3815 S Orlando Dr - BC04-001434 (AMSOUTH BANK) DOCUMENTSr
CITY OF SANFORb PERMIT APPLICATION
Permit # : ' LF v Date:
Job Address: 38 ` S • 02%,AI J Qk-N40
Description of Work:
Historic District: Zoning: Value of Work: $ 1 , q Oo a OC
Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool
Electrical: New Service - # of AMPS Addition/Alteration Change of Service Temporary Pole _
Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required)
Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines
Plumbing/New Residential: # of Water Closets Plumbing Repair - Residential or Commercial _
Occupancy Type: Residential Commercial Industrial Total Square Footage:
Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X)
Parcel #: (Attach Proof of Ownership & Legal Description)
Owners Name & Address: ?,AtJK.' tom.Ziox i\0-1.uvtzM,t-j&1-N4W1,tL 35L$g Phone:
Z05 - S7_6 - SIZo Contractor
Name & Address: STARSAan t A -/Se . ilzwno,
v C. F- MZ%4,11 I y Mill en S 1ZOOCb ZOPhone&Fax: 13fO-t'il-1liSs ` 1 1 C ntac a son:V51"_r Phone: 38fe•ZAOJq tGP3 Bonding
Company: nnA
Address: -=-
MAR f^ M04 Mortgage
Lender: Address:
A
VEngineer: %1M_C_T ,J&.+t'?J a.'!se'bfo5-34L-8333 Address 'l
S , 060L 1 G1 w+w-1 0 ato5 - S !A z- b y Application is
hereby made to obtain a permit to do the work iiii Itl' 611ations as indicated. I certify that no work or installation has commenced prior to the issuance of
a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must
be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS,
etc. OWNER'S
AFFIDAVIT: 1 certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and
zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR
IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE
RECORDING YOUR NOTICE OF COMMENCEMENT, NOTICE: In
addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county,
and there may be additional permits required from other governmental entities such as water mane ment districts, state agencies, or federal agencies. Acceptance of
permit is verification that 1 will notify the owner of the property of the req 'rements of Flo ' Li _Law, S 7 Signature of
Owner/Agent Date Si tur of Contrac r/AAgentDate M, t_k1l
2: . -J d Print Owner/Agent'
s Name I Signature of Notary -
State of Florida Date nature of-NotarySta f , ctw$ Owner/Agent
is _
Personally
Known to Me or Contract r/Agent ii, -- Produced ID roduced ID
Ie APPLICATION APPROVED BY: Bldg
3 _ 2Z-0 gZoning: 3ey /tIWed Utilities: Initial & Date) (Initial & Date)
Special Conditions: of oridav[
a.Junr
bV14 Date MY COMMSiON # CC 921808 -
EXPIRES: March 23 7004
Bonded hru eudX! Wac•
y _ • s J)) 6 Q FD:
Initial & Date) (initial &
Date)
ti3e00
i
AM SOUTH SIGNAGE - 3815 Orlando Drive
Sign Dimensions (W x H) Height Sq ft No. Total Square Feet
Monument Sign 12'
Sign Cabinet 4' 7-3/8 " x 5' -1 1/4" 23.55 1 23.55
Reader Board 3' 1/8" x 5' -1 1/4" 15.37 1 15.37
TOTAL FOR GROUND SIGN 38.92
West Elevation
Am South Bank" 18'-9 1/4" x 2' 0" 37.50 1 37.50
North Elevation
Am South Bank" 18'-9 1/4" x 2' 0" 37.50 1 37.50
Instructional Signs
Clearance 9' 6" . 2' x 6" 1.00 1 1.00
Commercial Lane 2' x 6" 1.00 1 1.00
ATMATMATMATMATM 6-1" x 1' 1" 6.59 1 6.59
NOTICE All night Deposits... 7" x 3" 0.15 1 0.15
ATM does not accept... 7" x 3" 0.15 1 0.15
NOTICE 3 Transaction Limit... 7" x 3" 0.15 1 0.15
TOTAL ATTACHED SIGNAGE 75.00
Directional Signs
Enter" 1' S" x 1'5" 2.01 1 2.01
Enter-" 1' 5" x 1'5" 2.01 1 2.01
Exit" 1'5" x 1'5" 2.01 1 2.01
Exit ->" 1'5" x 1'5" 2.01 1 2.01
Drive-Thru Banking ATM..." 1'5" x 1'5" 2.01 1 2.01
All Non -Account Holders 2'4" x 2' 6.67 1 6.67
DO NOT ENTER 1'6" x 1'6" 2.25 1 2.25
TOTAL DRIECTIONAL SIGNAGE 18.95
Store frontage is 65 linear feet (Max for site is 2 x 65 or 130 sq ft) TOTAL 113.92
Ok to install the above signage as shown in attached drawings per Schedule U and P&Z approval subject to:
Freestanding Sign shall meet required setbacks as shown on plans (Min 15' on both ROW's);
Freestanding Sign shall have address parallel to face of the sign;
There shall be no "Am South" identification on any directional or instructional signs;
Freestanding Signs (including directional and instructional signs) shall have required lanscaping per code;
There shall be landscaping installed in the proposed planter box; and
Directional Signs and Ground Signs cannot conflict with underground utitlities.
olt
ature Date
CITY OF SANFORD PERMIT APPLICATION
Permit #: Q)4 — I '113 Date:
Job Address: 3 5 S• t'IrZwi.a o./
Description of Work: t..+STt4t t.A•t r oti G R Mt N v ni\Sc.a ; s\t:t.1
Historic District: Zoning: Value of Work: S Z t 40co • Jc7
Permit Type: Building Electrical _O_ Mechanical Plumbing Fire Sprinkler/Alarm Pool
Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole
Mechanical: Residential Non -Residential
Plumbing/ New Commercial: # of Fixtures
Plumbing/New Residential: # of Water Closets
Occupancy Type: Residential Commercial
Replacement New (Duct Layout & Energy Calc. Required)
of Water & Sewer Lines # of Gas Lines
Plumbing Repair — Residential or Commercial
Industrial Total Square Footage:
Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than x)
Parcel #: (Attach Proof of Ownership & Legal Description)
Owners Name & Address: 'aA F-114, ? O Sox \ \ oo' $ t r-#A . At S'B-LS5
io1 2407.1 i At e.S t Jtt.PrGzSt P2r Phone. Z-o5 - 3L(a.- 5\Zo
Contractor Name & Address: STA RS,t Lnoc..pd , _
tHIJ ber: C S k7= oo \ZoPhone & Fax SS(4 - b1 \ 7toS5 W) - O tac oPhone: _3810-Z90 -ck1 (03
Bonding Company:
Address: nnA
7
LULM
Mortgage Lender:
Address: ";777 --AN
AP@WMnngineer: % S@a-.T wins t =A'= • ..
Phone: 7,
Address: Ito S 40AK R k Cw--M :.may. Fax: W—S- S&R - Za\o
tIiiiiiiWMIVia...,. : •. .. `...
Application is hereby made to obtain a permit to ilb tbe4ork and installations as indicated. 1 certify Ztnork or installation has commenced prior to the
issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate
permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and
AIR CONDITIONERS, etc.
OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating
construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING
TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN
ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT.
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of
this county, and there may be additional permits required from other governmental entities such as water man ement disstrricts, state agencies, or federal agencies.
Acceptance of permit is verification that I will notify the owner of the property of the requ ments of • a L q Law,qA 3. f
1 51 wll CLf
Signature of Owner/Agent Date Signature of Contras or/Agent Date
Print Owner/Agent's Name Print Contractor/Agent's Name ._p
3'e'v
Signature of Notary -State of Florida Date S nature of otary State ofF1' aw- —Dire
td. "° o. JO A,Iid J01{,.50N
o
MY COWUAISSION 9 CC C2I NO
r i EXPIRES: Ii30 23. i'');
Owner/Agent is _ Personally Known to Me or Contractor/Agtriris PersI dKnown.to e r , Produced
ID lfroducedQE APPLICATION
APPROVED BY: Bldg: DE I-Z.-Z'o 7 Zoning: Pukka +J Utilities: Intltal &
Date) (Initial & Date) Special
Conditions: FD:
Initial &
Date) (initial & Date) U3 •
ob
AM SOUTH SIGNAGE - 3815 Orlando Drive
Sign Dimensions (W x H) Height Sq ft No. Total Square Feet
Monument Sign 12'
Sign Cabinet 4' 7-3/8 " x 5-1 1/4" 23.55 1 23.55
Reader Board 3' 1/8" x 5-1 114" 15.37 1 15.37
TOTAL FOR GROUND SIGN 38.92
West Elevation
Am South Bank" 18'-9 1/4" x 2' 0" 37.50 1 37.50
North Elevation
Am South Bank" 18'-9 1/4" x 2' 0" 37.50 1 37.50
Instructional Signs
Clearance 9' 6" 2' x 6" 1.00 1 1.00
Commercial Lane 2' x 6" 1.00 1 1.00
ATMATMATMATMATM 6'-1" x 1' 1" 6.59 1 6.59
NOTICE All night Deposits... 7" x 3" 0.15 1 0.15
ATM does not accept... 7" x 3" 0.15 1 0.15
NOTICE 3 Transaction Limit... 7" x 3" 0.15 1 0.15
TOTAL ATTACHED SIGNAGE 75.00
Directional Signs
Enter" 1'5" x 1'5" 2.01 1 2.01
Enter-" 1' 5" x 1'5" 2.01 1 2.01
Exit" 1'5" x 1'5" 2.01 1 2.01
Exit ->" 1'5" x 1'5" 2.01 1 2.01
Drive-Thru Banking ATM..." 1'5" x 1'5" 2.01 1 2.01
All Non -Account Holders 24" x 2' 6.67 1 6.67
DO NOT ENTER 1'6" x 1'6" 2.25 1 2.25
TOTAL DRIECTIONAL SIGNAGE 18.95
Store frontage is 65 linear feet (Max for site is 2 x 65 or 130 sq ft) TOTAL 113.92
Ok to install the above signage as shown in attached drawings per Schedule U and P&Z approval subject to:
Freestanding Sign shall meet required setbacks as shown on plans (Min 15' on both ROW's);
Freestanding Sign shall have address parallel to face of the sign;
There shall be no "Am South" identification on any directional or instructional signs;
Freestanding Signs (including directional and instructional signs) shall have required lanscaping per code;
There shall be landscaping installed in the proposed planter box; and
Directional Signs and Ground Signs cannot conflict with underground utitlities.
re Date
AdMan—
serivice & lflstallatiofl Specialist
2090 South Nova Road • Unit B-2f8 • Mouth Daytona, FI -VW if f9
POWER OF ATTORNEY
I hereby name and appoint Mr. Michael E. Swart to be my lawful attorney in fact to act
for me and apply to the Gcrldc 5A,.-4Fop c:b Building Dept for the purpose of
obtaining sign permits for work to be performed at a location described as:
Address of Job 35 l 5 S. Q PLLJN+Jao Z'iZ-%JL, , S4v-J'Ro 4 'r-L
Property owner & address r3o,c \ \oc'1.
3 rz,".lc. . A4-. 65z-59
and to sign my name and do all things necessary to this appointment.
Charles R. Bannister - License # ES 12000120
NOTARY State of Florida, County of \j 0111S\,, c,
Sworn to and subscribed before me this day of ,&&by C.haC cA :aolnn S t(
Personally Known OR Produced Identification
Type of Identification P duced (\ CD,r\
NOTARY SIGNA My commission expires
TASHA GALLIMORE
Notary Public, State of Florida
i. ? My comm. expires Aug. 9, 20W
Comm. No. OD 236834
385J290-9763 • Fax (386)756-6710 0 L-Mail: admanslgnWAOL.[OM
AmSouth Bank
Post Office Box 11007
Birmingham, Alabama 35288
205) 326-5120
Ysom0 LETTER OF AUTHORIZATION
To: City of Sanford
Please accept this letter of authority to allow Adman Signs to present an application to the city for a sign
permit for the signage at the AmSouth Bank, located at 3815 S. Orlando Drive, Sanford, FL 32773-
6128.
Thank you
State of:Wo,(,a1'p-,
County of Yf f tAsn,
Before me personally appeared YZ rvit , who, being duly sworn, swears and
affirms that the above information is e t6 the best of his/her knowledge.
Signed and sworn before me this day of eh 2004, and who I personally know
or produced i entificatfion as
N ary Public !'(
Notary Public, J9IesFebIuarI/j8,,-;034County, Alabama
My Corn r:csicn
Scale: 1:32
N9 rL F V/ D DBDD- NN_ -
AMS-24WH-ILRE
Scale: I:16 g _t
4
AMS-ATMW-CAB/REC
T-0"
D CLEARANCE 9'-6"
AMS-CLEAR
Z'-0"
T
Scale: 1.32
1 COMMERCIAL LANE
AMS-COMM
Scale:l:4
7' <
v v .
NOTICE
All night deposits received
after
h
00 a.m. will be processedthenextbusinessday. N
AMS-NIA
This ATM doe
deposits. Deposi
inside the brar
in the night
NOT
Limit three tr
P. customer
or rolled
Double faced monument
with embossed
polycarbonate faces.
Internally illuminated
first surface Amsouth
Blue vinyl.
Copy: Reverse cut out of
blue vinyl to show white
face
Cabinet: Akzo Nobel
Semi -Gloss Black
Four tines of 6"
changeable copy
N _I_I_IIIII-IIIIIIII - '
IIIIIIII IIIIIIII II_ IIIIIIII IIIIIIII
I_I_I__I_I_I_IIIIIIII IIIIIIII,
Grade
8'-3" I
Customer: File Name: AMS10594 Site Sign Famdy Pmduct Descnpbon
Style. Noted IhSite GroupAmSomBANKApprDate04FEB04Sanford
Site# eABy. Proposed Sign Plan
sites 0000
fa
ASPHALT
72.J'
CUSTVERTMON
7 /<
O1 D2
O /
I
1 301 /
COMM
CLEAR
ATM R
wl
STLGREEN SORy
4 ADDRESSESS `B003803
yE/ Q01RE
FFE _ 30. ; EET
49. ,58 .
S 7g430 E
24WH—ILRE
ADDRESS
558
Q
SITE PLAN AUTHORIZATION
AMSOUTH BANK
BR.FL.C.DN.4
SANFORD 17-92
SANFORD, FL
PROPOSED SITE SIGN LAYOUT
SIGN KEY SIGN DESCRIPTION
ASPHALT
CUSTVERTMON CUSTOM VERTICAL MONUMENT SIGN — 12'-0" O.A.H.
24WH—ILRE TWO 2) SET 24" WHITE REMOTE TRANSFORMER CHANNEL LETTERS
ATMR RECESSED ATM (CANOPY) SIGN
INF024 ONE 1) OPTION #1 WALL MOUNTED THUMBPRINT
D2 TWO 2) DIRECTIONAL SIGNS — VARIABLE COPY
DNEW ONE 1) "DO NOT ENTER" WALL MOUNTED
ND ONE 1) NIGHT DEPOSIT STICKER
COMM ONE 1) COMMERCIAL LANE SIGN
ADN ONE 1) ATM DEPOSIT STICKER
CLEAR TWO 2) CLEARANCE SIGNS
LIMTRAN FOUR 4) TRANSACTION LIMIT STICKERS
ADDRESS ONE 1) STREET ADDRESS VINYL
I
I
I
b '
I
SITE PLAN AUTHORIZATION:
ND
DNEW ( 2 )2 3
I I
LIMTRAN I
I
I
ADN S 89'54'47" W 389.63' D&M
I
NAM E TITLE DATE
ADDITIONAL COMMENTS:
NOTE:
All designs and plans indicated on this drawing are the
sole property of The InSite Group, created specifically for
the noted project. Use of these designs or plans for any
purpose other than the intended application shall be
prohibited without the written consent of The InSite Group.
Disclosure of any of the information enclosed within,
without consent of owner, is a violation of intellectual
property and shall not be tolerated.
TITLE:
SITE PLAN AUTHORIZATION
AMSOUT I BANKK
BR.FL.C.DN.4
SANFORD 17192
SANFORD, FL
Drawn By:
TD R
Project Number:
AMS 1 0594
75 Oak Ridge HighwayuEnSiteGrouprice: oxvile, Tennessee 37931
865.342.8333
Image Menegemo tx: 865.539.2810
Date:
02/09/04 Drawing Number:
AMS 1 0594
Sheet Number:
1 of 1
REV DATE DESCRIPTION gy.
REVISIONS
C-4
o_
DO b 0
r7
t BANKNN11 l
r N L LI L1 A1; Ll L1A_Cr.1L1 LAAI
I
i
I-,
B
Un
rn
I
CV
o
I
N
V
o_
I
ELECTRICAL
BY OTHERS
3.25 CU. YD.
CONC. REQ'D.
0
TURN
10 7/16"-
I
DO NOT ATTACH MASONRY
TO SIGN COLUMN. PROVIDE
MINIMUM OF 1/2" CLEARANCE
AROUND COLUMN.
ATTACH CABINET WITH
4) 5/8" A325 BOLTS
TS 5x5x1/4 REMOVABLE CLADDING
REMOVABLE CLADDING
1 -6
MASONRY DESIGN, TIES
SAND DOWELS BY OTHERS
MASONRY DESIGN, TIES
AND DOWELS BY OTHERS
2'-0"
MASONRY BASE DESIGN,
TIES AND DOWELS BY
OTHERS
SEE REBAR
SCHEDULE
I 3'-3" I
REBAR SCHEDULE
SPRFAn FOHNnATmN
10"
7„
1 1 /2"
m
SECTION A -A
3" MIN. COVER
nn NnT WFIn RFRAR
PLACEMENT SIZE SPACING QUANTITY
OVERTURN BOTTOM STEEL 4 18" 6
OVERTURN TOP STEEL 4 18" 6
CROSS STEEL 4 11" 8
3/4" A36
PLATE
3/4" DIA. HOLE
4 PLACES)
3/16"
1 1/2" DIA. ELECTRICAL
ACCESS HOLE
I TS 5x5x1/4
PARTICULAR CARE SHALL BE
TAKEN TO PROVIDE SUFFICIENT
PREHEAT OF THE THICKER
ELEMENT FOR THE SOUNDNESS
OF THE WELD. OTHERWISE, USE
1/4" MIN. WELD.
INSTALLATION ADDRESS:
AMSOUTH BANK
3815 S. ORLANDO DRIVE
SANFORD, FL.
CLIENT:
SIGNAGE SOLUTIONS LLC.
7675 OAK RIDGE HIGHWAY
KNOXVILLE, TN 37931
A Wholly Owned Subsidiary of The InSite Group
7675 Oak Ridge Highway Knoxville, Tenne,eee 37931
865)342-8333• • fox:(865)539-2810
SW. 8Y: PmjeN Number.
1 TDR 111886
Or DATE: Dmwfng Numb r
2 MAR. 3, 2004 B 101 1746
A
it
PROJECT # 11886
March 1, 2004
DRAWING # 0.000
WIND LOAD 22.800 PSF
WIND SPEED 110,000 MPH
COLUMNS 1,000 FBC 2001
ENGINEER DH
OWNER- AMSOUTH BANK
3815 S. ORLANDO DRIVE
SANFORD, FL
CLIENT- THE INSITE GROUP
7675 OAK RIDGE HIGHWAY
KNOXVILLE, TN 37931
SHAPE CENTROID TOTAL
ITEM HEIGHT WIDTH FACTOR HEIGHT AREA FORCE MOMENT
SIGN 7,625 5.104 1.000 3.813 38.919 0.887 3,383
BRICK BASE 1,375 5.104 1.000 0.688 7.018 1.047 4,713
PLANTER 3. 000 8.250 1. 000 1, 500 24.750 1, 612 8,702 NOTES: BRICK SUBGRAD 0. 333 0.000 0.000 0, 167 0.000 1, 612 9.239
AH 12.000
1. Design is based upon 110 mph 3 sec
gust design wind speed per FBC 2001.
