Elements in Uniform Com ression
(Flexural strength, uniform compression)
For beam elements in uniform compression, the flexural compressive
strength is given in Section B.5.4 calculated below.
B.5.4.2 - Flat elements supported on both edges
WAYNE M. BENNETT, P.E.
1820 NE ]ENSEN BEACH BOULEVARD, ]ENSEN BEACH, FL 34957-7212 Page 16 of 33
PH:678-871-0660
WAYNE BENNETT PE
F.8.2.2 Elements In Flexural Compression
(Flexural strength, flexural compression)
For beam elements in flexural compression, the flexural compressive
strength is given in Section B.5.5 calculated below.
B. 5.5.1 - Flat elements supported both edges
ELEMENTS - UNIFORM COMPRESSION
B.5.4.2 Flat Elements Supported on Both Edge
S1 22.8 Lower slenderness limit
S2 39.2 Upper slenderness limit
(1)-b.4b 14.0 Flange Slenderness Slenderness 5 S1
(2)-hRh 78.0 Web Slenderness Slendemess a S2
Fc n1 = 25.00 ksi (Fcy) 0 = 1.65
Fc_n1Sl = 15.15 ksi
Fc n2 = 10.24 ksi jk2c`V(Bp'E)/(1.6'b4)1 a = 1.65
Fc_nlQ = 6.21 ksi
ELEMENTS - FLEXURAL COMPRESSION
S.5.5.1 Flat Elements S upported an Both Edge s
S1 54,89 Lower slenderness limit
S2 92.95 Upper slenderness limit
hAh 78.0 Slenderness Slenderness between S1 & S2
Fb n = 26.77 ksi ((Bbr-m"Dbr'bR)) 0 = 1.65
Fb_nlf) = 16.22 ksi
SHEAR
G.2 Web Shear Su p piDried on Both Edges
(Flat web elements supported on both edges)
S1 36.8 Lower slenderness limit
S2 68.6 Upper slenderness limit
h4h 78.0 Slenderness Slenderness Z S2
Fv_n = 10.49 ksi TeE1(1.25'b4)2 f) = 1.65
Fv_n/f) = 6.36 ksi
ALLOWABLE STRESSES
Fb = 13.35 ksi Allowable bending stress
Fac = 1.10 ksi Allowable axial stress, compression
Fv = 6.36 ksi Allowable shear stress; webs
Fe = 1.09 ksi Elastic buckling stress
WAYNE M. BENNETT, P.E.
1820 NE JENSEN BEACH BOULEVARD, ]ENSEN BEACH, FL 34957-7212 Page 17 of 33
PH: 678-871-0660
WAYNE BENNETT PE
MEMBER LOADING
Bending Moments
Mz 2.14 kip-ft Bending moment developed in member
fb = 4.07 ksi Bending stress developed in member
Fb = 13.35 ksi Allowable bending stress of member fb/Fb < 1.0
Axial Loads
Fx 0 lb Axial load developed in member
fa = 0.00 ksi Axial stress developed in member
Fac = 1.10 ksi Allowable compressive axial stress of member fa/Fac < 1.0
Shear Loads
Vz 535 lb Shear load developed in member
fv= 0.22 ksi Shear stress developed in member
Fv= 6.36 ksi Allowable shear stress of member webs fv/Fv < 1.0
Combined -Bending& Compression
fa/Fa + fb/Fb = 0.31 Eq H.1-1 fa/Fa + fb/Fb = < 1.0
Corffi_qurat}an and Moment Tabulation Tools:
Beam: Simple Support Type
L = 16.00 ft Beam Length
W = - Tributary Width
P Load= 1069.5 lb Point load (set to zero for distributed load instead)
RL = - Load on Tributary (LL, WL, DL, etc)
DL = 0.00 lb/ft Additional Beam Load (Weight or Service Loads)
P = 0.00 lb/ft Total Loading on Beam -
Vy = 535 Ibs Shear Loading at End of Beam
# of beam= 2 # P load= 1 a= 8.00 ft e
Deflection Check CALCULATED MOMENT: Mmax = 2.14 kip-ft
Support Simple
Defl Limit L / 180
ALLOWABLE DEFLECTION: AAllow = 1.07 in
MAXIMUM DEFLECTION: AMax = 0.25 In Max Deflection based on Point loads
23%
OK, Allowable Deflection Sufficient
WAYNE M. BENNETT, P.E.