COLUMN STRESSES (CODES P=PIPET O=OTHERI T=TUBE) Exposure C.
Sxx COLUMN COLUMN IXX Sxx ACTUAL ALLOWABLE 2. Spread foundation analysis IS based upon
ITEM MOMENT REQ'D DEPTH WALL COLUMN COLUMN STRESS STRESS- a safe vertical SOII bearing pressure min-
SIGN 3.383 1.003 TS2X4 0.188 3.9 1.93 21.035 30.360 imum of 2000 psf. Soil report was not
BRICKBASE 30,
360 furnished. Allowable bearing pressure PLANTERS. 702 BRICK
SUBGRAD 9.239 2,
580 2.
739 5.
000 0, 250 5.
000 0.250 16.
9 16.
9 6.
78 6.
78 15.
407 16.
358 30,360 should be verified prior to placement Of concrete.
Do not place foundation in fill. BOLTCALCULATIONSisxw
i x iifiii 3. Concrete shall be mixed to attain a BOLT
BOLTS/ TENSION/ BOLT ALLOW. ALLOWABLE minimum compressive strength of 3000 gITEMMOMENTSPACINGPLATEBOLTDIAM. STRESS TENSION psi
In 28 days. SIGN
3,383 3.000 4.000 6,766 0,625 44.000 13.499 4. Support members shall be free from PLATE
CALCULATIONS defects and shall meet ASTM A500 iiif
it i iR f)rM Mi iE11[1i grade
B with a minimum yield strength ITEM
TENSION/ MOMENT MOMENT PLATE PLATE PLATE MINIMUM of 46000 SI for tube. Plate and PBOLTARMPLATEWIDTHDEPTHTHICK. THICK. ASTM
A36. SIGN6. 766 1.000 13.532 6.000 6.000 0,750 0.708 angle shall meet 5.
All fasteners shall be zinc coated A325 SPREAD
FOUNDATION (PARTIALLY SUBMERGED) unless otherwise noted. MOMENT
AT GRADE 9.239 TOTAL
FORCE 1,612 kip 6. Welds shall be made with E70xx WEIGSLABHT
OF WIDTHSIGN3,300 9,
000 ft electrodes by persons qualified In SLAB
LENGTH 3,250 ft accordance with AWS standards within SLAB
DEPTH SLAB
WEIGHT 3.
000 10.
425 ft
kip
the past two years. TOTAL
WEIGHT 13.725 kip 7. Steel reinforcingbars shall conform to OVERTURNING
MOMENT FACTOR
OF SAFETY 14.
074 1.
585 ASTM 615 grade 60 with deformations in e =
OTM/WT L/
2 - e 1.
025 0,
600 accordance with ASTM A-305. Welding of SOIL
PRESSURE 2 WT/(e(L/2-e)eWIDTH) 1696 reinforcing
IS prohibited. rohibited. CONCRETE3.250 yd3 EXCAVATION
3.792 yd3 8. This installation Was designed to be MIN..
THICKNESS W/O REBAR SQRT(
Me12e6e1. 7m, 75/(. 178m12mWIDTH) 6.
642 In installed
at the address shown below and ACTUAL
THICKNESS 36.000 In should not be used at other locations BOTTOM
STEEL AREA REQ'D PER FT OF WIDTH 0.025 unless deemed suitable by a competent TOP
STEEL AREA REQ'D PER FT OF WIDTH 0.010 Professional Engineer. LONG
BOTTOM STEEL REBAR SIZE 4.000 WEIGHT
PER FT 0.668 SPACING
18,000 In AREA
PER BAR 0,200 in2 BOTTOM
STEEL AREA REQ'D PER FT OF WIDTH 0.025 AREA
PER FT 0.133 EST
NO. REQ'D 6.000 NUMBER
REQ'D 6.000 LENGTH
2.750 ft WEIGHT
11.022 INSTALLATION ADDRESS: EDGE
9.000 LONG
TOP STEEL REBAR SIZE 4.000 AMSOUTH BANK WEIGHT
PER FT 0.668 SPACING
18.000 In 3815 S. ORLANDO DRIVE AREA
PER BAR 0.200 In2 SANFORD, FL. TOPSTEELAREAREQ'D PER FT OF WIDTH 0.010 AREA
PER FT 0.133 CLIENT: EST
NO. REQ' NUMBER
REQ' DD 000 SOLUTIONS LLC. LENGTH
WEIGHT
7
11.022 ft 7675
OAK RIDGE HIGHWAY EDGE
KNOXVILLE, TN 37931 CROSSSTEELREBARSIZE4.000
4.
000 WEIGHT
PER FT 0' 668 SPACING
11.000 In LENGTH
8.500 ft Y\R ' EST
NO. REQ'D 3.545 w NUMBER
REQ'D 4, 000 re...t • c....ix.r a..>•. EDGE
3.000 in A Wholly Owned Subsidiary of The InSite Group WEIGHT45.424 7675 Oak Ridge 37931 K:(865) ,
TOTALWEIGHT67. 468 42Highway 9-281Tennessee BBS)342-0333 • foz:(885)539-2810 FOUNDATION
WIDTH 9.000 ft SHT.
BY: Prot NumMr FOUNDATION
LENGTH 3.250 ft 2 TDR 111886 OF
DATE: Drawinq Number. 2
MAR. 3, 2004 B 101 1746
DEVELOPMENT FEE WORKSHEET
i CITY OF SANFORD ~
UTILITY - ADMIN.
P. O. BOX 1788
SANFORD', FL 32772-1788
s
Project Name: f-Jr7Soo 7y IJANPT 8/a/o3 Date: Owner/
Contact Person: Phone:
Address:
3,e 0,P0Nac> JP,. Type
of Development: 1)
RESIDENTIAL Type
of Units (single family or
multi -family): Total
Number of Units: Type
of Utility Connection individual
connections or
central water meter & common
sewer tap): Water
Meter Size (3/4", 1",
211, etc.): REMARKS:
2)
NON-RESIDENTIAL sType
of.Units (commercial, industrial,
etc.): Total
Number of Buildings: Number
of Fixture Units each
building): Type
of Utility Connection individual
connections or
central water meter & common
sewer tap): Water
Meter Size (3/411. 1".
211, etc.) REMARKS:
CONNECTION
FEE CALCULATION: REVI
SED ' Gy/
7 l %
z A0
S-v Sow/
o I-7AIC 3so
Name -
Signature - Date. Poc- /,`
C &/ 611
1) water System Impact Fees
Equivalent Residential Connection (ERC) - 300 Gallons Per Day (GPO)
Residential -
650/Unit - Single family structure, or multi -family unit
containing three (3) bedrooms or more.
487.50/Unit - Multi -family unit or Mobile Home unit containing
less than three (3) bedrooms. (This category is
based on judgement/assumption, estimation that
such family units on average require 751 - 225 GPD
of the water and sewer service of an average
single family unit.)
Commercial -
650/ERU - Fixture unit schedule from Southern Plumbing Code
will be used. One ERU will be charged for
connection and up to twenty (2) fixture units.
For projects having more than twenty (20) fixture
units the Impact Fee will be determined by
increments of 251 based on multiples of five (5)
fixture units above the twenty (10) fixture unit
base for the first ERU. (Example: twenty-five
25) fixture units will be rated as 1.25 eru:
twenty-six (26) fixture units will be rated as 1.5
ERU.)
2) Sewer System Impact Fees
Equivalent Residential Connections - 270 Gallons Per Day (GPD)
6411
S
Residential -
1700 Unit - Single family structure, or multi -family unit
containing three (3) bedrooms or more.
1275/Unit - Multi -family unit or Mobile Nome unit containing
less than three (3) bedrooms. (This category is
based on judgement/assumption/estimation that such
family units on average require 75% of water and
sewer service of an average single family unit.)
Commercial - Industrial - Institutional
1700/ERU - Fixture unit schedule from Southern Plumbing Code
will be used. One ERU will be charged for
connection and up to twenty (20) fixture units.
For projects having more than twenty (20) fixture
units the Impact Fee will be increments of 251
based on multiples of five (5) fixture units above
the twenty (20) fixture unit base for the first
ERU. (Example: twenty-five (25) fixture units
will be rated as 1.25 ERU; twenty-six (26) fixture
units will be rated as 1.5 ERU.)
TABLE 709.1
DRAINAGE FIXTURE UNITS FOR FIXTURES AND GROUPS
FIXTURE TYPE
DRAINAGE FIXTURE UNIT VALUE
AS LOAD FACTORS MINIMUM SIZE OF TRAP (Inches)
Automatic clothes washers, commercial' 3 2
Automatic clothes washers, residential 2 2 j!
Bathroom group consisting of water closet, lavatory, bidet and
bathtub or shower
6
Bathtub (with or without overhead shower or whirlpool
attachments)
2 I /2
Bidet 2 11/4
Combination sink and tray 2 11/2
Dental lavatory ' 1 1 /4
Dental unit or cuspidor 1 1 /4
Dishwashing machine a domestic 2 2
Drinking fountain 2 X _ 1 /4
Emergency floor drain 0 2
Floor drains 2 —. (o 2
Kitchen sink, domestic 2 1 /2
Kitchen sink, domestic with food waste grinder and/or dishwasher 2 1 /2
Laundry tray (1 or 2 compartments) 2 l /2
Lavatory 1 _ 4
Shower compartment, domestic 2 2
Sink 2Wj 1 /2 1
Urinal 4 Footnote d
Urinal, 1 gallon per flush or less 2e Footnote d
Wash sink (circular or multiple) each set of faucets 2 11/2
Water closet, flushometer tank, public or private 4e Footnote d
Water closet, private installation 4 Y 1 7-- Footnote d
Water closet, public installation 6 Footnote d
For 51: 1 inch = 25.4 mm, 1 gallon = 3.785 L.
a For traps larger than 3 inches, use Table 709.2.
b A showerhead over a bathtub or whirlpool bathtub attachments does not increase the drainage fixture unit value.
e See Sections 709.2 through 709.4 for methods of computing unit value of fixtures not listed in Table 709.1 or for rating of devices with intermittent flows.
d Trap size shall be consistent with the fixture outlet size.
For the purpose of computing loads on building drains and sewers. water closets or urinals shall not be rated at a lower drainage fixture unit unless the lower values
are confirmed by testing.
TABLE 709.2
DRAINAGE FIXTURE UNITS FOR FIXTURE DRAINS OR TRAPS
For St: 1 inch = 25.4 nun. -
FIXTURE DRAIN OR TRAP SIZE
Inches) DRAINAGE FIXTURE UNIT VALUE
1114 1
1 /2 2
2 3
2112 4
3 s
4. 6 Standard Plumbing CodeiA99
12/04/03 SEMINOLE COUNTY GOVERNMENT - PERMIT FEES RRECEIPTPT #
13:33:27
APPL # 03-10001035 PERMIT # 6282
OWNER: LOT #: IJOBADDRESS: *CITY UNASSIGNED NORTH
SCI ROAD ARTERIALS
SCI ROAD COLLECTORS NORTH
TOTAL FEES DUE ..............
119E7.92 .00
4450.30 .00 I
AMOUNT-RECEIV-EU.._._._._._ _ _._ 26438.22 .. • I_
DEPOSITS NON-REFUNDABLE *
THERE IS A PROCESSING FEE RETAINAGE FOR ALL REFUNDS ** I
COLLECTED BY: BDDB03
CHECK NUMBER..........
CASH/CHECK AMOUNTS...:
21987.92
4450.30
26438.22
BALANCE DUE......... 00
000000020707
26438.22 I
COLLECTED FROM: CBRE CORP FACILITIES
q _ FINANCEIDISTRIBUTION.........: 1 - COUNTY 2 - CUSTOMER 3 -
1
I
I
I "
It . .4
1
CITY OF SANFORD PERMIT APPLICATION
Permit # Date: TT
p
Job Address: 3 0 /S (r%-Z- /
Description of Work: a'tSrr 1. .?r _ I , T l Iti Lir, /N f
Historic District:! Zoning: SL Value of Work: $
Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool
Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole
Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required)
Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines
Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial
Occupancy Type: Residential Commercial X Industrial Total Square Footage: _, , - .
Construction Type: # of Stories: /_ # of Dwelling Units: i Flood Zone: _ ' (FEMA fol tni, requuirred for other than X)
Parcel #: (Attach Proof of Ownership & Legal Description)
Owners Name & Address: &"4 t L L
r ..a
Phone: --'
Contractor Name & Address:
L)
2Y-e4-
State License Number.
iA J
Phone & Fax: 7/ / L' Contact Person: / / Phone:` /
Bonding Company: /! - f [ ,ti /L/ f I r/ iy YOfT 7IDID r
Address
Mortgage Lender:
Address:
Architect/Engineer:
Address:
G-G <:- Phone:
Fax: /C - % - %
Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the
issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate
permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and
AIR CONDITIONERS, etc.
OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating
construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING
TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN
ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT.
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of
this county, and there may be additional permits required from other governmental entities suSh.& water management districts, state agencies, or federal agencies.
Acceptance of perrm is verification that I will notify the owner of the property of the
Signature ofOwner/Agetu \ Date
MY COMMISSION # DD 164280
EXPIRES: November 12, 20M
Is elt8 OPyN#f8Wi fS'Me or
I D ! ..
of r' I La
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3.
o O tn• ' G. W
aft
CC:,d
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Contractor/Agent is Persona I r nownown
tom
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Produced ID
nn 6_„gr
APPLICATION APPROVED BY: Bldg: Z. 0 ' Zoning: +--FI 3 Utilities:
Initial & Date) (Initial & Date)
Special Conditions:
a
Initial & Date)
FD:
Initial & Date)
40,
INTEPPLAN
BILL TomALA
PROGRAM MANAGER
SITE DEVELOPMENT SERVICES
BTOMALApINTERPLANORLANDO.COM
ARCHITECTURE / ENGINEERING
INTERIOR DESIGN
PROJECT MANAGEMENT
933 LEE ROAD FIRST FLOOR
ORLANDO. FLORIDA 32810
PH 407.645.5008
FX 407.629.9124
AA 003420 CA 8660
W WW.INTERPLANORLANDO.COM
ORLANDO DALLAS CHICAGO
d*vaapmenf servlc" fa repauranf, refall, NotpBalMy and commerdol pra0rorn,
Seihinole 0ounty Property Appraiser Get Information by Parcel Number Page 1 of 1
PARCEL DETAIL t < 0 '
sel unty
ifoprlt l orarr 4'', .
cAfryIttt-
I11019. f+1rs1,l. WOODSON
Sanford tl. 32771
GENERAL 2003 WORKING VALUE SUMMARY
14-20-30-507- S4-SANFORD 17-92ParcelId: Tax District:
Value Method: Market
0000-0020 REDVDST Number of Buildings: 0
Owner: LAKE MARY Exemptions: Depreciated Bldg Value: $0
BLVD 17-92 LC Depreciated EXFT Value: $0
Own/Addy: C/O CHARLES WAYNE PROP INC Land Value (Market): $449,536
Address: 1030 W INTL SPEEDWAY BLVD Land Value Ag: $0
City,State,ZipCode: DAYTONA BEACH FL 32114 Just/Market Value: $449,536
Property Address: ORLANDO DR Assessed Value (SOH): $449,536
Facility Name: Exempt Value: $0
Dor: 10-VAC GENERAL-COMMERCI Taxable Value: $449,536
SALES 2002 VALUE SUMMARY
Deed Date Book Page Amount Vac/Imp 2002 Tax Bill Amount:
ind Comparable Sales within this DOR Code 2002 Taxable Value:
LAND LEGAL DESCRIPTION PLAT
Land Assess Method Frontage Depth Land Units Unit Price Land Value LOT 2 LAKE MARY BLVD/17-92 COMMERCIAL
SQUARE FEET 0 0 56,192 8.00 $449,536 1 SUBDIVISION PB 62 PGS 35 - 37
NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem
tax purposes.
If you recently purchased a homesteaded property our next ear's property tax will be based on Just/Market value.
http://www.scpafl.org/pls/web/re_web.seminole_county_title?PARCEL=1420305070.../17-9 7/30/2003
S(WRER CONSTRUCTION 8 ENGINEERING OF CENTRAL FLORIDA, INC.
LIMITED POWER OF ATTORNEY '
I hereby name and appoint rjel 6rAy,pM}-/,1 of SCHERER CONSTRUCTION &
ENGINEERING of CENTRAL, LLC. to be my lawful attorney in fact to act for me and
apply to (-4 Q r S;9n4rd for all documents and to sign my name and do all
things necessary to this appointment.
Clark L. KEATOR II
and License #)
Si nature of Contractor)
STATE OF FLORIDA
COUNTY OF ORANGE
CGCO14319
Acknowledged before me this _Q day of (z4eh btll- , 20 d3 personally
appeared, Clark Keator who is personally known to me. He has acknowledged to me and before
me he executed such instrument for the purpose therein expressed.
776,— n1(
Notary Public
My commission expires:
00 N Stephanie Shields
My Corrriesion CC967994
N;
tn
f Expires September 19, 2004
Replyto:
CORPORATEHEADOIUARTERS ORLANDO GAINESVRIE ATLANTA MACON
2152141h Circle North
St. Petersburg, FL 33713
1525 E. Amelia Street
Orlando, FL 32803
2501 NW 66th Court
Gainesville, FL 32653
5115 Old Ellis Pointe
Roswell, GA 30076
2942 Vineville Avenue
Phone: (727)321.8111•(800)741-3188 Phone: (407) 894-7661 Phone: (352) 371-1417 Phone: (770) 754-1124
Macon, GA 31204
Phone: (912)742.3434FAX: (727) 327-1803
CGCO28674
FAX: (407) 894-0107 FAX: (352)338.1018 FAX: (770) 754-1125 FAX: (912)731.1098
CGCO14319 CGCO57622 CGCO28674
CITY OF SANFORD FIRE DEPARTMENT
FEES FOR SERVICES
PHONE # 407-302-1091 * FAX #: 407-330-5677
DATE:A PERMIT #: -
BUSINESS NAME / PROJECT:
ADDRESS: 0
PHONE NO.Q 62 roq, FAX NO.y07
CONST. INSP. [) C / O INSP.:[ ] REINSPECTION [) PLANS REVIEWF. A. [ ] F.S. [ ) HOOD [ ] PAINT BOOTH [ 1 BURN PE_ IT [ ]
TENT PERMIT k ] TANK PERMIT [ ] OTHER
4A I Aq 72
Address / Bldg. # / Unit # Square Footage Fees per Bldg. / Unit
1.
2.
3.
4.
5.
6.
7.
8.1
9.
10.
11,
12.
13.
14.
15.
16.
17.
18.
19.
20.
Fees must be paid to Sanford Building Department, 300 N. Park Ave., Sanford, FI. 32771 Phone # -407-
330-5656. Proof of Payment must be made to Fire Prevention division before any further services can take
place. I certify that the above is true and correct and that I
will co m I with all applicable codes and ordinances
e City f Sanfo , Florida.
i
BP200I03 CITY OF SANFORD 12/04/03
Application Inquiry Fees 11:28:16
Application nbr 04 00000467
Property . . . . 3815 ORLANDO DR
Fee
Class/Type/Description Trans amt Amt due Struct Permit Insp
A AF O1-APPLCTN FEE -BUILDING 10.00 10.00
A FN O1-FIRE IMPACT - NONRES 189.26 189.26
A F1 01-FIRE INSPECT -NEW CONST 109.72 109.72
P PF O1-PERMIT FEES 1955.00 1955.00 000000 BLCA00
A PN O1-POLICE IMPACT - NONRES 1206.92 1206.92
A RA O1-RADON GAS TAX FEE 27.43 27.43
A SC O1-RECOVERY FD/CERT. PGM. 27.43 27.43
A U3 WD IMPACT:COMMERCIAL 650.00 650.00
A U6 SD IMPACT:COMMERCIAL 1700.00 1700.00
Bottom
Total due: 5875.76
Press Enter to continue.