1820 NE ]ENSEN BEACH BOULEVARD, ]ENSEN BEACH, FL 34957-7212 Page 18 of 33
PH: 678-871-0660
WAYNE BENNETT PE
Work Prepared For. APOLLO SYSTEMS
Project: LDR - PERRIER
n Uplift Load = 9.27 psf Design Gravity Load = 17
Column Type: 6"x6"xO.125"
Alloy/Temper: 6063-T6 ALUMINUM
E = 10100 ksi (Elastic Modulus) Attached to host? N
Detail:
HT1 =
10.00
ft, (overall column height from top of footer to bottom of beam)
W1 =
8.00
ft, (roof trib dim at HT1, along walkway)
131 =
7.58
ft, (roof Crib dim at HT1, across walkway)
FH1 =
10.00
in, (side fascia height at HT1, normal to lateral windload)
HT2 =
10.00 ft
(overall column height from top of footer to bottom of beam)
W2 =
7.58 ft
(roof bib dim at HT2, along walkway)
B2 =
0.00 ft
(roof trib dim at HT2, across walkway)
FH2 =
10.00 in
(side fascia height at HT2, normal to lateral windload)
FL =
16.76 psf
(lateral load on fascia)
CHECK COLUMN FOR COMBINED BENDING & AXIAL COMPRF-55ION
per Aluminum Design Manual
AN. 6"x6"x0.125"
b = 6,000 in
flange Width
tl = 0.125 in
flange thickness
h = 6.000 in
sidewall width
t2 = 0.125 in
sidewall thickness
Ix = 16.910 in^4
(strong a)is)
Sx = 5.640 in^3
(strong axis)
rx = 2.400 in
(strong axis)
Axial. All columns
kUr = 75.0
S1 = 0
S2 = 78
Slenderness Ratio (k=1.5)
Lower Slenderness Limit
Upper Slenderness Limit
COmpresSiDn In Column Eloments
Gross Section, Flat Elements Supported on Both Edges
h7t = 46.0 Slenderness Ratio
S1 = 6.7 Lower Slenderness Limit
S2 = 39 Upper Slenderness Limit
Extreme Fiber, Net Section
Fiber, Net Section
b' = 5.750 in
effective flange width
h' = 5.750 in
effective sidewall Width
ly = 16.910 in"4
(weak a)is)
Sy = 5.640 in^3
(weak axis)
ry = 2.400 in
(weak axis)
A = 2.940 in^2
(cross -sectional area)
J = 27.00 in^4
(torsion constant)
Use minimum of Fc 7 & Fc 9:
Fc 7 = 8.65 ksi
Fc 9 = 8.91 ksi
Fc = 8.65 ksi
Fb 2 = 15.00 ksi
Fb 4 = 20.00 ksi
F
WAYNE M. BENNE17, P.E.
1820 NE ]ENSEN BEACH BOULEVARD, ]ENSEN BEACH, FL 34957-7212 Page 19 of 33
PH:678-871-0660
WAYNE BENNETT PE
C
Work Prepared For:
APOLLO SYSTEMS
Project:
LDR - PERRIER
Compression In Beams
Extreme Fiber, Gross Section, Tubular Shapes
63.3 Slenderness Ratio
S1 = 130
Lower Slenderness Limit
S2 = 2400
Upper Slenderness Limit Fb_14 = 15.00 ksi
Unifom Compression, Gross Section, Flat Elements Supported on Both Edges
Wt = 46.0 Slenderness Ratio
S1 = 23 Lower Slenderness Limit
S2 = 39 Upper Slenderness Limit Fb-16 = 10.52 ksi
Gsion In Beam Elements
Bending in Own Plane, Gross Section, Flat Elements Supported on Both Edges
Wt = 46.0 Slenderness Ratio
S1 = 53.0 Lower Slenderness Limit
S2 = 90.0 Upper Slenderness Limit Fb 18 = 20.00 ksi
Use minimum of Fb_2, Fb 4, Fb_14, Fb_16 & Fb_18: Fb = 10.52 ksi
Axial Compressive Load: 1070 Ib = Grav * (W1*131+W2*B2)
Axial Compressive Stress: fa = 363.8 psi = 1,070 Ib I A
Bending Moment (X-a)is): 18439 Ib-in
Bending Stress (X-axis): fb = 3269.4 psi=18,439 Ib-in / Sx
fa/Fc + fb/Fb = 0.35 10K, less than 1.0 N Earthquake Governs?
WAYNE M. BENNETT, P.E.
1820 NE JENSEN BEACH BOULEVARD, JENSEN BEACH, FL 34957-7212 Page 20 of 33
PH, 678-871-0660
WAYNE BENNETT PE
Work Prepared For. APOLLO SYSTEMS
Project: LDR - PERRIER
CHECK COLUMN FOR COMBINED BENDING & AXIAL TENSION
per Aluminum Design Manual
Allowable Axial Stress (Tension, Ft_1):
Allowable Bending Stress (from previous):
Axial Tensile Load:
Axial Tensile Stress:
Bending Moment (X-axis):
Bending Stress (X-axis):
Ft 1 = 15.00 ksi
Ft = 15000.0 psi
Fb = 10521.7 psi
562 lb = WL ` (W1'B1+W2'B2)
fa = 191.3 psi = 562 lb / A
18439 lb -in
fb = 3269.4 psi = 18,439 lb -in / Sx
fa/Fc + fb/Fb = 0.32 JOK, less than 1.0
CHECK COLUMN FOR SHEAR
per Aluminum Design Manual
Gross Section, Unstiffened Flat Elements Supported on Both Edges
h'/t = 46.0 Slenderness Ratio
S1 = 39 Lower Slenderness Limit
S2 = 77 Upper Slenderness Limit Fv_20 = 8.29 ksi
Max Shear at Critical Column = 268.35 lb
Actual Shear Stress, fv = 91.3 psi = 268.35 lb / A
fv/Fv = 0.01
WAYNE M. BENNETT, P.E.