F3=Exit Fll=Change view F12=Cancel F10=Amt billed
w 1 f 110 ! L Z 1
Al
f
1 r
This instru—ent.prepared by:
Name: Mike Keating
Address: c/o AmSouth 70 N. Baylen Street, 3rd, Pensacola, FL 32504
Permit No. Folio No.
NOTICE OF COMMENCEMENT
State of Florida
County of Seminole
The undersigned hereby gives notice that improvement will be made to certain
real property, and in accordance with Chapter 713, Florida Statutes, the following
information is provided in this Notice of Commencement.
Property Legal Description: _Lot _Unit
Subdivision/Condominium
Block _Bldg.
X ) Lengthy Legal, please see description attached hereto.
MA YANNE HORSE, CLERK OF CIRCUIT COURT
INME COUNTY
H
E133 PGS0909-0910 C
ES 0 2003220693 RE
12/12/2003 10:3268 AM RECORDINS
FEES 10.56 RECORDED
BY L ftinIty CERTIFIED
COPY MARYANNE
MORSB. JERK
OF CIRCUIT C UiiA LE
COUN FL I11A OWL=
Cum DEC
12 2003 2.
General Description of Improvement: AmSouth Bank located at Sanford 17-92, Orlando, FL. Property
Owner Name: Mailing
Address: And
interest in property: Name/
mailing address of
fee simple title holder other
than owner: AmSouth
Bank 3000
Galleria Tower, Suite 1600, Birmingham, AL 35244 Fee
Simple 5.
Contractor na Scherer Construction Address: \
Z 1525 East Amelia, Orlando, FL 32803 Phone
number: (407)894-7661 Fax#: (407)894-0107 If
Surety Bond, Name: N/A And
address of Surety: N/A And
amount of Bond: $ N/A Phone
Number: N/A Fax#: N/A 6
Lender Name: N/A Address:
N/A Phone
number: N/A Fax#: 7.
Persons within the State of Florida (names and addresses) designated by property owner upon whom Notices or other documents may
be served as provided by Section 713.13(1)(A)7., Florida Statutes: Name:
Mike Keating Address:
c/o AmSouth 70 N. Baylen St., 3rd, Pensacola, FL 32504 Phone
number: 850444-1240 (Fax) 850444-1640 8.
In addition to himself, Owner designates the following person(s) to receive a copy of the Leinor's Notice as provided
by Section 713.13(1)(B)Florida Statutes. N/A 9.
Expiration date of this Notice: Owner:
Owner'
s Signature: Printed
Name: G SWORN
TO AND SUBSCRIBED before me Expires
one year from date recorded unless a different date is specified) of
KIO eVl bV , 2003, by: Personally
known to me or produced as identification. Notary
Signature l 1 / r Notary Public, Jefferson County, Alab:m3 Printed
Name: My commission expires: MY 0omn'!n ion Fxpires February 18, 2004 Val:,.
i
o• : > i
l I> 1. Return
recorded document to: Name:
Address:
Space
above this line reserved for use of the recording off ce
4; .. .
Exhibit "A"
Lot 2, LAKE MARY BLVD 17-92 COMMERCIAL SUBDIVISION, according to the map or plat
thereof as recorded in Plat Book 62, Pages(s) 35 through 37, Public Records of Seminole
County, Florida.
ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION
Florida Department of Community Affairs
EnergyGauge FlaCom v1.22 FORM 40OA-2001
Whole Building Performance Method for Commercial Buildings
Jurisdiction: SANFORD, SEMINOLE COUNTY, FL (691500)
Short Desc: 2002.0721 Project: Am South Bank
Owner: .--
Address: ---
U.S. 17/92 @ Lake Mary Blvd.
City: Sanford
State: Florida
Zip: 0
Type: Office (Business)
Class: New Finished building
PermitNo: 0--
Storeys: 1
GrossArea: 3612
Net Area: 3612
Max Tonnage: 10 (if different, write in)
Compliance Summary
Component Design Criteria Result
Gross Energy Use 69.40 100.00 PASSES
Other Envelope Requirements - A PASSES
LIGHTING CONTROLS
EXTERNAL LIGHTING
HVAC SYSTEM
PLANT
WATER HEATING SYSTEMS
PIPING SYSTEMS
Met all required compliance from Check List?
PASSES
PASSES
PASSES
PASSES
PASSES
PASSES
Yes/No/NA
IMPORTANT NOTE: An input report Print -Out from EnergyGauge FlaCom of
this design building must be submitted along with this Compliance Report.
PANSY . Cl Tr OF SA EA
i160R®
0
RSG 1p03
p G
5/6/2003 EnergyGauge FlaCom FLCCSB v1.22 1
COMPLIANCE CERTIFICATION:
I hereby certify that the plans and Review of the plans and specifications covered by this
specifications covered by this calculation are calculation indicates compliance with the Florida Energy
in compliance with the Florida Energy Code. Before construction is completed, this building will be
Efficiency Code. n '
inspected for compliance in accordance with Section
it 553.908, F.S.
PREPARED BY:
DATE:
I hereby certify thakthkbuildWig is in compliance
with the Florida EneloylEfficiency Code.
OWNER AGENT;
DATE:
BUILDING OFFICIAL:
DATE:
If required by Florida law, I hereby certify (') that the system design is in REGISTRATION
compliance with the Florida Energy Code. No.
ARCHITECT • David Boyce FL AR-11595
ELECTRICAL SYSTEM DESIGNER: Francois Trahan FL 0019197
LIGHTING SYSTEM DESIGNER: Francois Trahan FL 0019197
MECHANICAL SYSTEM DESIGNER: Francois Trahan FL 0019197
PLUMBING SYSTEM DESIGNER: Francois Trahan FL 0019197
Signature is required where Florida Law requires design to be performed by registered design professionals.
Typed names and registration numbers may be used where all relevant information is contained on signed/sealed
plans.
10/3/2002 EnergyGauge FlaCom FLCCSB v1.22 2
Project: 2002.0721
Title: Am South Bank
Type: Office (Business)
Location: SANFORD, SEMINOLE COUNTY, FL (691500)
WEA File: Orlando.TMY)
Whole Building Compliance
Design Reference
Total 69.40 100.00
ELECTRICITY 69.40 100.00
AREA LIGHTS 19.23 19.97
MISC EQUIPMT 5.42 5.42
SPACE COOL 17.04 24.71
SPACE HEAT 4.00 3.97
VENT FANS 23.70 45.92
Credits & Penalties (if any): Modified Points: = 69.4 PASSES
Project: 2002.0721
Title: Am South Bank
Type: Office (Business)
Location: SANFORD, SEMINOLE COUNTY, FL (691500)
WEA File: Orlando.TMY)
Other Envelope Requirements
Item Zone Description Design Limit Meet Req.
zone 1 roof zone I Exterior Roof - Max Uo Limit 0.05 0.09 Yes
zone 2 roof zone 2 Exterior Roof - Max Uo Limit 0.05 0.09 Yes
roof zone 3 Exterior Roof - Max Uo Limit 0.05 0.09 Yes
Meets Other Envelope Requirements
5/6/2003 EnergyGauge FlaCom FLCCSB v1.22
Project: 2002.0721
Title: Am South Bank
Type: Office (Business)
Location: SANFORD, SEMINOLE COUNTY, FL (691500)
WEA File: Orlando.TMY)
External Lighting Compliance
Description Category Allowance Area or Length ELPA CLP
W/Unit) or No. of Units (W) (W)
Sgft or ft)
Ext Light 1 Exit (with or without Canopy) 25.00 10.0 250 160
Design: 160 (W) PASSES
Allowance: 250 (W)
Project: 2002.0721
Title: Am South Bank
Type: Office (Business)
Location: SANFORD, SEMINOLE COUNTY, FL (691500)
WEA File: Orlando.TMY)
Lighting Controls Compliance
Acronym Ashrae Description Area No. of Design Min Compli-
ID sq.ft) Tasks CP CP ance
Bank 54 Bank - Banking Activity Area 2,436 1 7 5 PASSES
computer room 36 Common Activity Areas - 116 1 2 2 PASSES
Computer/Office Equipment
bank 53 Bank - Customer Area 1,060 1 2 2 PASSES
PASSES
5/6/2003 EnergyGauge FlaCom FLCCSB v1.22
Project: 2002.0721
Title: Am South Bank
Type: Office (Business)
Location: SANFORD, SEMINOLE COUNTY, FL (691500)
WEA File: Orlando.TMY)
System Report Compliance
AHU-1/CU- System 1 Packaged Terminal Systems No. of Units
1 1
Component Category Capacity Design Eff Design IPLV Comp-
Eff Criteria IPLV Criteria fiance
Cooling System PTAC > 15000 Btu/h 10.00 7.60 PASSES
Cooling Mode)
Heating System PTAC > 13000 Clg Cap 3.00 2.50 PASSES
HeatingMode) Air
Handling Air Handler (Supply) - 0.53 0.80 PASSES System -
Supply Constant Volume AHU-
2/CU- System 2 Packaged Terminal Systems No. of Units 2
1 Component
Category Capacity Design Eff Design IPLV Comp- Eff
Criteria 1PLV Criteria liance Cooling
System PTAC > 15000 Btu/h 10.00 7.60 PASSES Cooling
Mode) Heating
System PTAC > 13000 Clg Cap 2.50 2.50 PASSES Heating
Mode) Air
Handling Air Handler (Supply) - 0.28 0.80 PASSES System -
Supply Constant Volume AHU-
3/CU- System 4 Packaged Terminal Systems No. of Units 3
1 Component
Category Capacity Design Eff Design IPLV Comp- Eff
Criteria IPLV Criteria fiance Cooling
System PTAC > 15000 Btu/h 10.00 7.60 PASSES Cooling
Mode) Heating
System Electric Furnace 1.00 1.00 PASSES Air
Handling Air Handler (Supply) - 0.13 0.80 PASSES System -
Supply Constant Volume PASSES
5/
6/2003 EnergyGauge FlaCom FLCCSB v1.22
Plant Compliance
Description Installed
No
Size Design Min Design Min
Eff Eff IPLV IPLV
Category Comp
liance
None
Project: 2002.0721
Title: Am South Bank
Type: Office (Business)
Location: SANFORD, SEMINOLE COUNTY, FL (691500)
WEA File: Orlando.TMY)
Water Heater Compliance
Description Type Category
Design
Eff
Min Design Max Comp
Eff Loss Loss liance
Water Heater 3 Storage Water Heater - <=120 [gal] & <= 0.90
Electric 12 [kW]
0.89 PASSES
PASSES
Project: 2002.0721
Title: Am South Bank
Type: Office (Business)
Location: SANFORD, SEMINOLE COUNT
Piping System Compliance
Category Pipe Dia Is Operating Ins Cond Ins Req Ins Compliance
inches] Runout? Temp [Btu-in/hr Thick [in] Thick [in]
F] .SF.F]
Domestic and Service Hot Water 0.75 False 105.00 0.28 2.00 1.33 PASSES
Systems
PASSES
5/6/2003 EnergyGauge FlaCom FLCCSB v1.22
Project: 2002.0721
Title: Am South Bank
Type: Office (Business)
Location: SANFORD, SEMINOLE COUNT
Other Required Compliance
Category Section Requirement (write N/A in box if not applicable) Check
Infiltration 406.1 Infiltration Criteria have been met M
System 407.1 HVAC Load sizing has been performed ID
Ventilation 409.1 Ventilation criteria have been met M
ADS 410.1 Duct sizing and Design have been performed 0
T & B 410.1 Testing and Balancing will be performed
Electrical 413.1 Metering criteria have been met ID
Motors 414.1 Motor efficiency criteria have been met El
Lighting 415.1 Lighting criteria have been met 0
O & M 102.1 Operation/maintenance manual will be provided to owner
Roof/Ceil 404.1 R-19 for Roof Deck with supply plenums beneath it
Report 101 Input Report Print -Out from EnergyGauge F1aCom attached?
5/6/2003 EnergyGauge FlaCom FLCCSB v1.22 7
ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION
Florida Department of Community Affairs
EnergyGauge FlaCom v1.22
INPUT DATA REPORT
Proiect Information
Project Name: 2002.0721 Orientation: North
Project Title: Am South Bank Building Type: Office (Business)
Address: U.S. 17/92 @ Lake Mary Blvd. Building Classification: New Finished building
No.of Storeys: 1
State: Florida
Zip: 0 GrossArea: 3612
Owner:
Zones
No Acronym Description Type Load Profile Area Multiplier Total Area
lstl Istl
1 zone 1 --- CONDITIONED Uses Building Load 2436.0 1 2436.0
Profile
2 zone 2 Zone 2 CONDITIONED Uses Building Load 116.0 1 116.0
Profile
3 zone 3 Zone 3 CONDITIONED Uses Building Load 1060.2 1 1060.211JiProfile
5/6/2003 EnergyGauge FlaCom FLCCSB v1.22 1
No Acronym Description
In Zone: zone 1
1 Bank Drive Thru Bank
In Zone: zone 2
1 computer roo Zo0Spl
In Zone: zone 3
1 bank ahu-2
No Type
Spaces
Type Depth
ft]
Bank - Banking Activity 60.00
Area
Common Activity Areas - 10.00
Computer/Office Equipment
Bank - Customer Area 60.00
In Zone: zone 1
In Space: Bank
1 Recessed Fluorescent - No vent
2 Recessed Fluorescent - No vent
3 Recessed Fluorescent - No vent
4 Recessed Fluorescent - No vent
5 Recessed Fluorescent - No vent
6 Recessed Fluorescent - No vent
7 Recessed Fluorescent - No vent
r
In Zone:. zone 2
In Space: computer room
1 Compact Fluorescent
In Zone: zone 3
In Space: bank
Width Height Multi Total Area Total Volume
ft] ft] plier sf] cf]
40.60 8.00 1 2436.0 19488.0
11.60 10.00 1 116.0 1160.0
17.67 8.00 1 1060.2 8481.6
Lighting
Power
W]
Control Type No.of
Ctrl pts
1000.00 Central control 1
1000.00 ManualOn/Ofi 1
1000.00 ManualOn/Of)' 1
1000.00 ManualOn/Of 1
1000.00 ManualOn/Of 1
1000.00 ManualOn/Ofi 1
485.00 ManualOn/Ofi 111
290.00 ManualOn/Of 2
5/6/2003 EnergyGauge FlaCom FLCCSB v1.22 2
I Recessed Fluorescent - No vent 1150.00 Manual On/Off 2
Walls
No Description Type Width H (Effec) Multi Area DirectionConductance Heat Dens. R-Value
ft] ft] plier sf] Btu/hr. sf. F] Capacity lb/cf] b.sf.FBtu]
Btu/sf.F)
In Zone: zone 1
1 north wall 4" Brick /2x4@16" 25.00 10.00 1 250.0 North 0.1043 8.9821 67.36 9.59
oc+R11Batt/0.5"
Gyp
2 west wall 4" Brick /2x4@16" 46.00 10.00 1 460.0 West 0.1043 8.9821 67.36 9.59
oc+Rl l Batt/0.5"
Gyp
3 south wall 4" Brick /2x4@16" 53.00 10.00 1 530.0 South 0.1043 8.9821 67.36 9.59
oc+Rl lBatt/0.5"
Gyp
4 4" Brick /2x4@ 16" 29.70 10.00 1 297.0 NorthWes 0.1043 8.9821 67.36 9.59
oc+R11Batt/0.5" t
Gyp
5 PrOZo 1 Wa6 0.75 in. stucco, 23.00 10.00 1 230.0 North 0.1118 1.1829 14.94 8.94
2x4x16" oc,
R11Batt, 0.5 in. gyp
In Zone: zone 2
1 Pr0Zo2Wa1 4" Brick /2x4@ 16" 10.00 9.00 1 90.0 South 0.1043 8.9821 67.36 9.59
oc+Rl 1Batt/0.5"
Gyp
In Zone: zone 3
1 east wal l 4" Brick /2x4@16" 64.00 10.00 1 640.0 East 0.1043 8.9821 67.36 9.59
oc+R 11 Batt/0.5"
Gyp
2 north wall 0.75 in. stucco, 18.00 10.00 1 180.0 North 0.0838 11.2245 50.24 11.94
2"styro,8"CMU,lx2
x24"oc,airspace,
5/6/2003 EnergyGauge FlaCom FLCCSB v1.22
Windows
No Description Type Shaded UCen SC Vis.Tr W H (Effec) Multi Total Area
Btu/hr sf F] ft] [ft] plier [sf]
In Zone: zone 1
In Wall: North wall
1 north window SINGLE CLEAR No 1.0018 0.95 0.88 8.00 9.00 2 144.0
In Wall: Northwest Wall
1 PrOZo1Wa5Wi1 SINGLE CLEAR No 1.0018 0.95 0.88 23.25 8.00 1 186.0
2 PrOZo1Wa5Wi2 SINGLE CLEAR No 1.0018 0.95 0.88 7.00 3.00 1 21.0
In Wall: West walls
2 PrOZo1Wa2Wi2 SINGLE CLEAR No 1.0018 0.95 0.88 8.00 9.00 2 144.0
In Zone: zone 3
In Wall: East wall
1 PrOZo3Wa1Wi1 SINGLE CLEAR Yes 1.0018 0.95 0.88 10.50 3.00 1 31.5
Doors
No Description Type Shaded? Width H (Effec) Multi Area Cond. Dens. Heat Cap. R-Value
ft] [ft] plier sf] [Btu/hr. sf. F] [lb/cf) [Btu/sf. F] [h.sf.FBtu]
In Zone: zone 1
In Wall: South wall
1 PrOZol Wa3Drl Aluminum door, No 3.00 7.00 2 21.0 0.1919 43.67 0.53 5.21
1.25 in.
polystyrene
Roofs
No Description Type Width H (Effec) Multi Area Tilt Cond. Heat Cap Dens. R-Value
ft] IN plier sf] deg] [Btu/hr. SE F] Btu/sf. F) [Ib/cf] (h.sf.FBtu]
In Zone: zone 1
1 single roof Conc Tile/l/2"WD 60.00 41.00 1 2460..0 0.00 0.0474 2.15 16.45 21.12
Decic/WD
Tnrss/6"Batt/Gyp
In Zone: zone 2
5/6/2003 EnergyGauge FlaCom FLCCSB v1.22
I PrOZo2Rf1 Conc Tile/l/2"WD 11.60 10.00 1 116.0 0.00 0.0474 2.15 16.45 21.12
Deck/WD
Truss/6"Batt/Gyp
In Zone: zone 3
1 ahu-2 Conc Tile/1/2"WD 17.67 60.00 1 1060.2 0.00 0.0474 2.15 16.45 21.12
Deck/WD
Tnms/6"Batt/Gyp
Skylights
No Description Type UCen Shading Vis.Trans W H (Effec) Multiplier Area Total Area
Btu/hr sf F] Coeff ft] [ft] Sf] M
In Zone:
In Roof:
Floors
No Description Type Width H (Effec) Multi Area Cond. Heat Cap. Dens. R-Value
IN ft] plier sf] [Btu/hr. sf. F] [Btu/sf. F] [Ib/cf] h.sf.FBtu]
In Zone: zone 1
1 slab on grade Concrete floor, 60.00 40.70 1 2442.0 0.5987 9.33 140.00 1.67
carpet and rubber
pad
In Zone: zone 2
1 PrOZo2F11 Concrete floor, 11.60 10.00 1 116.0 0.5987 9.33 140.00 1.67
carpet and rubber
pad
In Zone: zone 3
1 PrOZo3Fl1 Concrete floor, 17.67 60.00 1 1060.2 0.5987 9.33 140.00 1.67
carpet and rubber
pad
Systems
5/6/2003 EnergyGauge FlaCom FLCCSB v1.22
AHU-1/CU-1 System 1 Packaged Terminal Systems No. Of Units 1
Component Category Capacity Efficiency IPLV
1 Cooling System (PTAC > 15000 Btu/h (Cooling 121000.00 10.00
Mode))
2 Heating System (PTAC > 13000 Clg Cap (Heating 77100.00 3.00
Mode))
3 Air Handling System -Supply (Air Handler (Supply) - 4205.00 0.53
Constant Volume)
AHU-2/CU-2 System 2• Packaged Terminal Systems No. Of Units 1
Component Category Capacity Efficiency IPLV
1 Cooling System (PTAC > 15000 Btu/h (Cooling 60000.00 10.00 ID
Mode))
2 Heating System (PTAC > 13000 Clg Cap (Heating 77200.00 2.50
Mode))
3 Air Handling System -Supply (Air Handler (Supply) - 2000.00 0.28
Constant Volume)
AHU-3/CU-3 System 4 Packaged Terminal Systems No. Of Units 1
Component Category Capacity Efficiency IPLV
1 Cooling System (PTAC > 15000 Btu/h (Cooling 17000.00 10.00
Mode))
2 Heating System (Electric Furnace) 1.00 1.00
3 Air Handling System -Supply (Air Handler (Supply) - 800.00 0.13
Constant Volume)
Plant
Equipment Category Size Inst.No Eff. IPLV
5/6/2003 EnergyGauge FlaCom FLCCSB v1.22
Water Heaters
W-Heater Description Capacit Cap.Unit I/P Rt. Efficienc Loss
1 Storage Water Heater - Electric 30 Gal 2 [kW] 0.9000 [EF] [%/hr]
Ext-Lighting
Description Categories. Area/Len/No. of units
sf/ft/No]
Wattage
W]
1 Ext Light 1 Exit (with or without Canopy) 10.00 160.00
Piping
No Type
Operating Insulation
Temperature Conductivity
F] [ Btu-in/h.sf.Fl
Nomonal pipe
Diameter
inl
Insulation Is Runout?