1820 NE ]ENSEN BEACH BOULEVARD, JENSEN BEACH, FL 34957-7212 Page 21 of 33
PH:678-871-0660
WAYNE BENNETT PE
Work Prepared For: APOLLO SYSTEMS
Project: LDR - PERRIER
Detail/Member:
Hollow Structural Rectanoular HSS Tubing Design
Allowable Stress Design per AISC 360-05 Manual of Steel Construction 13th Ed.
Material Properties:
Fy = 46 ksi Minimum yield stress, ASTM A500 grade B
Fu = 58 ksi Minimum tension strength
E = 29,000 ksi Modulus of elasticity
G = 11,200 ksi Shear modulus of elasticity of steel
Member Properties:
b = 3.00 in
tl = 0.188 in
d = 3.00 in
112 =
Ix =
ly =
Sx =
Sy =
Zx =
Zy =
Ag =
Ae =
rx =
ry =
roe=
Member Loads:
0.188 in
2.599 inA4
2.599in^4
1.733 in"3
1.733 in^3
2.228 inA3
2.228 inA3
2.019 inA2
2.019inA2
1.1347 in
1.1347 in
7.075 in
Mx = 18.44 kip -in
My = 0.00 kip4n
Tn = 0.00 kip -in
Vx = 268 lbs
Vy = lbs
V = 268 lbs
P = Ibs
T = 562 lbs
Check Allowable Tension:
Pn = 92.9 kips
Pn = 117.1 kips
Beam Flange
J =
4.28 in^4
Flange Thickness
C =
2.94 in^3
Beam Web
Cw =
0 inA6
Web Thickness
H =
0.364 in
Moment of Inertia (strong)
L =
72 in
Moment of Inertia (weak)
K =
1
Elastic section modulus (strong)
KLx =
72 in
Elastic section modulus (weak)
KLy =
72 in
Plastic section modulus (strong)
KLz =
72 in
Plastic section modulus (strong)
Lv =
36 in
Gross area of member
Deft =
L 1180
Effective net area of member
Cantilever
Radius of Gyration (strong)
Radius of Gyration (weak)
Polar radius of gyration about the
shear center (E4-7)
Applied moment (See Column Page)
Applied moment
Applied torsion
Applied shear load (See Column Page)
Applied shear load
Applied resultant shear load
Applied axial compression load
Applied axial tension load (See Column Page)
Nominal tensile yielding strenght (D2-1)
Nominal tensile rupture strenght (132-2)
ALLOWABLE TENSION:
Pn[Wt= 55.6 ki s
MAX REQUIRED TENSION:
Tmax = 0.6 kips
❑K, Allowable Tension Sufficient
Check Allowable Com ression:
Check for Limiting Width -Thickness Ratios (Compact/Noncompact):
Flanges
b/t 13.0
= (b-3't2)/tl
1.124E/Fy = 28.1
Compact Limit per Table B4.1
1.404E/Fy = 35.2
NonCompact Limit per Table B4.1
Flanges are compact
kUr = 63.5
Effective Slenderness Ratio
4.714E/Fy = 118.3
Limit state of flexural buckling
Compressive strength for flexural buckling of members without slender elements
Fe = 71.1 ksi Elastic critical buckling stress (E3.4)
Torsional constant
HSS Torsional constant
Warping constant
Flexural constant (E4-8)
Loaded Length of member
K factor (for use with columns)
Strong axis effective length
Weak axis effective length
Effec. length for torsional buckling
Dist. from max. to zero shear fork(
Deflection Limit
Support
Quick sununary.
oK, Allowable Tension Sufficient
QK, Allowable Moment Sufficient
WAYNE M. BENNETT, P.E.
1820 NE JENSEN BEACH BOULEVARD, JENSEN BEACH, FL 34957-7212 Page 22 of 33
PH: 676-871-0660
WAYNE BENNETT PE
Compressive strength for torsional and flexurat-torsional buckling of members without slender elements
Fex =
71.1 ksi
Elastic critical buckling stress (E49)
Fey =
71.1 ksi
Elastic critical buckling stress (E4-10)
Fez =
3359.1 ksi
Elastic critical buckling stress (E4-11)
Fe =
70.1 ksi
Elastic critical buckling stress (E4-5)
Fe =
70.1 ksi
Elastic critical buckling stress governing
Fcr =
35.0 ksi
Flexural buckling stress (E3-2)
Pn =
70.6 kips
Nominal compressive strenght (E3-1)
Compressive strength for flexural, torsional and flexural -torsional buckling of members with slender elements
0.564E/Fy =
14.1
Inferior Limit (E7-4)
1.034E/Fy =
25.9
Superior Limit (E7-6)
Qs =
1.00
Reduction factor for slender unstiffened Elements: b/t < 14.1 Qs = 1.0 (E74)
Fe =
70.1 ksi
Elastic critical buckling stress governing: MIN (E3-4;E4-5)
Fcr =
35.0 ksi
Flexural buckling stress (E7-2)
Pn =
70.6 kips
Nominal compressive strenght (E7-1)
11 ALLOWABLE COMPRESSION: Pn/Wc = 42.3 kips
11 MAX REQ-0 COMPRESSION: Pmax = 0.0 ki s
OK, Allowable Compression Sufficient -11
Check_ Allowable Bending:
Check for Limiting 101.ridth-Thickness Ratios (CompacVNoncompect):
Flanges
b/t 13.0 = (b-3't2)/tl
1.124E/Fy = 28.1 Compact Limit per Table B4.1
1.404E/Fy = 35.2 NonCompact Limit per Table B4.1
Flanges are compact
Webs
d/t 13.0 = (d-3*tl)/t2
2.424E/Fy = 60.8 Compact Limit per Table B4.1
5.704E/Fy = 143.1 NonCompact Limit per Table B4.1
Webs are compact
About Strong Axis
(1): Yielding Limit State
This criteria applies to all members, compact or noncompact webs and compact, noncompact or slender flanges
Mn=Mp=Fy*Zx= 102.5 kip -in (F7-1) Mn/Wb = 61.4 kip -in
(2): Hange Local Buckling Limit State
This criteria applies to sections with noncompact flanges
M„ =Mp -(MP-FW.57b F�;
-4.0) (F7-2)
Mn= 151.5 kip -in MrvWb = NIA
This criteria apppffm to sections with slender flanges
be = 1.92t FE, (1 - 0.38FE
)(F7�)
be = 2.4 in Effective width of compression flange
S,e 1.568 in^3 Effective section modulus detenniend With be
Mn=FySeff= 72.1 kip -in (F7-3)
Mn/Wb = NIA
WAYNE M. BENNEIT, P.E.
1820 NE ]ENSEN BEACH BOULEVARD, ]ENSEN BEACH, FL 34957-7212 Page 23 of 33
PH:678-871-0660
WAYNE BENNETT PE
(3): Web Local Buckling Limit State
This criteria applies to sections with noncompact webs
Al C=Mp—(Mp-FA (0305 d A-GL738) (F7-5)
Mn= 115.7 kip -in Mn/Wb = N/A
ALLOWABLE MOMENT: MnIWb = 61.4 kip -in or 5.11 ki -ft
MAX REQUIRED MOMENT: Mmax = 18.4 kip -in or 1.54 kl ft
OK, Allowable Moment Sufficient
About Weak Axis
(f): Yielding Limit State
This criteria applies to all members, compact ornoncompect webs and compact. noncompect or slender flanges
Mn=Mp=Fy*Zy= 102.5 kip -in (F7-1) MnIWb = 61.4 kip -in
(2): Flange Local Buckling Limit State
This criteria applies to sections with noncompact flanges
M. =MP —(MP—F1,4)(3.57b E —4.0) (F7-2)
Mn= 151.5 kip -in MrdWb = N/A
This criteria applies to sections with slender flanges
be = 1.92t F (1 b I t F (F7-4)
Y Y
be = 2.4 in Effective width of compression flange
Seri= 1.568 in"3 Effective section modulus determiend With be
Mn=FySeR- 72.1 kip -in (F7-3) Mn[Wb = N/A
(3): Web Local Buckling Limit State
This criteria applies to sections with noncompact webs
Al. =Mp—(M1-FA (Q305 d -0738 ) (F7-5)
Mn= 115.7 kip -in MruWb = WA
ALLOWABLE MOMENT: Mn/Wb = 61.4 kip4n or 5.11 ki -ft
MAX REQUIRED MOMENT: Mmax = 0.0 kip -in or 0.00 kl -ft
OK, Allowable Moment Sufficient
Check Allowable Torsion:
h/t 13.0 = (d-3*tl )tt2 (64-1 b.d)
2.45gE/Fy = 61.5 Inferior Limit
3.07gE/Fy = 77.1 Superior Limit
WAYNE M. BENNETT, P.E.
1820 NE JENSEN BEACH BOULEVARD, JENSEN BEACH, FL 34957-7212 Page 24 of 33
PH:678-871-0660
WAYNE BENNETT PE
Equation 1-13-3 applies
Fer = !! 27.6 ksi Critical stress: Fcr=0.6Fy (H3-3)
0.6FyL2.45 �
Fcr = -
``4� Fy N/A (H3-4)
����
�t)
0.458jr2E N/A (H3-5)
Fcr _ —
lt/Z —
Tn = 81.2 kip -in Torsional strenght: Tn= (Fcr)(C) (1-13-1)
ALLOWABLE TORSION: TnrWt= 48.6 kip -in or 4.05 ki ft
MAX REQUIRED TORSION: Tmax = 0.0 kip -in or 0.00 ki •ft
OK, Allowable Moment Sufficient
Check Allowable Shear:
d/tw 13.0
Kv = 5.0
1.104KvE/Fy = 61.8
1.374KvE/Fy = 76.9
Cv= 1.0
Aw = 0.914 inA2
= (d-3'tl)/t2
Web shear coefficient (G2-3)
Web area
Vn = 25.2 kips Nominal shear strenght (G2-1)
ALLOWABLE SHEAR: Vnrwc = 16.1 ki s
MAX REQUIRED SHEAR: Vmax = 0.3 kips
OK, Allowable Shear Sufficient
Check Combined Bending and Axial Compression.