Thickness
in]
1 Domestic and Service Hot Water Systems 105.00 0.28 0.75 2.00 No
Fenestration Used
Name Glass Type No. of
Glass
SC VLT
Frame Frame
Panes
Conductance Conductance Absorptance
Btu/h.sf.Fl [Btu/h.sf.F]
ApLbWndl SINGLE CLEAR 1 1.0018 0.9500 0.8810 0.4340 0.7000
5/6/2003 EnergyGauge FlaCom FLCCSB v1.22 7
Materials Used
Only R-Value RValue Thickness Conductivity Density SpecificHeat
Mat No Acronym Description
Used h.sLFBtuJ ftJ Btu/h.ft.FJ lb/cfJ Btu/lb.FJ
18 Madl8 2 in. Wood No 2.3857 0.1670 0.0700 37.00 0.3900
264 Matl264 ALUMINUM, 1/16IN No 0.0002 0.0050 26.0000 480.00 0.1000
214 Mat1214 POLYSTYRENE, EXP., No 5.2100 0.1042 0.0200 1.80 0.2900
1-1/4IN,
187 Mati187 GYP OR PLAS No 0.4533 0.0417 0.0920 50.00 0.2000
BOARD,1/21N
206 Mat1206 CELLULOSE,FILL,5.5IN,R- No 20.8318 0.4583 0.0220 3.00 0.3300
20
151 Madl51 CONC HW, DRD, 140LB, No 0.4403 0.3333 0.7570 140.00 0.2000
4IN
178 Mat1178 CARPET W/RUBBER PAD Yes 1.2300
265 Mat1265 Soil, 1 ft No 2.0000 1.0000 0.5000 100.00 0.2000 0
48 Mad48 6 in. Heavyweight concrete No 0.5000 0.5000 1.0000 140.00 0.2000
123 Madl23 CONC BLOCK No 1.7227 0.6667 0.3870 53.00 0.2000
MW,8IN,HOLLOW
159 Mat1159 CONC No 0.3202 0.3333 1.0410 140.00 0.2000
HW-UNDRD-140LB4IN
57 Mad57 3/4 in. Plaster or gypsum No 0.1488 0.0625 0.4200 100.00 0.2000
72 Mad72 AIR LAYER, 3/41N OR Yes 0.9000
LESS, VERT. WALLS
267 Mat1267 0.75" stucco No - 0.1563 0.0625 0.4000 16.00 0.2000
266 Mat1266 2x4@16" oc + RI I Batt No 8.3343 0.2917 0.0350 9.70 0.2000
215 Mat1215 POLYSTYRENE, EXP., No 8.3350 0.1667 0.0200 1.80 0.2900
21N,
105 Mat1105 CONC BLK HW, 8IN, No 1.1002 0.6667 0.6060 69.00 0.2000
HOLLOW
256 Mat1256 WOOD, SOFT, 1-1/21N No 1.8939 0.1250 0.0660 32.00 0.3300
86 Mat186 BRICK, COMMON, 4IN No 0.8012 0.3333 0.4160 120.00 0.2000
269 Mat1269 75" ISO BTWN24" oc No 2.2321 0.0625 0.0280 4.19 0.3000
211 Mat12ll POLYSTYRENE,EXP.,1/2I No 2.0850 0.0417 0.0200 1.80 0.2900
N,
12 Madl2 3 in. Insulation No 10.0000 0.2500 0.0250 2.00 0.2000
5/6/2003 EnergyGauge FlaCom FLCCSB v1.22 8
218 Mat1218 POLYURETHANE,EXP.,1/2 No 3.2077 0.0417 0.0130 1.50 0.3800
IN,
23 Matl23 6 in. Insulation No 20.0000 0.5000 0.0250 5.70 0.2000
4 Mat14 Steel siding No 0.0002 0.0050 26.0000 480.00 0.1000
271 Mat1271 2x4@24" oc + RI I Batt No 10.4179 0.2917 0.0280 7.11 0.2000
272 Mat1272 Panel with 7/16" panels Yes 0.9044
273 Mat1273 Hollow core flush (1.375") Yes 1.2777
274 Mat1274 Solid core flush (1.375") Yes 1.7141
275 Mat1275 Panel with 7/16" panels Yes 1.0019
1.375")
276 Mat1276 Hollow core flush (1.75") Yes 1.3239
277 Mat1277 Panel with 1-1/8" panels Yes 1.7141
1.75")
278 Mat1278 Solid core flush (1.75") Yes 1.6500
279 Mat1279 Solid core flush (2.25") Yes 2.8537
280 Mat1280 Fiberglass/Mineral wool core Yes 0.8167
281 Mat1281 Paper Honeycomb core Yes 0.9357
282 Mat1282 Solid Urethane foam core Yes 1.6500
283 Mat1283 Solid mineral fiberboard core Yes 1.7816
284 Mat1284 Polystyrene core (18 ga steel) Yes 2.0071
1
285 Mat1285 Polyurethane core (18 ga Yes 2.5983
steel) 2
286 Mat1286 Polyurethane core (24 ga Yes 2.5983
steel) 1
287 Mat1287 Polyurethane core (24 ga Yes 4.1500
steel) 2
288 Mat1288 Solid Urethane foam core Yes 4.1500
81 Matl81 ASPHALT -ROOFING, Yes 0.1500
ROLL
244 Mat1244 PLYWOOD, 1/2IN No 0.6318 0.0417 0.0660 34.00 0.2900
185 Mad185 CLAY TILE, PAVER, 3/8IN No 0.0301 0.0313 1.0410 120.00 0.2000
82 Mat182 ASPHALT -SHINGLE AND Yes 0.4400
SIDING
11 Matt l 1 2 in. Insulation No 6.6800 0.1670 0.0250 2.00 0.2000
47 Matl47 2 in. Heavyweight concrete No 0.1670 0.1670 1.0000 140.00 0.2000
95 Mat195 CONC BLOCK No 0.7107 0.3333 0.4690 101.00 0.2000
HW4IN-HOLLOW
5/6/2003 EnergyGauge FlaCom FLCCSB v1.22 9
248 Mat1248 ROOF GRAVEL OR No 0.0500 0.0417 0.8340 55.00 0.4000
SLAG1/2IN
94 Mat194 BUILT-UP ROOFING, No 0.3366 0.0313 0.0930 70.00 0.3500
3/SIN
Constructs Used
Simple Massless Conductance Heat Capacity Density RValue
No Name
Construct Construct [Btu/h.sLF[ Btu/sf.F[ lb/cf[ h.sf.FBtu[
1002 Aluminum door, 1.25 in. polystyrene No No 0.19 0.53 43.67 5.2104
Layer Material Material Thickness Framing
No. IN Factor
1 264 ALUMINUM, 1/16IN 0.0050 0.00
2 214 POLYSTYRENE, EXP., 1-1/4IN, 0.1042 0.00
3 264 ALUMINUM, 1/16IN 0.0050 0.00
Simple Massless Conductance Heat Capacity Density RValue
No Name Construct Construct [Btu/h.sf.F[ Btu/sEF[ lb/cf) h.sf.FBtu[
1004 Concrete floor, carpet and rubber pad No No 0.60 9.33 140.00 1.6703
Layer Material Material Thickness Framing
No. ft[ Factor
1 151 CONC HW, DRD, 140LB, 41N 0.3333 0.00
2 178 CARPET W/RUBBER PAD 0.00
5/6/2003 EnergyGauge FlaCom FLCCSB v1.22 10
No Name
Simple Massless Conductance Heat Capacity Density RValue
Construct Construct [Btu/h.sf.F] Btu/sf.F] lb/cf] h.sLFBtu]
1009 0.75 in. stucco, 2x4xl6" oc, RI IBatt, 0.5 in. No No 0.11 1.18 14.94 8.9438
gyp
Layer Material Material Thickness Framing
No. ft] Factor
1 267 0.75" stucco 0.0625 0.00
2 266 2x4@16" oc + RI I Batt 0.2917 0.00
3 187 GYP OR PLAS BOARD,1/2IN 0.0417 0.00
No Name
Simple Massless Conductance Heat Capacity Density RValue
Construct Construct [Btu/h.sf.F] Btu/sf.F] Ib/cf] h.sEFBtu]
1010 0.75 in. stucco, No No 0.08 11.22 50.24 11.9386 3
2"styro,8"CMU, l k2x24"oc,airspace,0.5"gyp
Layer Material Material Thickness Framing
No. ft] Factor
1 267 0.75" stucco 0.0625 0.00
2 187 GYP OR PLAS BOARD,1/21N 0.0417 0.00
3 215 POLYSTYRENE, EXP., 2IN, 0.1667 0.00
4 105 CONC BLK HW, 81N, HOLLOW 0.6667 0.00
5 256 WOOD, SOFT, 1-1/2IN 0.1250 0.00
Simple Massless Conductance Heat Capacity Density RValue
No Name
Construct Construct [Btu/h.sf.F] Btu/sf.F] lb/cf] h.sf.FBtu]
1012 4" Brick /2x4@16" oc+RI lBatt/0.5" Gyp No No 0.10 8.98 67.36 9.5887
Layer Material Material Thickness Framing
No. ft] Factor
1 86 BRICK, COMMON, 41N 0.3333 0.00
2 266 2x4@16" oc + R11 Batt 0.2917 0.00
3 187 GYP OR PLAS BOARD,1/21N 0.0417 , 0.00
5/6/2003 EnergyGauge FlaCom FLCCSB v1.22 11
No Name
1041 Conc Tile/l/2"WD Deck/WD
Simple Massless
Construct Construct
No No
Layer Material Material
No.
1 185 CLAY TILE, PAVER, 3/81N
2 244 PLYWOOD, 1/21N
3 187 GYP OR PLAS BOARD,1/21N
4 23 6 in. Insulation
Conductance
Btu/h.sf.F]
Heat Capacity
Btu/sf.F]
Density
lb/cf]
RValue
b.sf.FBtu]
0.05 2.15 16.45 21.1151
Thickness Framing
ft] Factor
0.0313 0.00
0.0417 0.00
0.0417 0.00
0.5000 0.00
5/6/2003 EnergyGauge FlaCom FLCCSB v1.22 12
INTCRPLAN
933 LEE ROAD, FIRST FLOOR
ORLANDO. FL 32810
PH 407.645.5008
FX 407.629.9124
Structural Calculations
for
J
U.S HIGHWAY 17-92 & Lake MARY BOULEVARD O
SANFORD, FL tioo'
Project No. 2002.0721
P
July 22, 2003
Roberto Archila, P.E. FL. License No. 53306
1
PLANS !ft v--DrTYOFSANFQRID
The attached calculations are the sole property of Interplan LLC
and may not be reproduced in whole or part without written
permission. Calculations are not valid unless oversigned engineer's
seal is affixed to this sheet.
l,_/ P.
ARCHITECTURE • ENGINEERING a PROJECT MANAGEMENT , INTERIOR DESIGN s AN 0034201 CA 8660
development services for restaurant, retail, hospitality and commercial programs • www.interplanodando.com
j`jlf
Summary Prepared by Engineer: RKH
Date: 07/14/03
Project: AmSouth Bank/ US HWY 17/92 & Lake Mary Boulevard, Sanford, FL.
Project Number: 2002.0721
Project Type: Proto Site Adapt
Soil Report by: Giles Engineering Associates, INC.
Report No: 8G-0304002
Dated: 8-May-03
Groundwater Level at the time of field exploration (ft below grade): 1.5 to 2
Anticipated Seasonal High Groundwater below existing ground surface 1 to 1.5
Anticipated Sinkhole Activity: Not Mentioned
Allowable Bearing Pressure (psf): 800
Total weight of concrete and soil above footing approximately (psf) 200
Therefore the net bearing capacity for Foundation design is (psf) 600
Embedment depth below grade (in): 12
Min Strip Footing Width (in): 14
Min Post Footing Width (in): 24
Strip Footing Reinforcing: (2) #5 Continuous (Top & Bottom)
Estimated Settlement: Within tolerable limits
Floor Slab Design: 5" thick W/ #3 @ 16" O.C. each way
Floor Slab Subgrade: 4" free draining granular base
Vapor Barrier: Recommended
Design Preference: Floor slab reinforced W/ rebar
Note that a structure once existed on site, has concrete slabs remaining.
Vibratory equipment not recommended, could cause a "quick" condition.
Basis For Design
1. Building Code: 2001 Florida Building Code
2. Loads:
Roof Live Load: 16 psf
Wind Load: 120 mph Speed Zone
Exposure: B
Wind Importance Factor: 1.0
Building Category: II
Internal Pressure Coefficient: +/-0.55
C&C Wind Pressure: 21.93 psf
3. Foundations:
Soil Report by: Giles Engineering Asociates, INC
Project No.: 8G-0304002
Date: May 8, 2003
Allow bearing pressure:800 psf Soil Engineer to verify that this site is adequate for bearing
Min Footing Embedment:12 inches Below Lowest Adjacent Natural Grade or Compacted Subgrade
Min Wall Footing Width: 14 inches Min Column Footing Width:24 inches
4. Concrete:
Min. 28 day strength: 3000 psi
Cement Type: V For all concrete in contact with soil
Maximum Slump: 5 inches +/- 1"
5. Reinforcing:
All Bars: ASTM A615, Grade 60
Welded Wire Fabric: ASTM A185 and A82
Clear Cover: Per ACI
Lap Lengths: Per ACI
6. Structural Steel:
Plates and Shapes: ASTM A36
Pipe Steel: ASTM A501 or A53 Type E or S, Grade B
Tube Steel: ASTM A500
Welding: E70XX Series Rods
Anchor Bolts: ASTM A307
Steel Bolted Connections: ASTM A325
Fabrication and Erection:To Comply with Latest AISC Specifications
7. Wood:
Plywood Sheathing: Structural I or II, Span Rating 40/20
8. Cold Formed Steel Framing
16 Gage Studs: 50 ksi Minimum Yield Strength
18 Gage Studs: 50 ksi Minimum Yield Strength
9. Prefabricated Trusses:
Designed by: Truss Manufacturer for Loads Given and for any Mechanical
Equipment and Special Loadings
basis for designAs Job No. Page
SLOPED ROOF:
DESIGN LOADS
Shingle/Tile 19.0
W" plywood 1.8
trusses @ 24" o. c. 3.0
insulation 1.0
518" gypboard ceiling 2.8
mech. & misc. 6.4
DL = 34 psf .
LL = 16 psf (pitch > 4:12)
SLOPED ROOF • CANOPY:
Shingl&Tile 19.0
Y8" plywood 1.8
trusses @ 24" o. c. 3.0
insulation 1.0
suspended ceiling 1.0
5/8" gypboard ceiling 2.8
mech. & misc. 5.4
DL = 34 psf '
LL = 16 psf (pitch > 4:12)
EXTERIOR WALLS:
1/2" plywood 2.0
steel studs @ 16" o. c. 1.7
insulation 1.0
518"gypboard 2.8
mech. & misc. 12.5
DL = 20 psf
2" Granite Veneer 30 psf
For Footing design USE Total DL = 50 psf
V RIT13
Wind Speed = 120 mph MWFRS Pwall = 25.66 psf (end zone)
Exposure = B MWFRS Pwall = 20.40 psf (int zone)
Max Roof Height = 30 feet MWFRS Proof = 9.30 psf (end zone)
Wall height = 13.5 feet MWFRS Proof = 7.44 psf (int zone)
MWFRS Puplift = 25.30 psf (end zone)
MWFRS Puplift = 24.55 psf (int zone)
C&C Pwall = 36.82 psf (end zone)
C&C Pwall = 33.28 psf (int zone)
C&C Puplift = 34.00 psf (end zone)
C&C Puplift = 29.61 psf (int zone)
C&C Puplift = 21.93 psf (end zone @ canopy)
C&C Puplift = 17.55 psf (int zone @ canopy)
design Loads.xls Job No. Page
C' {S
STEEL STUD WALL DESIGN
AN gpal— bwW on AISI C.k F—ed Sl.e1 Sp --calm
Description: Typical Exterior Bearing Wall
Height (ft) : 13.5 DL LL trib(ft) w
deflection < L/:240 roof 34 16 33 1650
P (pSO: 33.3 floor 0 0 0 0
Wind /Seismic : W well 18 0 13.5 243
snow load? (Y/N):N rgisc 10 0 10 100
Wind Loads per. ASCE 7-98 w (uniform load) = 1993 plf
Stud : 600S 162-54
Spacing :12 In. o.c.
Effective Wind Area: 60.75 sq. ft.
DL + roof LL + floor LL
P = 1993 Ibs
P. = 5320 Ibs OK
TRIMMER:
Trimmer supports only vertical load ...
Peep (Ibs) = 5320 Ibs
DL + floor LL +
P = 1465 Ibs
P. = 5320 Ibs
M (ti-lb) = 758
M. (ft-Ib) = 2313
Eq. C5-1 CSR = 0.582 OK
A = 0.300 in
P„= 31191 Ibs (Eq.cs-s)
11% = 1.099
C— = 0.85
L/540
KING STUD:
King stud supports only bending ...
Mcap (lb-ft) = 2313
trib width capacity (ft) = 3.05 for M < Mcap (9—)
crib width capacity (ft) = 2.25 for A < L 1 240
Exterior Bearing Wall USE: 600S 162-54
at 12 in. o.c.
Framing at openings (unless noted otherwise on plan):
OPENING WIDTH (FT) NO. OFTRMMERS NO.OFKNG MDS
3 1 1
4 1 1
5 1 2
6 2 2
8 2 2
12 3 3
16 3 4
Page
Job No.
1`% k
Description: Interior Bearing Wall
Height (ft) : 13.5
deflection < L/: 240
P (pst): 15.0
Wind /Seismic : W
snow load? (Y/N):N
Wind Loads per. ASCE 7-98
Stud : 600S 162-54
Spacing : 24 in. o.c.
Effective Wind Area: 60.75 sq. ft.
STEEL STUD WALL DESIGN
NI epp-" baud m AM Gdd Fwnwd Swd SpWfofa
DL LL trib(It) w
roof 34 16 33 1650
poor 0 0 0 0
wall 18 0 13.5 ' 243
mist 10 0 10 100
w (uniform load) = 1993 pit
DL + roof LL + floor LL DL + floor LL + wind
P = 3986 Ibs P = 2930 Ibs Pu = 31191 Ibs (Ea. css)
P, = 5320 Ibs OK Pa = 5320 Ibs 1/a, = 1.220
M (fl-lb) = 683 C_ = 0.85
Ma (ft-lb) = 2313
Eq. C5-1 CSR = 0.857 OK
A = 0.270 in = U599
TRIMMER: KING STUD:
Trimmer supports only vertical load ... King stud supports only bending ...
Pcap (Ibs) = 5320 Ibs Mcap (lb-fl) = 2313
trib width capacity (11) = 6.77 for M < Mcap (yoYen.>
trib width capacity (ft) = 4.99 for A < L / 240
Interior Bearing Wall USE: 600S 162-54
at 24 in. o.c.
Framing at openings (unless noted otherwise on plan):
OPENING WIDTH (F•r) NO.OF TR WMERS NO.OF KING STUDS
3 1 1
4 1 1
5 1 1
6 2 1
8 2 1
12 3 2
16 3 2
Page
InkrWr etwi tUd.raaids Job No.
ZH5
w*
OEM
STEEL BEAM
SIMPLE SUPPORT. ALLOWABLE STRESS DESIGN.
BEAM MARK: RBI reduced Reactions (k)
Span (fl) = 22.75 load DL (psf) LL (psf) LL (psf) trio (ft) w,, (plf) wu (plf) Left Right
TL deflection < U 240 roof moor 34 16 14 14 670 194 6.60 6.80 DL
LL deflection < U 360 roof moor 1 1 1 0 0 0 2.20 2.20 LL
unbraced length (ft) = 2.0 mist. 10 0 10 100 0 9.01 9.01 TL
Atrib (sq•fl•) = 319 self wf. 22 22 0
LL reduction (%) = 13 w (uniform load) = 792 194 M = 51.2 kip-fl at Lu = 2.0 it
DL LL Comments MR = 57.0 kip-fl it Lu = 5.6 It
r CONCENTPATEDLOAD (K): 0.00 0.00 at all. = 0.50 6, > 145 in^4 OK^ Iaauat =
199 in^4 c = 0.6 in ATL=
U330 OK Web
and shear plate Bolt Capacity ALL= U1349 OK 1.
5 in Default beam depth 'D': 14 in lh:
1.5 in Alternate depth (in): 0.0 0' for default) Fu:
58 ksi Quantity: 3 Shear
Plate thickness: 0.375 in Diameter. 0.75 in s)
ingle/(d)ouble shear plate?: S Grade: A325 A307, A325. A490) Web
Block Shear Capacity = 29.2 k OK Threads in shear plane (YIN)?: Y Shear
Plate Capacity = 42.8 k OK Bolt Shear Capacity = 27.8 k OK Bearing
Capacity = 36.0 k OK R51
USE W14x22 BEAM
MARK: RB3 reduced Reactions (k) Span (
ft) = 26.DD load DL (psf) LL (psf) LL (psf) trib (fl) wTL (0) wLL (plf) Left Right TL
deflection < U 240 roofmoor 34 16 13 15 704 194 8.32 8.32 DL LL
deflection < U 360 roof moor 1 1 1 0 0 0 2.52 2,52 LL unbraced
length (ft) = 2.0 mist. ' 10 0 10 100 0 10.84 10.84 TL Atrib (
sq.ft.) = 390 self wf. 30 30 0 LL
reduction (%) = 19 w (uniform load) = 834 194 M = 70.5 kip-ft at Lu = 2.0 It DL
LL Comments MR = 83.0 kip-ft at Lu = 8.7 ft V
CONCENTRATED LOAD IK): 0.00 0.00 at all. = 0.50 l,ao> 227 in^4 OK^ Iad.
w = 291 in^4 c = 0.8 in An=
U307 OK Web
and shear plate Boll Capacity ALL= U1321 OK I,,:
1.5 in Beam depth 'D': 14 in Ih:
1.5 in Alternate depth (in): 0.0 0' for default) Fu:
58 ksi Quantity: 3 Shear
Plate thickness: 0,375 in Diameter. 0.75 in s)
ingle/(d)ouble shear plate?: S Grade: A325 A307, A325, A490) Web
Block Shear Capacity = 34.3 k OK Threads in shear plane (Y/N)?: Y Shear
Plate Capacity = 42.8 k OK Bolt Shear Capacity = 27.8 k OK Bearing
Capacity = 42.3 k OK RB3
USE W14X30 BEAM
MARK: R134 reduced Reactions (k) Span (
fl) = 30.00 load DL (psf) LL (psf) LL (psf) trio (ft) wTL (plf) wLL (plf) Lett Right TL
deflection < U 240 roofmoor 34 16 15 8 391 119 6.05 6.05 DL LL
deflection < U 360 roof moor 1 1 1 0 0 0 1.78 1.78 LL unbraced
length (ft) = 26.0 mist. 10 0 10 100 0 7.83 7.83 TL Alrib (
sq.fl.) = 240 self wt. 31 31 0 LL
reduction (%) = 7 w (uniform load) = 522 119 M = 58.7 kip-ft at Lu = 26.0 It DL
LL Comments MR = 93.0 kip-ft at Lu = 7.1 It F
OOKENMTED LOAD IK): 0.00 0.00 at all. = 0.50 I,ao > 219 In"4 OK^ laaud =
375 in^4 c = 0.7 in ATL=
U412 OK Web
and shear plate Bolt Capacity ALL= U7808 OK V:
1.5 in Beam depth'D': 16 in Ih:
1.5 in Alternate depth (in): 0.0 0' for default) FO:
58 ksi Quantity: 4 Shear
Plate thickness: 0.375 in Diameter. 0.75 in s)
ingle/(d)ouble shear plate?: S Grade: A325 A307, A325. A490) Web
Block Shear Capacity = 45.4 k OK Threads in shear plane (Y/N)?: Y Shear
Plate Capacity = 57.1 k OK Bolt Shear Capacity = 37.1 k OK Bearing
Capacity = 57.4 k OK RB4
UBE 116x31 q
iM•wn..aN Job
No. Page
STEEL BEAM
SIMPLE SUPPORT. ALLOWABLE STRESS DESIGN.
BEAM MARK: RB5 reduced Reactions (k)
Span (ft) = 26.00 load DL (psf) LL (psf) LL (W trib (ft) wn (plf) wLL (pm Left Right
TL deflection < U 240 roof?bor 34 16 16 4 200 64 3,35 3.35 DL
LL deflection < U 360 roofAbor 1 1 1 0 0 0 0.83 0.83 LL
unbraced length (ft) = 2.0 misc. 10 0 10 100 0 4.19 4.19 TL
Atrib (Sq•ft.) = 104 Sell wt. 22 22 0
LL reduction (%) = 0 w (uniform load) = 322 64 M = 27.2 kip-ft at Lu = 2.0 ft
DL LL Comments MR = 57.0 kip-11 at Lu = 5.6 ft
tr co"UNT"TEOLOAD (K): 0.00 0.00 it all = 0.50 Irp > 88 in^4 OK^ Web
and shear plate V:
1.5 in In:
1.5 in Fu:
58 ksi Shear
Plate thickness: 0.375 in s)
ingle/(d)ouble Shear plate?: S Web
Block Shear Capacity = 29.2 Shear
Plate Capacity = 42.8 Bearing
Capacity = 36.0 plan
kOKThreadsinsheark
OK Bolt Shear k
OK RB5
USE W14K22 IMuM =
199 ATL=
U544 Bolt
Capacity ALL= Default
beam depth 'D': 14 in Aftemete
depth (in): 0.0 ('0' for default) Quantity:
3 Diameter.
0.75 in Grade:
A325 (A307, A325, A490) YIN)?:
Y Capecity =
27.8 k OK 12736
in^
4 c = 0.5 in OK
OK
BEAM
MARK: RB6 reduced Reactions (k) Span (
ft) = 4.00 load DL (psf) LL (psf) LL (psf) trio (ft) WTL (p wLL (pit) Left Right TL
deflection < U 240 roofR/oor 34 16 16 33 1650 528 12.06 12.06 OL LL
deflection < U 360 roof Moor 1 1 1 0 0 0 1.06 1.06 LL unbraced
length (it) = 2.0 misc. 10 0 - 10 100 0 13.11 13.11 TL Atrib (
sq.ft.) = 132 self wt. 16 - - - 16 0 LL
reduction (%) = 0 w (uniform load) = 1766 528 M = 22.7 kip-ft at Lu = 2.0 ft DL
LL Comments MR = 34.0 kip-11 at Lu = 4.3 ft POINT
LOAD-> V COKENMTED LOAD (K): 19.16 0.00 at.a/L= 0.50 Irp> 9 in^4 OK^ I
qup = 103 in^4 c = 0.0 in ATL=
U2640 OK Web
and shear plate Boll Capacity ALL= U47143 OK IV:
1.5 in Beam depth'D': 12 in Ih:
1.5 in Alternate depth (in): 0.0 ('0' for default) Fu:
58 ksi Quantity: 3 Shear
Plate thickness: 0.375 in Diameter. 0.75 in s)
ingle/(d)ouble shear plate?: S Grade: A325 (A307, A325, A490) Web
Block Shear Capacity = 27.9 k OK Threads in shear plane (Y/N)?: Y Shear
Plate Capacity = 42.8 k OK Bolt Shear Capacity = 27.8 k OK Bearing
Capacity = 34.5 k OK RB6
USE WIU16 BEAM
MARK: RB7 reduced Reactions (k) Span (
ft) = 21.00 load DL (psf) LL (psf) LL (psl) trib (ft) wTL (plf) wLL (Wf) Left Right TL
deflection < U 240 rooflftoor 34 16 14 14 674 198 11.24 8.49 DL LL
deflection < U 360 roof/floor 1 1 1 0 0 0 2.08 2.08 LL unbraced
length (ft) = 2.0 misc. 10 0 - 10 100 0 13.32 10.57 TL Atrib (
sq.ft.) = 294 self wl j.:' 36. - - - 36 0 LL
reduction (%) = 12 f
w (
uniform load) = 810 198 M = 69.0 kip-ft at Lu = 2.0 ft DL
LL Comments MR = 112.0 kip-ft at Lu = 8.8 ft POINT
LOAD- M CONCENTRATED LDAD(K): 6.88 0.00 at a/L= 0.30 Ir q- 176 in^4 OK^ Web
and shear plate V:
1.5 in Ih:
1.5 in F,:
58 ksi Shear
Plate thickness: 0.375 in s)
ingle/(d)ouble shear plate?: S Web
Block Shear Capacity = 48.7 Shear
Plate Capacity = 57.1 Bearing
Capacity = 61.6 k
OK Threads in shear plan k
OK Bolt Shear It
OK RB7
USE W16n36 laduad =
448 ATL=
U611 Bolt
Capacity Beam
depth 'D': 16 in Alternate
depth (in): 0.0 ('0' for default) Quantity:
4 Diameter.
0.75 in Grade:
A325 (A307, A325. e(
Y/N)?: Y Capacity, =
37.1 k OK AL
U3775 in^
4 c = 0.3 in OK
OK
Job
No. Page Web
and shear plate V:
1.5 in Ih:
1.5 in F,:
58 ksi Shear
Plate thickness: 0.375 in s)
ingle/(d)ouble shear plate?: S Web
Block Shear Capacity = 48.7 Shear
Plate Capacity = 57.1 Bearing
Capacity = 61.6 k
OK Threads in shear plan k
OK Bolt Shear It
OK RB7
USE W16n36 laduad =
448 ATL=
U611 Bolt
Capacity Beam
depth 'D': 16 in Alternate
depth (in): 0.0 ('0' for default) Quantity:
4 Diameter.
0.75 in Grade:
A325 (A307, A325. e(
Y/N)?: Y Capacity, =
37.1 k OK AL
U3775 in^
4 c = 0.3 in OK
OK
Job
No. Page
4.5k
75k/ 75k/ft,
T r
j..
22.3
Loads:
Results for LC 2, DL+LL
Reaction units are k and k-ft
Interplan
RKH/EDM
Proto
j i i j A li
l' .i;. i i i i i i`; i l i i ': j j I., I.
41
6.2
June 27, 2003
10:28 AM
R82.r3d
Member: N/2 i Max:.012 at 1.422 ft I
Shape: W14X30 Dy in I
Length: 22.75 ft
I Joint: N2 IJJoint: N3 Dz in
LC 2: DL+LL i
Max Code Check: 0.732
i -Min: -.169 at 13.982 ft
i Max: 11.554 at 0 ft
k04,
A k y.i; Vz k I
Vy
9q
k
Min: -6.194 at 22.75 ft
I Max: 60.964 at 0 ft i
i
T k-ft
i
My
i
k-ft
I
Mz k-ft I 1
i
Min:-24.585 at 14.693 ft
I
j I Max: 17.397 at O ft i
ft ksi
fa
f
ksi
I
i
i
I
fc ksi
i
I Min:-17.397 at 0 ft
A/SC ASD 9th Ed. Code Check
Max Code Check 0.732
Location 0 ft
Equation H1-2
Compact
Max Shear Check 0.258 (y)
Location 0 ft
Max DO Ratio U1616
Fy 36 ksi Y-Y Z-Z
Fa 20.827 ksi Cm .6 85
Ft 21.6 ksi Lb 2 ft 2 ft
Fby 27 ksi KL/r 16.127 4.185
Fbz 23.76 ksi Sway No No
Fvy 14.4 ksi L Comp Flange 2 ft
14.4 ksi Torque Length 30.75 ftCbiCb1
t
Member: M1 I
Shape: W14X30 Dy in
Length: 8ft i
I Joint: N1
J Joint: N2 Dz in
LC 2: DL+LL
Max Code Check: 0.805 I
Min: -.398 at 0 ft
i Max: -4.5 at 0 ft I
i Vy k i i
I A k I Vz k
Min:-10.741 at 8 ft
I
Max: 60.964 at 8 ft
i
j
T I My
i
k-ft 1k-ft
i
Mz
AAA
k-ft
Max: 17.397 at 8 ft
ft -• ksi
I
I fa -- ksi
IAAA
fc ksi
I
Min:-17.397 at 8 ft
A/SC ASD 9th Ed. Code Check
Max Code Check 0.805 Max Shear Check 0.240 (y)
Location 8 ft Location 8 ft
Equation 1-111-2 Max DO Ratio U241
Compact
Fy 36 ksi Y-Y Z-Z
Fa 16.989 ksi Cm 6 .85
Ft 21.6ksi Lb 8ft 8ft
Fby 27 ksi KUr 64.508 16.742
Fbz 21.6 ksi Sway No No
Fvy
Fvz
14.4 ksi
14.4 ksi L Comp Flange 8 ft
r`_h 1 Torqueq Length 30.75 ft9
ly
iz. ..x
20.5k
1.816k/4
Loads: LC 2, DL+LL
Results for LC 2, DL+LL
1.81
39s
Interplan I W14x34-RB8
RKH/EDM
2002.0438
June 26, 2003
9:57 AM
RB8-2002-0438.r3d
s .'
Member: 1V/2 Max:.022 at 2.961 ft
Shape: W14X34
Length: 9.17 ft
I Joint: N2
J Joint: N3 Dz in
LC 2: DL+LL
Max Code Check: 0.603 Dy in
iMax: 14.264 at 0 ft
I
I A k Vz k
Vy k
Min: -2.748 at 9.17 ft
Max: 52.801 at 0 ft
k-ft
i My k-ftT
Mz k-ft
i Min: -2.033 at 7.642 ft
Max: 13.026 at 0 ft
ft ksi
fa ksi
fc ksi
Min:-13.026 at 0 ft
A/SC ASD.9th Ed. Code Check
Max Code Check 0.603
Location 0 ft
Equation H1-2
Compact
Max Shear Check 0.298 (y)
Location 0 ft
Max DO Ratio L/4995
Fy 36 ksi Y-Y Z-Z
Fa 16.212 ksi Cm .6 85
Ft 21.6 ksi Lb 9.17 ft 9.17 ft
Fby 27 ksi KUr 72.09 18.872
Fbz 21.6 ksi Sway No No
Fvy 14.4 ksi L Comp Flange 9.17 ft
Fvz 14.4 ksi Torque Length 11.5 ft
Cb 1
Member: M1
Shape: W14X34
Dy in
Length: 2.33 ft
I Joint: N1
J Joint: N2 I Dz in
LC 2: DL+LL
Max Code Check: 0.548
Min: -.079 at 0 ft
Max: -20.5 at 0 ft
Vy
IjM(
f
k
A k Vz k
Min:-24.822 at 2.33 ft
Max: 62.801 at 2.33 ft
T — k-ft My -
i
k-ft
I
Mz k-ft
Max: 13.026 at 2.33 ft
ft -
I
ksi
fa ksi
i
fc ksi
M
II
i Min:-13.026 at 2.33 ft
A/SC ASD 9th Ed. Code Check
Max Code Check 0.548
Location 2.33 ft
Equation 1-11-2
Compact
Max Shear Check 0.519 (y)
Location 2.33 ft
Max DO Ratio 1-1352
Fy 36 ksi Y-Y
Fa 20.7 ksi Cm .6
Ft 21.6 ksi Lb 2.33 ft
Fby 27 ksi KLJr 18.317
Fbz 23.76 ksi Sway No
Fvy 14.4 ksi L Comp FlangeFvz14.4 ksi Torque Length
Cb 1
Z-Z
86
2.33 ft
4.796
No
2.33 ft
11.6 ft
Header Loads
BEAM MARK: SH1 Reactions Ibs)
DL (t»n LL (pso trib (n) wn low) WLL (plf) Left Right
Span (ft): 3.3 roof 34 8 33 1386 264 2118 2118 DL
TL deflection < U 240 floor 0 0 0 0 0 440 440 LL
LL deflection < U 360 wall 10 — 5 50 2557 2557 TL
mist 10 0 10 100 0
W equivalent: 1536 plf w uMFORM LOAD (plf): 1536 264 M (lb-ft): 2129
comers units pt toad to DL LL Comments deflection load u: 2459
equivalent unit pad) P coNcENTRATED tow (Ibs): . 0 0 at all- = 0.50
BEAM MARK: SH2 Reactions Ibs)
DL (psi) LL lost) trib (ft) WTL (pit) wit (Plf) Left Right
Span (ft): 8.0 roof 34 8 7 294 56 1552 1552 DL
TL deflection < U 240 floor 0 0 0 0 0 224 224 LL
LL deflection < U 360 wall 10 — 5 50 1776 1776 TL
mist 10 0 10 100 0
W equivalent: 444 plf W uMFORMLOAD (Plf): 444 56 M (lb-ft): 3552
converts unit & pt bad to DL LL Comments deflection load u: 23680
equivalent unit pad) P coNmNTRATEo LOAD (Ibs): 0 0 at all- = 0.50
BEAM MARK: SH3 Reactions Ibs)
DL (psq LL (psq trib (ft) WTL (pm WLL (Plf) Left Right
Span (ft): 8.0 roof 34 8 33 1386 264 5088 5088 DL
TL deflection < U 240 floor 0 0 0 0 0 1056 1056 LL
LL deflection < U 360 wall 10 — 5 50 6144 6144 TL
mist 10 0 10 100 0
W equivalent: 1536 plf w UNIFORM LOAD (plf): 1536 264 M (lb-ft): 12288
converts unit a pt toad to DL LL Comments deflection load u: 81920
equivalent unlf load) P CONCENTRATED LOAD (Ibs): 0 0 at a/L = 0.50
headerloading:ls Job No. Page
L; it
Steel Stud Header
Use: 800SI 62-68
No. of members: 3
1 effective(in^4): 7.09
14 gage 8" deep steel stud headers)
Fy (ksi): 50 Condition: 1 (1 , 2, 3 or 4)
S effective(inA3): 1.77 Bearing Length (in):6 (1 , 3.5 , 4 or 6)
Allowable Uniform Load (plf)
Span (ft): 3 4 5 6 8 10 12
Single Member 2699 2024 1569 1103 605 310 179
3 member 8097 6072 4767 3309 1815 930 537
Span M V/R Rallow web Stiffener Weq Wallow Ptot Web Stiff. A
Header ft) (ft-Ibs) (Ibs) Ibs) at support A plf) Ibs) at point load inches)
SH1 3.5 2129 2557 4692 OK N 1536 7084.5 OK 0 N 0.01 = U 4995
SH2 8 3552 1776 4692 OK N 444 1815 OK 0 N 0.07 = U 1447
SH3 8 12280 6144 4692 NG y 1536 1815 OK 0 N 0.23 = U 418
For web-cripping calculations -see attached sheet (8'-0" Header Calcs)
MO Madx 1.xb Job No. Page
PROJECT: A-4 s o DATE: SHEET NO.