Pr+g M1—+P'y for Pr>_0.2
PC 9 MCX Mcy PC
Pr + Mrx + M'y for Pr < 0.2
2Pc Mx Mcy I PC
Check Combined flonding and Axial Tension:
Pr +—
$ AL.
+ � M for Pr >_ 0.2
�
PC 9 M ex M',' PC
Pr + M" + M'} for Pr < 0.2
2Pc Mex May PC
(H1-1 a)
TnANt = 48.6 kip -in
0.30 < 1.0
Satisfactory
(H1-1a)
0.31 < 1.0
Satisfactory
WAYNE M. BENNETT, P.E.
1820 NE ]ENSEN BEACH BOULEVARD, ]ENSEN BEACH, FL 34957-7212 Page 25 of 33
PH:678-871-0660
WAYNE BENNETT PE
Check Combined Torsion. Shear. Bending and Axial compression:
VzPr r T
(MrX
Mry ) +D_
0.31 1.0 (H3�)M(V+
PMcxey) cT
Sati5faCtOrY
Check Combined Torsion, Shear, Bending and Axial tension:
Pr (!!rx Mry� (Vr Tr12(Pc+Mcx + Mcy + lVc + Tc/ 0.30 < 1.0 (H3 6)
11 5atisfacty
Check Member Deflection (Strong Axis)
W = 10.00 Ib/ft Total Loading on Beam in Strong Direction
ALLOWABLE DEFLECTION: Mllow = 0.40 in (L/180)
MAXIMUM DEFLECTION: AMax = 0.04 in (Cantilever Max Deflection = wl^4/8EI)
OK, Allowable Deflection Sufficient
Check Member Def/ectlyn (Weak Axis)
W = 10.00 lb/ft Total Loading on Beam in Weak Direction
ALLOWABLE DEFLECTION: AAllow = 0.40 in 21 (L/180)
MAXIMUM DEFLECTION: AMax = 0.04 fn (Cantilever Max Deflection = WA4/8EI)
OK, Allowable Deflection Sufficient
WAYNE M. BENNETT, P.E.
1820 NE ]ENSEN BEACH BOULEVARD, ]ENSEN BEACH, FL 34957-7212 Page 26 of 33
PH:678-871-0660
WAYNE BENNETT PE
Work Prepared For APOLLO SYSTEMS
Project: LDR - PERRIER
Member/Detail: BEAM TO PURLIN
Steel Spaced Thread Tapping Strew to Aluminum Connections
t2010 Aluminum Design Manual, sAMMA TIR-A9-2014
Anchor: 1/4-14 SMS, 304 SS, Steel Screw
Size:
1/4-14 SMS Nominal Anchor Size Designation
Alloy:
304 SS
Screw Material
Ftu=
100 ksi
Anchor Ultimate Tensile Strength
Fy =
65 ksi
Anchor Yield Strength
D =
0.250"
Nominal Screw Diameter (*Table 20.1,20.2)
Dmin =
0.185"
Basic Minor Diameter ('Table 20.1,20.2)
As =
0.027 in'
Tensile Stress Area ('Table 20.1,20.2)
Ar =
0.027 in
Thread Root Area ('Table 20.1,20.2)
n =
14
Thread Per Inch
Dw=
0.688"
Washer Diameter ❑ Consider Washer?
Dws =
0.500"
Anchor Head Diameter
Dh =
0.250"
Nominal Hole Diameter
Screw Boss?
No
Is anchor placed in a screw boss/chase/slot?
Countersunk?
No
Yes or No?
CS Depth =
Countersink depth
de =
0.500"
Aluminum Edge Distance
Member in Contact with Screw
Head:
Alloy 1:
6063-T6
t1=
0.125"
Thickness of Member 1
Ftu1=
30 ksi
Tensile Ultimate Strength of Member 1
Fty1=
25 ksi
Tensile Yield Strength of Member 1
Member not in Contact with _Sc_ reed:
Alloy 2:
6063-T6
t2 =
0.125"
Thickness of Member 2
Le =
0.125"
Depth of Full Thread Engagement Into t2 (Not Including Tapping/Drilling Point)
Ftu2 =
30 ksi
Tensile Ultimate Strength of Member 2
Fty2 =
25 ksi
Tensile Yield Strength of Member 2
t3 =
0.125"
Screw Boss Wall Thickness
Let =
0.500"
Minimum Depth of Full Thread Engagement Into Screw Boss if
Applicable (Not Including Tapping/Drilling Point)
Allowable Tension
C=
1.0
Coelf. Dependent On Screw Location (tSect. J.5.5.2)
Ks=
1.2
Coeff. Dependent On Member 2 Thickness (tSect. J.5.5.1.1b)
Rn_t1=
937.5 lb
Nominal Pull -Out Strength OF Screw (tSect. J.5.5.1.1b)
Rn_t2 =
937.5 lb
Nominal Pull -Over Strength Of Screw (tSect. 1.5.5.2)
Rn_t3 =
N/A
Nominal Pull -Out Strength From Screw Boss (tEgn. J.5-7)
Pnt =
896.0 lb
Allowable Tensile Capacity Of Screw (sEgn. 10.4-10.7)
n =
3.0
Safety Factor For Connections; Building Type Structures
O =
3.0
Safety Factor For Anchor
Allowable Tension = 313 Ib
Allowable Shear:
Rn_v1=
1875.0 lb
Bearing On Member 1(tSect. J.5.6.1)
Rn_v2 =
1875.0 lb
Bearing On Member 2 (tSect. J.5.6.1)
Rn_v3 =
2784.2 lb
Screw Tilting (tSect. J.5.6.2)
Rn_v4 =
N/A
Shear Capacity Of Screw Boss Wall
Pnv =
517.3 lb
Allowable Shear Capacity Of Screw ('Eqn. 7.5)
Q =
3.0
Safety Factor For Connections; Building Type Structures
0 =
3.0
Safety Factor For Anchor
FF
Allowable Shear = 517 lb
Alternate Options:
WAYNE M. BENNETT, P.E.
1820 NE JENSEN BEACH BOULEVARD, JENSEN BEACH, FL 34957-7212 Page 27 of 33
PH: 678-871-0660
WAYNE BENNETT PE
❑ Disregard the limiting allowable capacities from Member 1(member in contact with
screw head)
❑ Disregard the limiting allowable capacities from Member 2 (member in NOT in contact
with screw head)
Concentrated Shear & Tensile Reactions ❑ (fit this connection type)
Qty 4 Anchor City at Connection
Treq 0 lb Required Tensile Loading on Connection
Vreq 535 lb Required Shear Loading on Connection
n 1.00 Exponent factor
TOP 1250 lb Tensile capacity of connection (Qty' Rz)
VCaP 2069 lb Shear capacity of connection (Qty' Rx)
RZ + RX < 0.26
Tsar vcar
0K,(4) anchorssufilcient
WAYNE M. BENNETT, P.E.
1820 NE JENSEN BEACH BOULEVARD, JENSEN BEACH, FL 34957-7212 Page 28 of 33
PH:678-871-0660
WAYNE BENNETT PE
Work Prepared For:
APOLLO SYSTEMS
Project:
LDR - PERRIER
Member/Detail:
BEAM TO POST (CLIP) CONNECTION
Steel S aced Thread
Tapping Strew to Aluminum Connections
t2010Aluminum Design Manual,
*AMMATIR-A9-2014
Anchor: 1/4-14 SMS, 304 SS, Steel Screw
Size:
1/4-14 SMS
Nominal Anchor Size Designation
Alloy:
304 SS
Screw Material
Ftu=
100 ksi
Anchor Ultimate Tensile Strength
Fy =
65 ksi
Anchor Yield Strength
D =
0.250"
Nominal Screw Diameter (*Table 20.1,20.2)
Dmin =
0.185"
Basic Minor Diameter (*Table 20.1,20.2)
As =
0.027 in
Tensile Stress Area (*Table 20.1,20.2)
Ar =
0.027 in
Thread Root Area (*Table 20.1,20.2)
n =
14
Thread Perinch
Dw=
0.688"
Washer Diameter 0 Consider Washer?
Dws =
0.500"
Anchor Head Diameter
Dh =
0.250"
Nominal Hole Diameter
Screw Boss?
No
Is anchor placed in a screw boss/chase/slot?
Countersunk?
No
Yes or No?