NTERPLAM,
PROJECT NO.: BY:
r tt.,p X— .
s„ P L.G , yt t c,C, }
E
n
v'"
rl
O
Project: $
1-
O`
t.
HEADER CAL.C'S
Date: 4/24/2003
RAM-
R1
Section : 80OXC14 (2) Boxed
Moment of Inertia, I = 13.78 inA4
Wind or Earthquake Factor Included ?
Flexural and Deflection Check
Mmax Mmax/
Span (Ft -Lb) Maxo
Left Cantilever 0.0 0.000
Center Span 3800.0 0.406
Right Cantilever 0.0 0.000
Combined Bending and Web Crippling
Reaction or Load
Pt Load P (lb)
R1 1900.0
R2 1900.0
Combined Bending and Shear
Reaction or Vmax
Pt Load lb)
R1 1900.0
R2 1900.0
8.00
Maxo = 9355.2 Ft -Lb
Page 1/1
Unif Ld
Ib/ft
Va = 7891.3 Lb
No
Mpos Bracing Max Unbr Deflection
Ft -Lb) in) Length (In) in) Ratio
0.0 Full 164.9 0.000 UO
3800.0 Full 164.9 0.108 U892
0.0 Full 164.9 0.000 UO
Bmg Pa Mmax Intr. Stiffen
in) lb) Ft4b) Value Req'd ?
5.0 2974.1 0.0 0.77 No
5.0 2974.1 0.0 0.77 No
Mmax Va Intr. Intr.
Ft -Lb) Factor VNa M/Ma Unstiffen Stiffen
0.0 1.00 0.24 0.00 0.06 NA
0.0 1.00 0.24 0.00 0.06 NA
1986 AISI Specification w/1989 Addenda
DATE: 4/24/2003
SECTION DESIGNATION: 800XC14 (2) Boxed
INPUT PROPERTIES:
Web Height = 8.000 in . Steel Thickness = 0.0713 in
Top Flange = 1.625 in Inside Comer Radius = 0.0938 in
Bottom Flange = 1.625 in Yield Stress, Fy = 50.0 ksi
Stiffening Lip = 0.375 in Fy With Cold -Work, Fya = '56.5 ksi
Punchout Width = 1.500 in Punchout Length = 4.000 in
OUTPUT PROPERTIES:
Effective Section Properties, Strong Axis
Neutral Axis from Top Fiber (Ycg) 4.0538 in
Moment of Inertia for Deflection (Ixx) - 13.7783 in^4
Section Modulus (Sxx) 3.3181 in 3
Allowable Bending Moment (Ma) 9355.21 Ft -Lb
Gross Section Properties of Full Section, Strong Axis
Neutral Axis from Top Fiber (Ycg) 4.0000 in
Moment of Inertia (Ixx) 13.7783 in^4
Cross Sectional Area (A) 1.6389 in^2
Radius of Gyration (Rx) 2.8995 in
Section Properties, Weak Axis
Gross Neutral Axis (Xcg) From Web Face 0.3224 in
Gross Moment of Inertia (lyy) 3.1966 in^4
Radius of Gyration (Ry) 1.3966 in
Other Section Property Data
Member Weight per Foot of Length 2.7883 Ib/ft
Allowable Shear Force In Web (Unpunched) 7891.29 lb
Allowable Shear Force In Web (Punched) 6263.71 lb
Pao for use in Interaction Equation C5-2 10272 lb
DIETRICH
Physical Structural Properties-6" C Studs
ICI /
4
1
CODE CAGE In.
CWN 2FI1
1
12
CSJ
18 1-5/8
1 Sl8
1
10 1.5/8
CSW
20 2
18 2
16 2
14 2
12 2
10 2
CSE
20 2.1/2
18 2•1/2
16 2.1/2
14 2.1/2
12 2.1/2
10 2-1/2
CSS
20 3
18 3
16 3
14 3
12 3
10 3
CSX
20 3-1/2
18 3-1/2
16 3-1/2
14 3.M2
12
10 3-1/2
T k6rac
20
18
16
TSB
14
12
10
Ane
In?
0.320
0.413
0.514
0.639 .
0.346
GROSS
la
In!
1.597
2.043
2.519
3.094
1.808
2.316
2.862_
3.524
4.841
5.773
2.090
2.683
3.322
4.099
5.656
6.762
2.399
3.082
3.822
4.726
6.540
7.834
2.831
3.644
526
5.606
7.790
9.353
3.139
4.043
5.026
6.234
8.675
10.425
SECTION
Sa
In?)
0.532
0.681
0.840
1.031
0.603
0.772
0.954
1.175
1.614
1.924
0.697
0.894
1.107
1.366
1.885
2.254
0.600
1.027
1.274
1.575
2,180
2.611
0.944
1.215
1.509
1.869
2.597
3.118
1.046
1.348
1.675
2.078
2.892
3.475
PROPERTIES
Ra
In.)
2.234
2.224
2.214
2.200
2.286
2.277
2.268
2.255
2.234
2.220
2.343
2.336
2.327
2.316
2.297
2.284
2.403
2.396
2.389
2.379
2.361
2.349
2.439
2.433
2.426
2.417
2.401
2.390
2.480
2.474
2.467
2.459
2.443
2.433
11
In!)
0.070
0.087
0.105
0.125
0.118
0.148
0.181
0.218 `
0.287
0.333
0.211
0.268
0.329
0.400
0.536
0.628
0.359
0.458
0.563
0.689
0.932
1.100
0.656
0.841
1.039
1.279
1.753
2.085
0.939
1.205
1.492
1.840
2.533
3.022
nIn?
0.065
0.082
0.098
0.117
0.097
0.123
0.149
0.180 '
0.237
0.275
0.148
0.188
0.230
0.280
0.375
0.440
0.206
0.263
0.323
0.395
0.535
q630.
880
0.671
0.827
1.138
1.358
Rp
In.
0.466
0.460
0.452
0.443
0.583
0.577
0.570
0.561 '
0.544
0.533
0.745
0.739
0.732
0.723
0.707
0.696
0.930
0.923
0.917
0.908
0.891
1.174
1.169
1.162
1.154
1.139
1.129
1.356
1.351
1.344
1.336
1.320
1.310
EFFECTIVE
33 KSI
SECTION PROPERTIES
60 KSI
Xe
in.
0.820
0.812
0.504
0.793
1.088
1.080
1.071
1.061
1.034
1.013
1.474
1.467
1.459
1.448
1.421
1.399
1.905
1.897
1.889
1.878
1.851
1.828
2.619
2.613
2.605
2.596
2.570
2.547
3.685
3.079
3.071
3.062
3.036
3.013
TORSIONAL
J
1000
In!
0.128
0.279
0.550
1.082
0.138
0.302
0.595
1:173
3.344
6.025
0.152
0.333
0.656
1.293
3.694
6.663
0.166
0.363
0.716
1.414
4.045
7.302
0.190
0.417
0.822
1.625
4.658
8.420
0.204
0.447
0.883
1.746
5.008
9.059
PROPERTIES
C.
In!
0.
6250.625
0.758
0.911
0.855
1.082
1.318
1.595
2.102
2.423
1.583
2.011
2.462
2.995
3.995
4.646
2.650
3.377
4.148
5.068
6.818
7.981
5.724
7.317
9.020
11.072
15.030
17.708
8.130
10.408
12.851
15.806
21.543
1 25.455
Re
In.
2.4122.412
2.398
2.380
2.598
2.585
2.572 _
2.555
2.521
2.498
2.861
2.855
2.842
2.826
2.792
2.768
3.204
3.193
3.180
3.164
3.130
3.104
3.767
3.756
3.715
3.730
3.697
3.571
4.184
1.171
4.163
4.145
4.115
4.088
8
BETA
0.8870.8880.888
0.889
0.825
0.826
0.826
0.828
0.832-
0.835
0.136
0.7370.737
0.737
0.7440.74/
0.647
0.647
0.647
0.648
0.650
0.653
0.516
0.516
0.516
0.516
0.517
0.519
0.456
0.456
0.456
0.455
0.456
0.457
MEMBER
Weight
Ib./R.
1.047
tilpl
Oetlgn
ThlThleknea
Minimum
Oellrerod
In.
I=
In!
1.597
2.043
2.519
3.094
1.808
2.316
2.862
3.524
4.841
5.773
2.051
2.683
3.322
4.099
5.656
6.762
2.267
3.064
3.822
4.726
6.540
7.834
2.484
3.436
4.186
5.608
7.790
9.353
2.661
3.697
4.863
6.234
8.675
10.425
SaIn. in?
0.5810.681
0.840
1.031
0.538
0.772
0.954
1.174_
1.613
1.924
0.610
0.874
1.107
1.366
1.805
2.253
0.636
0.918
1.159
1.522
2.179
2.610
0.634
0.997
1.366
1.841
2.595
3.115
0.652
1.044
1.442
1.947
2.888
3.473
Ma
In: i0.
15015
15016
18991
24034
11516
16764
21175
26767'
38533
47354
12049
17261
24082
30395
43625
53499
12577
18149
22909
33141
49029
59976
12533
19704
26999
36376
57233
69959
12876
20634
20491
38465
62765
76680
la
In!
2.519
3.094
2.862
3.524'
4.841
5.773
3.322
4.099
5.655
6.762
3.636
4.661
6.540
7.834
4.308
5.597
7.790
9.353
4.643
6.070
8.675
10.425
Sa
In?)
0.819
1.031
0.928
1.174•-
1.613
1.924
1.004
1.337
1.885
2.253
1.069
1.343
2.090
2.589
1.262
1.701
2.564
3.115
1.324
1.760
2.537
3.336
Ma
In. l6.
21587
35649
30753
39811'
57017
69858
30057
44391
64788
79242
32018
40195
70069
88453
37788
50920
04479
104299
39634
52689
75972
110054
3/8 0.0346 0.0329
3/8 0.0451 0.0428 1.351
3/8 0.0566 0.0538 1.682
3/8 0.0713 0.0677 2.091
1/2 0.0346 0.0329 1.132
1/2 0.0451 0.0428 1.461 0.447
0.557
0.693
0.970
1.171
0.381
0.492
0.613
0.764
1.072
1.296
0.415
0.537
0.670
0.835
1.174
1.420
0.476
0.616
0.169
0.960
1.351
1.637
0.511
0.661
0.826
a4
iR _ 0.0566 0.0538__ 1.821 _
1/2 0.0713 0.0677 2.266
3.1741/2- 0.1017- 0.0966'
1/2 0.1242 0.1180 3.833
1.2465180.0346 0.0329
5/8 0.0451 0.0428 1.609
2.006
2.499
3.507
4.239
1.359
1.756
2.192
2.733
3.840
4.646
1.557
2.014
2.516
3.141
4.422
5.357
1.670
2.162
2.701
3.374
4.754
5.763
518 0.0566 0.0538
5/8 0.0713 0.0677
0.0966
0.1180
0.0329
0.0428
0.0538
5/8 0.1017
5/8 0.1242
5/8 0.0346
5/8 0.0451
5/8 0.0566
5/8 0.0713 0.0677
5/8
5/8
0.1017
0.1242
0.0346 .
0.0451
0.0966
0.1180
0.0329
0.0428
0.0538
0.0677
0.0966
0.1180
0.0329
0.0428
0.0538
1
I.
1 0.0566
1 0.0713
1
1
0.1017
0.1242
1 0.0346
1 0.0451
1 0.0566
1 0.0113 0.0677
0.0966
0.1180
i 0.10171
1 0.1242
0.0329
0.0428
0.0538 .
0.0677
0.0966
0.1180
0.956
1.242
1.557
1.953
2.778
3.389
0.292
0.379
0.476
0.597
0.849
1.036
1.393
1.808
2.267
2.843
4.050
955
0.459
0.594
0.742
0.926
1.306
1.586
2.183
2.183
2.183
2.182
2.184
2.187
0.034 1
0.G43
0.054
0.067
0.092
0.109
0.032 0.340
0.041 0.338
0.052 0.336
0.064 0.334
0.089 0,320
0.107 0.324
1.239
1.688
2.206
2.843
4.050
4.955
0.326
0.505
0.671
0.991
1.=
1.585
6435
9970
13257
17611
29367
36426
4524
0.522
0.520
0.517
0.509
0.501
0,117
0.257
0.509
1.011
2.926
5.327
0.231
0.298
0.371
0.461
0.643
0.773
2.271
2.270
2.269
2.267
2.261
2.267
0.947
0.947
0.948
0.948
0.950
0.951
1-1/4'LEG 0.0346
1-1/4'LEG 0.0451
1.1/4'LEG
1-1/4'LEG
0.0566
0.0713
1-1/4'LEG 0.1017
1-1l4'LEG 0.1242
NOTE: neference fypkal noses on page 4.
mac: -
SIMPSON CS16 WRAP
IT 1 r%r• rl» rn i t-
60CR1
RUNNE
WELD SOLID
BETWEEN HEADER
WEB & STUD
FLANGE
2)
3)
SIMPS04 LC 4
HEADER
STRAP TO
HEADER
SIDES
T I In(-nni
F-
1---- -----' /
D |
T,
0
Steel Column - Combined Vertical and Lateral Loads
Column Mark: C1 Lateral Line Mark: 3
Height h (ft): 13.5 Lateral Load LL (lbs): 500
M = (V'h)/(#col'1000)
PDL (kips): 12.2 # of columns in Line: 2 =
3.38 kip-ft
PLL (kips): 3.87 k (eff length factor). 2.10
P total =PDL +PLL
16.07 kips
Trial Sect No.: 13 Ag = 6.86 in squared Fy (ksi) = 36ITS6x6x5/16 Ig = 36.3 in 4th Fb (ksi) = 0.66"FySymmetricalSection - Sg = 12.1 in cubed
about each axis = 23.76
rg = 2.3 inches Cm = 1.0
fa = P/Ag kh/r = 147faTL (total load) = 2.34 ksi Fa = Allowable Stress per AISC (E2-1or E2-2) faDL (dead load) = 1.78 ksi
fb = M'12/Sg =
6.91 . ksi (Table C-36, AISC Manual)
Fe ==12'PI^2`E/[23'(kl/r)^2] 3.35 ksi =
6.91 ksi
Is faTL < Fa: 2.34 ksi < 6.91 ksi OK
Is fb < Fb: 3.35 ksi < 23.76 ksi OK
faDUFa = 0.26 > 0.15 Use Eqs H1-1 & H1-2faDL/F'e = 0.26
fb/Fb = 0.14
CSR (H1-1) _ [fa/Fa] + [ (Cmfb)/(1-(fa/F'e)Fb)] ] <= 1.0 Use if fa/Fa > 0.15CSR (1-11-2) _ [fa/0.6Fy] + [fb/Fb] <= 1.0
H1-3 Use if fa/Fa > 0.15CSRfa/Fa] + [fb/Fb] <= 1,0 Use only if fa/Fa < 0.15
fa/Fa Cm(fb/Fb)/(1-fa/F'e)
Eq 1-11-1 = 0.26 + 0.19 = 0.45 < 1.0 OK
fa/0.6Fy fb/Fb
Eq H1-2 = 0.08 + 0.14 = 0.22 < 1.0 OK
fa/Fa fb/Fb
Eq 1-11-3 = 0.26 + 0.14 = 0.40 < 1.0 OK
This equation not used
r_
Deflection: LL'h"3
I = 3' < h/240 = 0.68 in
0.34 in < 0.68 in OK
I -
steel col 01.xls Job No.