CS Depth =
Countersink depth
de =
0.500"
Aluminum Edge Distance
Member in Contact with Screw Head:
Alloy 1:
6063-T6
tl =
0.125"
Thickness of Member 1
Ftul =
30 ksi
Tensile Ultimate Strength of Member 1
Fty1=
25 ksi
Tensile Yield Strength of Member 1
Member not in Contact with Screw Head:_
Alloy 2:
6063-T6
t2 =
0.125"
Thickness of Member 2
Le =
0.125"
Depth of Full Thread Engagement Into t2 (Not Including Tapping/Drilling Point)
Ftu2 =
30 ksi
Tensile Ultimate Strength of Member 2
Fty2 =
25 ksi
Tensile Yield Strength of Member 2
t3 =
0.125"
Screw Boss Wall Thickness
Let =
0.500"
Minimum Depth of Full Thread Engagement Into Screw Boss if
Applicable (Not Including Tapping/Drilling Point)
Allowable Tension
C=
1.0
Coeff. Dependent On Screw Location (tSect. J.5.5.2)
Ks=
1.2
Coeff. Dependent On Member 2 Thickness (tSect. J.5.5.1.1b)
Rn_t1=
937.5 lb
Nominal Pull -Out Strength Of Screw (tSect. J.5.5.1.1b)
Rn—t2 =
1642.5 lb
Nominal Pull -Over Strength Of Screw (tSect. J.5.5.2)
Rn t3 =
N/A
Nominal Pull -Out Strength From Screw Boss (tEgn. J.5-7)
Pnt =
896.0lb
Allowable Tensile Capacity Of Screw (*Egn.10.4-10.7)
0 =
3.0
Safety Factor For Connections; Building Type Structures
O =
3.0
Safety Factor For Anchor
Allowable Tension = 313 Ib
AlIowa bie Shear:
Rn_v1=
1875.0 lb
Bearing On Member 1(tSect. J.5.6.1)
Rn v2 =
1875.0 lb
Bearing On Member 2 (tSect. J.5.6.1)
Rn_v3 =
2784.2 lb
Screw Tilting (tSect. J.5.6.2)
Rn v4 =
N/A
Shear Capacity Of Screw Boss Wall
Pnv =
517.3 lb
Allowable Shear Capacity Of Screw (*Eqn. 7.5)
n =
3.0
Safety Factor For Connections; Building Type Structures
O =
3.0
Safety Factor For Anchor
Allowable Shear = 51771 b
Alternate Options:
WAYNE M. BENNETT, P.E.
1820 NE JENSEN BEACH BOULEVARD, JENSEN BEACH, FL 34957-7212 Page 29 of 33
PH:678-871-0660
WAYNE BENNETIF PE
❑ Disregard the limiting allowable capacities from Member 1(member in contact with
screw head)
❑ Disregard the limiting allowable capacities from Member 2 (member in NOT in contact
with screw head)
Concentrated Shear & Tensile Reactions 0 (Select this connection type)
Qty 4 Anchor Qty at Connection
Treq 562 lb Required Tensile Loading on Connection
Vreq 268 lb Required Shear Loading on Connection
n 1.00 Exponent factor
Tcap 1250 lb Tensile capacity of connection (Qty * Rz)
VCap 2069 lb Shear capacity of connection (Qty * Rx)
RZ + R. <_ 0.58
TCAP YCAP
OIL, (4) anchors sufficient
WAYNE M. BENNETT, P.E.
1820 NE ]ENSEN BEACH BOULEVARD, ]ENSEN BEACH, FL 34957-7212 Page 30 of 33
PH: 678-871-0660
WAYNE BENNETT PE
Work Prepared For: APOLLO SYSTEMS
Project: LDR - PERRIER
Member/Detail: CLIP TO POST CONNECTION
Steel Spaced Thread Tapping Screw to Aluminum Connections
t2010 Aluminum Design Manual, *AMMA TIR-A9-2014
Anchor: 1/4-14 SMS, 304 SS, Steel Screw
Size:
1/4-14 SMS Nominal Anchor Size Designation
Alloy:
304SS
Screw Material
Ftu=
100 ksi
Anchor Ultimate Tensile Strength
Fy =
65 ksi
Anchor Yield Strength
D =
0.250"
Nominal Screw Diameter (*Table 20.1,20.2)
Dmin =
0.185"
Basic Minor Diameter (*Table 20.1,20.2)
As =
0.027 in
Tensile Stress Area (*Table 20.1,20.2)
Ar =
0.027 in'
Thread Root Area (*Table 20.1,20.2)
n =
14
Thread Per Inch
Dw=
0.688"
Washer Diameter ❑ Consider Washer?
Dws =
0.500"
Anchor Head Diameter
Dh =
0.250"
Nominal Hole Diameter
Screw Boss?
No
Is anchor placed in a screw boss/chase/slot?
Countersunk?
No
Yes or No?
CS Depth =
Countersink depth
de =
0.500"
Aluminum Edge Distance
Member in Contact with Screw Head:
Alloy 1:
6063-T6
t1=
0.125"
Thickness of Member 1
Ftu1=
30 ksi
Tensile Ultimate Strength of Member 1
Fty1=
25 ksi
Tensile Yield Strength of Member 1
Member not In Contact with Sccew Head:
Alloy 2:
6063-T6
t2 =
0.125"
Thickness of Member 2
Le =
0.125"
Depth of Full Thread Engagement Into t2 (Not Including Tapping/Drilling Point)
Ftu2 =
30 ksi
Tensile Ultimate Strength of Member 2
Fty2 =
25 ksi
Tensile Yield Strength of Member 2
t3 =
0.125"
Screw Boss Wall Thickness
Let =
0.500"
Minimum Depth of Full Thread Engagement Into Screw Boss if
Applicable (Not Including Tapping/Drilling Point)
Allowable Tension
C=
1.0
Coeff. Dependent On Screw Location (tSect. J.5.5.2)
Ks=
1.2
Coeff. Dependent On Member 2 Thickness (tSect. J.5.5.1.1b)
Rn_t1=
937.5 lb
Nominal Pull -Out Strength Of Screw (tSect. J.5.5.1.1b)
Rn_ t2 =
937.5 lb
Nominal Pull -Over Strength Of Screw (tSect. J.5.5.2)
Rn_t3 =
N/A
Nominal Pull -Out Strength From Screw Boss (tEgn. J.5-7)
Pnt =
896.0 lb
Allowable Tensile Capacity Of Screw (*Egn.10.4-10.7)
O =
3.0
Safety Factor For Connections; Building Type Structures
=
3.0
Safe Factor for Anchor
Allowable Tension = 313 lb
Allowable Shear:
Rn_v1=
1875.0 lb
Bearing On Member 1(t5ect. J.5.6.1)
Rn_v2 =
1875.0 lb
Bearing On Member 2 (tSect. J.5.6.1)
Rn_v3 =
2784.2 lb
Screw Tilting (tSect. J.5.6.2)
Rn_v4 =
N/A
Shear Capacity Of Screw Boss Wall
Pnv =
517.3 lb
Allowable Shear Capacity Of Screw (*Eqn. 7.5)
IZ =
3.0
Safety Factor For Connections; Building Type Structures
f2 =
3.0
Safety Factor For Anchor
Allowable Shear = v Ib
Alternate Oi-jtroris:
WAYNE M. BENNETT, P.E.
1820 NE 3ENSEN BEACH BOULEVARD, 3ENSEN BEACH, FL 34957-7212 Page 31 of 33
PH:678-871-0660
WAYNE BENNETT PE
❑ Disregard the limiting allowable capacities from Member 1(member in contact with
screw head)
❑ Disregard the limiting allowable capacities from Member 2 (member in NOT in contact
with screw head)
Concentrated Shear & Tensile Reactions 0 (Select this connection type)
Qty 6 Anchor Qty at Connection
Treq 01b Required Tensile Loading on Connection
Vreq 562 lb Required Shear Loading on Connection
n 1.00 Exponent factor
Tcap 1875 lb Tensile capacity of connection (Qty s Rz)
Vcap 3104 lb Shear capacity of connection (Qty • Rx)
RZ + R,r 5 0.18
TC4P YCAP
OK,(6) anchors sufficient
WAYNE M. BENNETT, P.E.
1820 NE JENSEN BEACH BOULEVARD, JENSEN BEACH, FL 34957-7212 Page 32 of 33
PH: 678-871-0660
WAYNE BENNETT PE
Work Prepared For: APOLLO SYSTEMS
Project: ROSEVILLE, CA
CHECK SOIL BEARING PRESSURE FOR CRITICAL FOOTING
Footing Dimensions:
W1 = 22 in W2 = 22 in D = 18 in
1070 lb
Max Axial Gravity Load in Column
+ 756 lb
Weight of Footing (22" x 22" x 18" pad'footer)
1826 lb
Total Load on Soil (gravity load + footing weight)
1.5 kip -in
Total Moment in Footing (column is assumed to be centered in footer)
1500 psf
Min Soil Bearing Pressure (to be verified by General Contractor)
P` ,
6M
"W
g""f
= 418.5 psf footing pressure at heel (along dimension 1')
B•L
BZ -L
P°�°�
6M
9�Oe—B•L
+ = 667.9 psf footin pressure at toe (along dimension 9IV1'
P 9P ( 9
BZ•L
Max bearing pressure on soil = 667.9 psf (at critical footing)
QK, soil allowable
bearingpressure 11500 psf} not exceeded at critical footing
UPIFT RESISTANCE CALCULATION FOR CRITICAL FOOTING
Footing Dimensions:
W1 = 22 in W2 = 22 in D = 18 in
Slab Trib Dimensions:
S1 = 0 in S2 = 0 in Thk = 0 in
PC 150 pcf
Concrete Density
P 562.3 lb
Uplift load at column
Conc Footing Weight = 756 lb
Conc Slab Weight = 0 lb_
Total Uplift Load = (P+ M/d) = 562 lb Total Gravity Weight = 756 lb
WAYNE M. BENNETT, P.E.
1820 NE ]ENSEN BEACH BOULEVARD, ]ENSEN BEACH, FL 34957-7212 Page 33 of 33
PH:678-871-0660
>ERGOLA;
16' WIDE x i S'-2" PROJECTION
iRON2E COLOR APOLLO LOUVER SYSTEM SHADE STRUCTURE
AND COLOR LOUVERS
i" POSTS & 10° 8EAM5 AT 9' HIGH
TEEL INSERT POSTS AND CONCRETE FOOTINGS
ARE AND INSTALL OF 80MEDWNER SUPPLIED FAN
'ITY OF LA QUINTA
3UILDING & SAFETY DEPT.
APPROVED
FOR CONSTRUCTION
ATE /C 1 l BY