Page
i
Base Plate - Combined Vertical and Lateral Loads
Column Mark: C1 Lateral Line Mark.: 3h = 13.5 feet No. of columns in line: 2V = 500 pounds Trial Section: TS 6x6x5/16PAL = 12.2
r PLL = 3.87
kips
kips
fc = 3000 psi
MLL = 40.50 kip -inches
Fy =
Fb =_xFy:
36
0.75
ksi
Trial Base Plate Dimensions: Concrete Bearing Surface: L = 12 inches Length (ft): 1.5 feetb (W) = 12 inches Width (ft): 1.5 ' feet
x = 1 inches Al = 144 sq inY = 3
d = 11
inches
inches
A2 = 324 sq in
fp = 0.11 ksi
Fp = 1.58 ksi
Check PDL + MLL;
Pu = 17.08 kips
Check PAL + PLL:
Mu = 68.85 kip -inches
fb =
Fb =
5.21
27
ksi
ksi
Try a = 1.00 inches
I = 6 inches
W = 6 inches
Tu = Mu = 6.56 kips
m = 3.15n
d-a/2
3.15
X= 0.27
a = Tu + Pu = 0.77 inches
q =
Xn' =
0.07
0.18
0.85fcb
Mpl(Tu) = Tu (x) = 3.86 kip -in
LF
MPI(a) = 0.85fcba (y - a/2) = 30.29 kip -in Governs
LF
OK
OK
Fb(allow) = 0.66Fy = 23.76 ksi
t(min) = 0.80 inches Use 12" x 12" x 1" Base Plate
Bolt Diameter = 3/4"
Bolt Grade = A307 (A307, A325, A490)
No. of Bolts = 1 Use (4). 3/4" diameter A307 bolts
Steel Column - Combined Vertical and Lateral Loads
Column Mark: C1 Lateral Line Mark: 5 M = (V*h)/(#col*1000)
Height h (ft): 13.5 Lateral Load LL (lbs): 500 3.38 kip-ft
PDL (kips): 19.42 of columns in Line: 2 P total = PDL + PLL
PLL (kips): 4.16 k (eff length factor): 2.10 23.58 kips
Trial Sect No.: 13 Ag = 6.86 in squared Fy (ksi) = 36
ITS 6x6x5/16 Ig = 36.3 in 4th Fb (ksi) = 0.66*Fy
Symmetrical Section - Sg = 12.1 in cubed = 23.76
about each axis rg = 2.3 inches Cm = 1.0
fa = P/Ag kh/r = 147
faTL (total load) = 3.44 ksi Fa = Allowable Stress per AISC (E2-1or E2-2)
faDL (dead load) = 2.83 ksi = 6.91 ksi (Table C-36, AISC Manual)
fb = M*12/Sg Fe = 12*PI^2*E/[23*(kl/r)^2]
fj = 3.35 ksi = 6.91 ksi
Is faTL < Fa: 3.44 ksi 6.91 ksi OK
Is fb < Fb: 3.35 ksi 23.76 ksi OK
faDUFa = 0.41 0.15 Use Eqs 1-11-1 H1-2
faDL/F'e = 0.41
fb/Fb = 0.14
CSR (1-11-1) = [fa[Fa] + Cm fb)/(1-(fa/F'e)Fb)] ] <= 1.0 Use if fa/Fa > 0.15
CSR (1-11-2) = [fa/0.6Fy] fb/Fb] <= 1.0 Use if fa/Fa > 0.15
CSR (1-11-3) = [fa/Fal + fb/Fb] <= 1.0 Use only if fa/Fa < 0.15
fa/Fa Cm(fb/Fb)/(1-fa/F'e)
Eq 1-11-1 = 0.41 0.24 = 0.65 < 1.0 OK
fa/0.6Fy fb/Fb
Eq 1-11-2 = 0.13 0.14 = 0.27 < 1.0 OK
fa/Fa fb/Fb
Eq 1-11-3 = 0.41 0.14 = 0.55 < 1.0 OK
This equation not used
Deflection: LL*hA3
0 = 3*E*lg < h/240 = 0.68 in
0.34 in < 0.68 in OK
steel colc13.xl5 Job No. Page
Base Plate - Combined Vertical and Lateral Loads
Column Mark: C1 Lateral Line Mark.: 5
h = 13.5 feet No. of columns in line: 2
V = 500 pounds Trial Section: TS 6x6x5/16
PDL = 19.42 kips fc = 3000 psi
PLL = 4.16 kips Fy = 36 ksi
MLL = 40.50 kip -inches Fb =_xFy: 0.75
Trial Base Plate Dimensions: Concrete Bearing Surface:
L = 12 inches Length (ft): 1.5 feet
b (W) = 12 inches Width (ft): 1.5 feet
x = 1 inches Al = 144 sq in
y = 3 inches A2 = 324 sq in
d = 11 inches fp = 0.16 ksi OK
Fp = 1.58 ksi
Check PDL + MLL: Check PDL + PLL:
Pu = 27.19 kips fb = 5.72 ksi OK
Mu = 68.85 kip -inches Fb = 27 ksi
I = 6 inches
Try a = 1.00 inches w = 6 inches
m = 3.15
Tu = Mu = 6.56 kips n = 3.15
d-a/2 X= 0.33
q = 0.10
a = Tu + Pu = 1.10 inches Xn' = 0.22
0.85fcb
MpI(Tu) = Tu (x) = 3.86 kip -in
LF
Mpl(a) = 0.85fcba (y - a/2) = 40.50 kip -in Governs
LF
Fb(allow) = 0.66Fy = 23.76 ksi
t(min) = 0.92 inches Use 12" x 12" x 1" Base Plate
Bolt Diameter = 3/4"
Bolt Grade = A307 A307, A325, A490)
No. of Bolts = 1 Use (4) 3/4" diameter A307 bolts
Steel Column - Combined Vertical and Lateral Loads
M = (V'h)/(#col•1000)
l Line Mark: 1LateralColumnMark: C2 24.22 kip-ft
Height h (ft): 13.5 Lateral Load LL (lbs): 3588
p total = PDL + PLL
PDL (kips): 15 # of columns in Line: 2
k (eff length factor): 2.10
24.00 kips
PLL (kips): 9
in squared Fy (ksi) = 36
Ag = 14.4
Trial Sect No.: 25
Ig = 131
Fb (ksi) = 0.66"Fy
in 4th
TS 8x8x112
Sg = 32.9
23.76
in cubed
Cm = 1.0SymmetricalSection -
rg = 3.03 Inches
about each axis
fa = P/Ag
kh/r
Fa
112
Allowable Stress per AISC (E2-1or E2-2)
faTL (total load) _ 1.67 ksi 11.40 ksi (Table C-36, AISC Manual)
faDL (dead load) = 1.04 ksi
Fe 12'PIA2'E/[23"(kl/r)A2]
fb = M'12/Sg 11.90 ksi
8.83 ksi
Is faTL <
11.40 ksi OK
Fa: 1.67 ksi
23.76 ksi OK
ISfb<Fb: 8.83ksi <
0.15 Use Eq 1-11-3
faDLIFa = 0.09 <
faDL/F'e = 0.09
fb/Fb = 0.37
CSR (1-11-1) _ [fa/FaJ + [ {Cmfb}+ /{1-(fa/F'e)Fb}] J <= 1.0 Use if fa/Fa > 0.15
Use if fa/Fa > 0.15
1fb/Fb] <= 1.0
CSR (H1-2) _ [f + Ifb/] Use only if fa/Fa < 0.15
F F+]
CSR (H1-3) _ [
fa/Fa Cm(fb/Fb)/(1-fa/F'e) -
0.50 < 1.0 OK
41 -
Eq H1-1 = 0.09 0 This equation not required
fa/0.6Fy
fb/Fb -
0.42 < 10 OK
Eq H+
0.37
1-2 = 0.05 This equation not required
fa/Fa fb/Fb
0.46 < 10 OK
Eq H1-3 = 0.09 +
0.37 =
Deflection:
LL'hA3
3 < h/240 = 0.68 in
p= g
0.67 in 15 0.68 in OK
0
Page
Job No.
steel col C2.xls
Base Plate - Combined Vertical and Lateral Loads
Column Mark: C2 Lateral Line Mark.: 1
h = 13.5 feet No. of columns in line: 2
V = 3588 pounds Trial Section: TS 8x8x1/2
PAL = 15 kips fc = 3000 psi
PLL = 9 kips Fy = 36 ksi
MLL = 290.63 kip -inches Fb =_xFy: 0.75
Trial Base Plate Dimensions: Concrete Bearing Surface:
L = 14 inches Length (ft): 1.5 feet
b (W) = 14 inches Width (ft): 1.5 'feet
x = 1 inches Al = 196 sq in
y = 3 inches A2 = 324 sq in
d = 13 inches fp = 0.12 ksi OK
Fp = 1.35 ksi
Check PAL + MLL: Check PDL + PLL:
Pu = 21.00 kips fb = 3.27 ksi OK
Mu = 494.07 kip -inches Fb = 27 ksi
1= 8 inches
Try a = 1.00 inches W = 8 inches
m = 3.2
Tu = Mu = 39.53 kips n = 3.2
d-a/2 x= 0.31
q = 0.09
a = Tu + Pu = 1.70 inches Xn' = 0.23
0.85fcb
MpI(Tu) = Tu (x) = 23.25 kip -in
LF
Mpl(a) = 0.85fcba (y - a/2) = 63.86 kip -in Governs
LF
Fb(allow) = 0.66Fy = 23.76 ksi
t(min) = 1.07 inches Use 14" x 14" x 1" Base Plate
Bolt Diameter = 3/4"
Bolt Grade = A307 A307, A325, A490)
No. of Bolts = 3 Use (4) ' 3/4" diameter A307 bolts
sleelcol c2.xls Job No. Page
Steel Column - Combined Vertical and Lateral Loads
Column Mark: C3 Pbeams: 39.50 RB8 M = PTL*e
Height h (ft): 13.5 (kips) 39.50 kip -inches
eccentricity a (in) : 1 PTL = Sum(Pbeams)
k (eff length factor): 1.00 39.50 kips
Trial Sect No.: 8 Ag = 5.61 in squared Fy (ksi) = 36
ITS 5x5x5/16 Ig = 20.1 in 4th Fb (ksi) = 0.66*Fy
Symmetrical Section - Sg = 8.02 in cubed = 23.76
about each axis rg = 1.89 inches Cm = 1.0
fa = P/Ag kh/r = 85
faTL (total load) = 7.04 ksi Fa = Allowable Stress per AISC (E2-lor E2-2)
fb = M/Sg f1-(kh/r)^2/(2*CC^2)1*Fv
4.93 ksi 5/3 + {3*(kh/r)/(8*Cc)) - (kh/r)^3/(8*Cc^3)]
Cc = (2*PIA 2*E/Fy)^1/2 14.79 ksi E2-1
126 > kh/r Fe = 12*PI^2*E/[23*(kl/r)^2]
20.67 ksi
Is faTL < Fa: 7.04 ksi < 14.79 ksi OK
Is fb < Fb: 4.93 ksi < 23.76 ksi OK
faTL/Fa = 0.48 > 0.15 Use Eqs H1-1 & H1-2
fb/Fb = 0.21
CSR (1-11-1) _ [fa/Fa] + [ (Cmfb)/{l-(fa/F'e)Fb)] ] 1.0 Use if fa/Fa'> 0.15
CSR (H1-2) _ [fa/0.6Fy] + [fb/Fb] <= 1.0 Use if fa/Fa > 0.15
CSR (1-11-3) _ [fa/Fa] + [fb/Fb] <= 1.0 ' Use only if fa/Fa < 0.15
fa/Fa Cm(fb/Fb)/(1-fa/F'e)
Eq H1-1 = 0.48 + 0.31 0.79 < 1.0 OK
fa/0.6Fy fb/Fb
Eq H1-2 = 0.33 + 0.21 0.53 < 1.0 OK
fa/Fa fb/Fb
Eq H1-3 = 0.48 + 0.21 = 0.68 < 1.0 OK
This equation not used
Deflection: LL*h^3
A = 3*E*lg < h/240 = 0.68 in
0.59 in < 0.68 in OK
steel col with comb ecc & verl loadUls Job No. Page
Base Plate - Combined Vertical and Lateral Loads
Column Mark: C3 Trial Section: TS 5x5x5/16
h = 13.5 feet fc = 3000 psi
M = 39.50 kip -inches Fy = 36 ksi
PTL = 39.50 kips Fb =_xFy: 0.75
Trial Base Plate Dimensions: Concrete Bearing Surface:
L = 13 inches Length (ft): 1.5 feet
b (W) = 13 inches Width (ft): 1.5 feet
x = 1 inches Al = 169 sq in
y = 3 inches A2 = 324 sq in
d = 12 inches fp = 0.23 ksi
Fp = 1.45 ksi
Check PDL + MLL: Check PDL + PLL:
Pu = 55.30 kips fb = 8.22 ksi
Mu = 67.15 kip -inches Fb = 27 ksi
I = 5 inches
Try a = 1.00 inches w = 5 inches
m = 4.125
Tu = Mu = 5.84 kips n = 4.125
d-a/2 X= 0.42
q = 0.16
a = Tu + Pu = 1.84 inches Xn' = 0.26
0.85fcb
Mpl(Tu) = Tu (x) = 3.43 kip -in
LF
Mow = 0.85fcba (y - a/2) = 74.73 kip -in Governs
LF
OK
OK
Fb(allow) = 0.66Fy = 23.76 ksi
t(min) = 1.20 inches Use 13" x 13" x 1" Base Plate
Bolt Diameter = 3/4"
Bolt Grade = A307 (A307, A325, A490)
No. of Bolts = 0 Use (4) 3/4" diameter A307 bolts
steel col with comb e= a vert loadUls Job No. Page
Steel Column - Combined Vertical and Lateral Loads
Column Mark: C4 Pbeams: 13.10 RI36 M = PTL*e
Height h (ft): 13.5 (kips) 13.10 kip -inches
eccentricity a (in) : 1 PTL = Sum(Pbeams)
k (eff length factor): 1.00 13.10 kips
Trial Sect No.: 3 Ag = 4.36 in squared Fy (ksi) = 36
ITS 4x4x5/16 Ig = 9.58 in 4th Fb (ksi) = 0.66*Fy
Symmetrical Section - Sg = 4.79 in cubed = 23.76
about each axis rg = 1.48 inches Cm = 1.0
fa = P/Ag kh/r = 109
faTL (total load) = 3.00 ksi Fa = Allowable Stress per AISC (E2-lor E2-2)
fb = M/Sg f1-(kh/r)^2/(2*Cc^2)1*Fv
2.73 ksi 5/3 + {3*(kh/r)/(8*Cc)} - (kh/r)^3/(8*Cc^3)]
Cc = (2*PI^2*E/Fy)^1/2 11.81 ksi E2-1
126 > kh/r Fe = 12*PI^2*E/[23*(kl/r)^2]
12.57 ksi
Is faTL < Fa: 3.00 ksi < 11.81 ksi OK
Is fb < Fb: 2.73 ksi < 23.76 ksi OK
faTL/Fa = 0.25 > 0.15 Use Eqs H1-1 & H1-2
fb/Fb = 0.12
CSR (H 1-1) _ [fa/Fa] + [ {Cmfb}/{1-(fa/F'e)Fb}] ] 1.0 Use if fa/Fa > 0.15
CSR (1-11-2) _ [fa/0.6Fy] + [fb/Fb] <= 1.0 Use if fa/Fa > 0.15
CSR (1-11-3) _ [fa/Fa] + [fb/Fb] <= 1.0 Use only if fa/Fa < 0.15
fa/Fa Cm(fb/Fb)/(1-fa/F'e)
Eq H1-1 = 0.25 + . 0.15 0.41 < 1.0 OK
fa/0.6Fy fb/Fb
Eq H1-2 = 0.14 + 0.12 0.25 < 1.0 OK
fa/Fa fb/Fb
Eq H1-3 = 6.25 + 0.12 = 0.37 < 1.0 OK
This equation not used
Deflection: LL*h^3
A = 3*E*lg < h/240 = 0.68 in
0.41 in < 0.68 in OK
steel col with comb em & vert load4.As Job No. Page
Base Plate - Combined Vertical and Lateral Loads
Column Mark: C4 Trial Section: TS 4x4x5/16
h = 13.5 feet fc = 3000 psi
M = 13.10 kip -inches Fy = 36 ksi
PTL = 13.10 kips Fb =_xFy: 0.75
Trial Base Plate Dimensions: Concrete Bearing Surface:
L = 12 inches Length (ft): 1.5 feet
b (W) = 12 inches Width (ft): 1.5 feet
x = 1 inches Al = 144 sq in
y = 3 inches A2 = 324 ' ' sq in
d = 11 inches fp = 0.09 ksi OK
Fp = 1.58 ksi
Check PDT + MLL: Check PDL + PLL:
Pu = 18.34 kips fb = 6.80 ksi OK
Mu = 22.27 kip -inches Fb = 27 ksi
I = 4 inches
Try a = 1.00 inches w = 4 inches
m = 4.1
Tu = Mu = 2.12 kips n = 4.1
d - a/2 x = 0.24
q = 0.06
a = Tu + Pu = 0.67 inches Xn' = 0.14
0.85f cb
MpI(Tu) = Tu x) = 1.25 kip -in
LF
Mpl(a) = 0.85fcba (y - a/2) = 32.08 kip -in Governs
LF
Fb(allow) = 0.66Fy 23.76 ksi
t(min) = 0.82 inches Use 12" x 12" x 1" Base Plate
Bolt Diameter = 3/4"
Bolt Grade = A307 (A307, A325, A490)
No. of Bolts = 0 Use (4) 3/4" diameter A307 bolts
steel col with comb e= & veil load4.xls Job No. Page
Engineer: RKH Footing (F1)
Footinas: Exterior Footina at Triple Studs
Load Combinations
Total LL = 3.00 k
Total LLr = 1.00 k
Total DL = 10.00 k
Total WL = -3.50 k
U=1.4D=14.00k
U = 1.2D + 1.6L + 0.5Lr = 17.30 k (CRITICAL)
U=1.2D+1.6Lr+0.5L=15.10k
U = 1.2D + 0.5L= 16.50 k
U=1.2D+1.6W+0.5L+0.5Lr=8.40k
U = 0.613 + 1.6W = 0.40 k (CRITICAL)
Gravity Loading:
Foundation Size
Design Load = 14.00 k
Bearing Capacity = 600 psf
Req'd Area = 23.33 sf
Req'd Width = 4.83 ft
Use width = 5.50 ft (OK)
Strength Pressure = 0.57 ksf
Foundation Depth
Two -Way Shear:
fc'= 3000 psi
Column Width = 5 in
Footing Depth = 14 in
Critical Perimeter = 76 in
Shear Force = 15.87 k
Shear Capacity = 233.11 k
Design Shear Capacity=198.14 k (OK)
One -Way Shear:
Shear Force = 4.33 k
Shear Capacity = 202.44 k
Design Shear Capacity =172.07 k (OK)
Reinforcement
Bending Moment = 121.9 in-k
fy= 60 ksi
Assumed a = 3.00 in
Req'd Steel = 0.18 in2
Check a = 0.77 in
1
Engineer: RKH Footing (F1)
Minimum steel = 2.53 in2
but not less than = 3.08 in2 (CONTROLSI!)
Bar Size = #6
No. of Bars = 7
Total Area = 3.09 in2
Uplift Loading:
Foundation Size
Design Load = 0.40 k
Factor of Safety = 0.16
Slab Trib. Area = 100 sf
Depth of Slab = 4"
Weight of Slab = 5.00 kips
Depth of Soil = 16"
Footing Depth = 14"
Footing Width = 3.86 ft
Use Width = 5.0 ft
Reinforcement
Bending Moment = -34.0 in-k
fy= 60 ksi
Assumed a = 1.25 in
Req'd Steel = -0.05 in2
Check a = -0.22 in
Minimum steel = 3.26 in2
but not less than = 3.97 in2 (CONTROLS!!)
Bar Size = #7
No. of Bars = 7
Total Area = 4.21 in2
2
f Engineer: RKH Footing (F2)
Footinas: Exterior Steel Columns
Load Combinations
Total LL = 4.00 k
Total LLr = 3.00 k
Total DL = 12.00 k
Total WL = -3.00 k
U = IIAD = 16.80 k
U = 1.2D + 1.6L + 0.5Lr = 22.30 k (CRITICAL)
U = 1.2D + 1.6Lr + 0.5L = 21.20 k
U = 1.2D + 0.5L= 20.40 k
U = 1.2D + 1.6W + 0.5L + 0.5Lr = 13.10 k
U = 0.6D + 1.6W = 2.40 k (CRITICAL)
Gravity Loading:
Foundation Size
Design Load = 19.00 k
Bearing Capacity = 600 psf
Req'd Area = 31.67 sf
Req'd Width = 5.63 ft
Use width = 6.00 ft (OK)
Strength Pressure = 0.62 ksf
Foundation Depth
Two -Way Shear:
fc' = 3000 psi
Column Width = 5 in
Footing Depth = 14 in
Critical Perimeter = 76 in
Shear Force = 20.75 k
Shear Capacity = 233.11 k
Design Shear Capacity = 198.14 k (OK)
One -Way Shear:
Shear Force = 6.04 k
Shear Capacity = 220.84 k
Design Shear Capacity = 187.72 k (OK)
Reinforcement
Bending Moment = 173.8 in-k
fy= 60 ksi
Assumed a = 3.00 in
Req'd Steel = 0.26 in2
Check a = 1.01 in
1 AT BEAMS: RB1 / R64
P. Engineer: RKH Footing (F2)
Minimum steel = 2.76 in2
but not less than = 3.36 in2 (CONTROLS!!)
Bar Size = #6
No. of Bars = 8
Total Area = 3.53 in2
Uplift Loading:
Foundation Size
Design Load = 2.40 k
Factor of Safety = 0.57
Slab Trib. Area = 81 sf
Depth of Slab = 4"
Weight of Slab = 4.05 kips
Depth of Soil = 12"
Footing Depth = 14"
Footing Width = 4.84 ft
Use Width = 6.0 ft
Reinforcement
Bending Moment = -50.3 in-k
fy= 60 ksi
Assumed a = 3.00 in
Req'd Steel = -0.07 in2
Check a = -0.29 in
Minimum steel = 2.76 in2
but not less than = 3.36 in2 (CONTROLS!!)
Bar Size = #6
No. of Bars =8
Total Area = 3.53 in2
2 AT BEAMS: RB1 / RB4
Engineer: RKH Footing (F2)
Footinas: Interior Steel Columns
Load Combinations
Total LL = 2.50 k
Total LLr = 1.00 k
Total DL = 11.24 k
Total WL = -7.00 k
U=1AD=15.74k
U = 1.2D + 1.61- + 0.5Lr = 17.99 k (CRITICAL)
U=1.2D+1.6Lr+0.5L=16.34k
U = 1.2D + 0.5L= 17.24 k
U=1.2D+1.6W+0.5L+0.5Lr=4.04k
U = 0.6D + 1.6W = -4.46 k (CRITICAL)
Gravity Loading:
Foundation Size
Design Load = 14.74 k
Bearing Capacity = 600 psf
Req'd Area = 24.57 sf
Req'd Width = 4.96 ft
Use width = 6.00 ft (OK)
Strength Pressure = 0.50 ksf
Foundation Depth
Two -Way Shear:
fc' = 3000 psi
Column Width = 5 in
Footing Depth = 14 in
Critical Perimeter = 76 in
Shear Force = 16.74 k
Shear Capacity = 233.11 k
Design Shear Capacity = 198.14 k (OK)
One -Way Shear:
Shear Force = 4.87 k
Shear Capacity = 220.84 k
Design Shear Capacity=187.72 k (OK)
Reinforcement
Bending Moment = 140.2 in-k
fy= 60 ksi
Assumed a = 3.00 in
Req'd Steel = 0.21 in2
Check a = 0.81 in
1 AT BEAM: RB7
Engineer: RKH Footing (F2)
Minimum steel = 2.76 in2
but not less than = 3.36 in2 (CONTROLSII)
Bar Size = #6
No. of Bars = 8
Total Area = 3.53 in2
Uplift Loading:
Foundation Size
Design Load = -4.46 k
Factor of Safety = 17.41
Slab Trib. Area = 125 sf
Depth of Slab = 4"
Weight of Slab = 6.25 kips
Depth of Soil = 16"
Footing Depth = 14"
Footing Width = 5.89 ft
Use Width = 6.0 ft
Reinforcement
Bending Moment = -14.0 in-k
fy 60 ksi
Assumed a = 1.25 in
Req'd Steel = -0.02 in2
Check a = -0.08 in
Minimum steel = 2.76 in2
but not less than = 3.36 in2 (CONTROLS!!)
Bar Size = #6
No. of Bars = 8
Total Area = 3.53 in2
2 AT BEAM: RB7
Engineer: RKH Footing (173)
Footinus: Exterior Steel Columns
Load Combinations
Total LL = 4.00 k
Total LLr = 2.00 k
Total DL = 20.00 k
Total WL = -3.00 k
U=1.4D=28.00k
U = 1.2D + 1.61- + 0.5Lr = 31.40 k (CRITICAL)
U=1.2D+1.6Lr+0.5L=29.20k
U = 1.2D + 0.5L= 30.00 k
U=1.2D+1.6W+0.5L+0.5Lr=22.20k
U = 0.6D + 1.6W = 7.20 k (CRITICAL)
Gravity Loading:
Foundation Size
Design Load = 26.00 k
Bearing Capacity = 600 psf
Req'd Area = 43.33 sf
Req'd Width = 6.58 ft
Use width = 7.00 ft (OK)
Strength Pressure = 0.64 ksf
Foundation Depth
Two -Way Shear:
f,' = 3000 psi
Column Width = 5 in
Footing Depth = 14 in
Critical Perimeter = 76 in
Shear Force = 29.79 k
Shear Capacity = 233.11 k
Design Shear Capacity = 198.14 k (OK)
One -Way Shear:
Shear Force = 9.53 k
Shear Capacity = 257.65 k
Design Shear Capacity = 219.00 k (OK)
Reinforcement
Bending Moment = 291.6 in-k
fy= 60 ksi
Assumed a = 2.00 in
Req'd Steel = 0.42 in2
Check a = 1.40 in
1 AT BEAMS: 2-RB7
Engineer: RKH Footing (F3)
Minimum steel = 3.22 in2
but not less than = 3.92 in2 (CONTROLS!!)
Bar Size = #7
No. of Bars = 7
Total Area = 4.21 in2
Uplift Loading:
Foundation Size
Design Load = 7.20 k
Factor of Safety = 0.80
Slab Trib. Area = 81 sf
Depth of Slab = 4"
Weight of Slab = 4.05 kips
Depth of Soil = 16"
Footing Depth = 14"
Footing Width = 6.04 ft
Use Width = 7.0 ft
Reinforcement
Bending Moment = -104.5 in-k
fy= 60 ksi
Assumed a = 1.25 in
Req'd Steel = -0.14 in2
Check a = -0.49 in
Minimum steel = 3.22 in2
but not less than = 3.92 in2 (CONTROLS!!)
Bar Size = #7
No. of Bars = 7
Total Area = 4.21 in2
2 AT BEAMS: 2-RB7
Engineer: RKH Footing (F3)
Footings: Exterior Steel Columns
Load Combinations
Total LL = 5.00 k
Total LLr = 4.00 k
Total DL = 14.35 k
Total WL = -1.00 k
U=1.4D=20.09k
U = 1.213 + 1.61- + 0.51-r = 27.22 k (CRITICAL)
U=1.2D+1.6Lr+0.5L=26.12k
U=1.2D+0.5L=24.72k
U=1.2D+1.6W+0.5L+0.5Lr=20.12k
U = 0.613 + 1.6W = 7.01 k (CRITICAL)
Gravity Loading:
Foundation Size
Design Load = 23.35 k
Bearing Capacity = 600 psf
Req'd Area = 38.92 sf
Req'd Width = 6.24 ft
Use width = 7.00 ft (OK)
Strength Pressure = 0.56 ksf
Foundation Depth
Two -Way Shear:
f,' = 3000 psi
Column Width = 5 in
Footing Depth = 14 in
Critical Perimeter = 76 in
z
Shear Force = 25.83 k
Shear Capacity = 233.11 k
Design Shear Capacity = 198.14 k (OK)
One -Way Shear:
Shear Force = 8.26 k
Shear Capacity = 257.65 k
Design Shear Capacity = 219.00 k (OK)
Reinforcement
Bending Moment = 252.8 in-k
fy= 60 ksi
Assumed a = 3.00 in
Req'd Steel = 0.37 in2
Check a = 1.26 in
1 AT BEAMS: RB1 / RB2 / R135
Engineer: RKH Footing (F3)
Minimum steel = 3.22 in2
but not less than = 3.92 in2 (CONTROLS!!)
Bar Size = #7
No. of Bars =7
Total Area = 4.21 in2
Uplift Loading:
Foundation Size
Design Load = 7.01 k
Factor of Safety = 0.92
Slab Trib. Area = 322 sf
Depth of Slab = 4"
Weight of Slab = 16.10 kips
Depth of Soil = 12"
Footing Depth = 14"
Footing Width = 5.75 ft
Use Width = 7.0 ft
Reinforcement
Bending Moment = -214.6 in-k
fy= 60 ksi
Assumed a = 1.25 in
Req'd Steel = -0.30 in2
Check a = -1.00 in
Minimum steel = 3.22 in2
but not less than = 3.92 in2 (CONTROLS!!)
Bar Size = #7
No. of Bars = 7
Total Area = 4.21 in2
2 AT BEAMS: RB1 / RB2 / RB5
Engineer: RKH Footing (F4)
Footinas: Interior Steel Columns
Load Combinations
Total LL = 7.00 k
Total LLr = 2.00 k
Total DL = 33.00 k
Total WL = -3.50 k
U=1AD=46.20k
U = 1.2D + 1.61L + 0.5Lr = 51.80 k (CRITICAL)
U=1.2D+1.6Lr+0.5L=46.30k
U = 1.21D + 0.5L= 50.10 k
U = 1.2D+ 1.6W+0.51-+0.5Lr=38.50k
U = 0.6D + 1.6W = 14.20 k (CRITICAL)
Gravity Loading:
Foundation Size
Design Load = 42.00 k
Bearing Capacity = 600 psf
Req'd Area = 70.00 sf
Req'd Width = 8.37 ft
Use width = 8.50 ft (OK)
Strength Pressure = 0.72 ksf
Foundation Depth
Two -Way Shear:
f'= 3000 psi
Column Width = 5 in
Footing Depth = 14 in
Critical Perimeter = 76 in
Shear Force = 50.00 k
Shear Capacity = 233.11 k
Design Shear Capacity=198.14 k (OK)
One -Way Shear:
Shear Force = 17.52 k
Shear Capacity = 312.86 k
Design Shear Capacity = 265.93 k (OK)
Reinforcement
Bending Moment = 597.3 in-k
fy= 60 ksi
Assumed a = 3.00 in
Req'd Steel = 0.88 in2
Check a = 2.45 in
1 AT BEAM: RB8
Engineer: RKH Footing (F4)
Minimum steel = 3.91 in2
but not less than = 4.76 in2 (CONTROLS!!)
Bar Size = #7
No. of Bars = 8
Total Area = 4.81 in2
Uplift Loading:
Foundation Size
Design Load = 14.20 k
Factor of Safety = 0.87
Slab Trib. Area = 150 sf
Depth of Slab = 4"
Weight of Slab = 7.50 kips
Depth of Soil = 16"
Footing Depth = 14"
Footing Width = 4.66 ft
Use Width = 8.5 ft
Reinforcement
Bending Moment = -250.2 in-k
fy= 60 ksi
Assumed a = 1.25 in
Req'd Steel = -0.35 in2
Check a = -0.96 in
Minimum steel = 3.91 in2
but not less than = 4.76 in2 (CONTROLS!!)
Bar Size = #6
No. of Bars = 11
Total Area = 4.86 in2
2 AT BEAM: RB8
Foundation -Wall Footings
Foundations designed in conformance with soil report by:Giles Engineering Associates, INC
Geotechnical Engineer's Project No.: 8G-030400
Date: 8-May-03
Allowable Bearing Pressure (psf) - Q: 800
Footing Embedment below finished grade (inches): 12
Minimum wall footing width required (inches):14
Schedule
WF 1 - Use cont. footing T-6" wide x 18" deep with (4) #5 cont. (Top and Bottom)
w/ #3 @ 16" O.C. Transverse (Top and Bottom)
Wall: Front Bearing Wall
DL (psf) LL (psf) Trib (ft) w (plf)
Roof 34 16 33 1650
Floor 0 0 0 0
Wall 50 13.5 675
Misc. 20 0 20 400
W total = 2725 - pif
Width req'd = W total/Q
3.41 ft minimum
40.88 inches minimum
Use: WF1
waH footirgs,.xis Job No. Page
Wind Load Summary - Components and Cladding - Gable and Hip Roof
ASCE 7-98 Method 2 - Analytical Method- Low Rise Buildings
Wind Force: P = qh*[ (GCp) - (GCpi) ] (Eq. 6-18)
qh = 0.00256'Kz'Kzt'Kd*VA 2*1 (Eq. 6-13)
Basic Wind Speed (mph): 120 Enclosure Classification: O
Exposure: B (0 - open, PE - partially enclosed; E - enclosed)
Truss Span (ft): 64 Truss Tributary Width (ft): 2
Importance Factor (1): 1.0 (Table 6-1)
Components and Cladding:
Figure 6-513: Gable and Hip Roofs: Kzt = 1.0 (Figure 6-2)
roof slope (_:12): 7.5 Kd = 0.85 (Table 6-6)
slope angle 0 (deg): 32.01 (GCpi) = 0 (Table 6-7)
Kz qh Effective Wind Area = 128.00 sq ft
Table 6-5) (psf) hA2)/3 pg. 24)
0-15 ft) 0.70 21.93
15 ft to 20 ft) 0.70 21.93 GCp) WW GCp) LW
20 ft to 25 ft) 0.70 21.93 Figure 6-56) Figure 6-56)
25 ft to 30 ft) 0.70 21.93 Zone 1 +: 0.80 1 - -0.80
30.ft to 40 ft) 0.76 23.81 Zone 2 +: 0.80 2- -1.00
Zone 3 +: 0.80 3- -1.00
P = qh"[ (GCp) - (+GCpi) ] case (i): positive value applied to all internal surfaces
qh*[ (GCp) - (-GCpi) ] case (ii): negative value applied to all internal surfaces
Zone 1 Zone 2 Zone 3
Proof (psf) = 17.55 17.55 17.55 case (i) 0 to 15 ft)
Proof (psf) = 17.55 17.55 17.55 case (ii) 0 to 15 ft)
Proof (psf) _ 17.55 21.93 21.93 case (i) 0 to 15 ft)
Proof (psf) _ 17.55 21.93 21.93 case (ii) 0 to 15 ft)
Proof(psf) = 17.55 17.55 17.55 case (ii) 15 ft to 20 ft)
Proof (psf) _ 17.55 21.93 21.93 case (i) 15 ft to 20 ft)
Proof (psf) = 17.55 17.55 17.55 case (ii) 20 ft to 25 ft)
Proof (psf) _ 17.55 21.93 21.93 case (i) 20 ft to 25 ft)
Proof (psf) = 17.55 17.55 17.55 case (ii) 25 ft to 30 ft)
Proof (psf) _ 17.55 21.93 21.93 case (i) 25 ft to 30 ft)
Proof (psf) = 19.05 19.05 19,05 case (ii) 30 ft to 40 ft)
Proof (psf) _ 19.05 23.81 23.81 case (i) 30 ft to 40 ft)
Use: 17.55 psf 21.93 psf 21.93 psf 0 to 15 ft)
17.55 psf 21.93 psf 21.93 psf 15 ft to 20 ft)
17.55 psf 21.93 psf 21.93 psf 20 ft to 25 ft)
17.55 psf 21.93 psf 21.93 psf 25 ft to 30 ft)
19.05 psf 23.81 psf 23.81 psf 30 ft to 40 ft)
asce 98 components roof panel wind loads canopy.xb Job No. Page
PROJECT: ^/! r,-r,+,,
INTERPLAN-i
2o
PROJECT NO.:
ujc-T =7.yy p5 0) ; -7 90;'VsTCC j =1
30
r-
DATE:
BY:
SHEET NO.
LAJf WC
Qr 7 2 t'
J
C
2
LIGHT GAGE SHEAR WALL
Line: 1
WALL SEGMENTS Total Length
Shear Force (lbs): 8843 Length (ft): 22.0 29.0 0.0 0.0 0.0 0.0 51.0 ft
Height (ft): 13.5 13.5 0.0 0.0 0.0 0.0
Roof DL (psf): 20 Roof Trib. (ft): 7.0 7.0 0.0 0.0 0.0 0.0
Floor DL (psf): 0 Floor Trib. (ft): 0.0 0.0 0.0 0.0 0.0 0.0
Wall Self (psf): 18 wDL (plf): 383 383
DL factor: 1 F (lbs): 3815 5028
Mot (lb-ft): 51497 67883
Shear (plf): 173 Mr (lb-ft): 92686 161052
Uplift (lbs): 0 0
MIN. SHEARWALL NO. M 1 1
Line 1 USE: SSW 1
Line: 2
WALL SEGMENTS Total Length
Shear Force (lbs): 7049 Length (ft): 22.0 0.0 0.0 0.0 0.0 0.0 22.0 ft
Height (ft): 13.5 0.0 0.0 0.0 0.0 0.0
Roof DL (psf): 20 Roof Trib. (ft): 7.0 0.0 0.0 0.0 0.0 0.0
Floor DL (psf): 0 Floor Trib. (ft): 0.0 0.0 0.0 0.0 0.0 0.0
Wall Self (psf): 18 wDL (plf): 383
DL factor: 1 F (lbs): 7049
Mot (lb-ft): 95162
Shear (plf): 320 Mr (lb-ft): 92686
Uplift (lbs): 115
MIN. SHEARWALL NO. # 2 2
Line 2 USE: SSW 1
Line: 3+4
WALL SEGMENTS Total Length
Shear Force (lbs): 7261 Length (ft): 20.0 0.0 0.0 0.0 0.0 0.0 20.0 ft
Height (ft): 13.5 0.0 0.0 0.0 0.0 0.0
Roof DL (psf): 20 Roof Trib. (ft): 33.0 0.0 0.0 0.0 0.0 0.0
Floor DL (psf): 0 Floor Trib. (ft): 0.0 0.0 0.0 0.0 0.0 1.0
Wall Self (psf): 18 wDL (plf): 903
DL factor: 1 F (lbs): 7261
Mot (lb-ft): 98024
Shear (plf): 363 Mr (lb-ft): 180600
Uplift (lbs): 0
MIN. SHEARWALL NO.4 1 1
Line 3+4 USE: SSW 1
Steel sheanvall LNIs Job No. Page
STEEL SHEAR WALL SCHEDULE
AKI SAearwall Design Guide. Publiplion RG•9901. February 199a )
1. MAX. STUD SPACING 15 24" O.C.
2. MIN. STUD SIZE IS 20 GAUGE 1 5/8 X 3 1/2
MIN TRACK SIZE 15 20 GAUGE 1 5/8 X 3 1/2
3. A MINIMUM OF 2 ANCHORS SHALL BE USED ON EACH BASE PLATE PIECE. PROVIDE 1 ANCHOR, MINIMUM,
WITHIN 91NCHE5 OF EACH END OF EACH PIECE.
4, PROVIDE FULL HEIGHT DOUBLE STUDS AT ENDS OF SHEAR WALLS UNLESS NOTED OTHERWISE ON PLANS
OR DETAILS.
5. BLOCK ALL PANEL EDGES. EDGE NAIL SHEATHING AT BLOCKED EDGES. HORIZONTAL STEEL STRAPS USED AS ,
BLOCKING MUST BE A MIN OF 1 112" WIDE AND SAME MATERIAL AND THICKNESS AS STUDS AND TRACK.
G. MIN PANEL WIDTH 15 12" WIDE.
08 X 1' FLAT HEAD, SHARP POINT, BOTTOM
STEEL STUDS SELF DRILLING SCREWS PLATE CAPACITY
MARK SHEATHING MATERIAL SPACING GAGE EDGE NAILING FIELD NAILING ATTACHMENT PLF)
SSWI 1/2" PLYWOOD BLOCKED OBSCREWS 85CREW5 112' Dia.A.B. 513
ONE SIDE OF WALL 24" 20 AT 4" O.C. AT 12" O.0 AT 48" O.C.
@IXWQdQBIQCifE wscll? F5 n•ata;AJa
SSW3 1/2" PLYWOOD BLOCKED 88 SCREWS B SCREWS 1/2' Dia. A.B. 913
ONE SIDE OF WALL 24" 20 AT 2' O.C. AT 12" O.C. AT 24' O.C.
Job No. Page -
Roof Diaphragm:
V (Ibs) = 8843 Shear line load
L (ft) = 64 Length of diaphragm chord
v (plf) = 138 Shear load along diaphragm chord
Use: 1/2" Structural I Plywood, unblocked with 8d nails at 6" o.c. edge and 12" o.c. field
v (plf) = 240 Allowable shear load
V (Ibs) = 7261 Shear line load
L (ft) = 61 Length of diaphragm chord
v (plf) = 119 Shear load along diaphragm chord
Use: 1/2" Structural I Plywood, unblocked with 8d nails at 6" o.c. edge and 12" o.c. field
v (plf) = 240 Allowable shear load
Chord Force:
Top Wood Plates:
V (Ibs) = 8843
L (ft) = 61
W (ft) = 63
M (ft-Ibs) = 134856
T=C(lbs)= 2141
Ac (in A2) = 8.25
ft = fc (psi) = 259
Ft (psi) = 725
nails req'd = 10
Shear line load
Length of diaphragm chord
Width of diaphragm chord
Moment in chord force
Tension or compression in chord
Area of chord section
Tensile stress in chord member < Ft
Allowable tensile stress of chord member
16d nails
Use: (2) 2x6 plates with 4'-0" splice w/(10) 16d nails each splice
Steel Track:
Ac (in A2) = 0.509 Area of chord section
ft = fc (psi) = 4205 Tensile stress in chord member < Ft
Ft (psi) = 21600 Allowable tensile stress of chord member
screws req'd = 11 #10 screws
Use: (12) #10 screws at 16" o.c.
OK
OK
diaphragm and steel stud chord foreeAs Job No. Page
Uplift Loads:
Truss: Typical Truss
Truss Span (ft): 64
Truss Tributary Width (ft): 2
DL (psf): 8
Zone 1 Uplift Load (psf): -24.55 -MWFRS
Zone 1 Uplift Load (psf): -29.61 C&C
Net Zone 1 Uplift Load (psf): -21.61
Zone 2 Uplift Load (psf): -25.30 MWFRS
Zone 2 Uplift Load (psf): -34.00 C&C
Net Zone 2 Uplift Load (psf): -26.00
Overhang Load (psf): -0.00 MWFRS
Overhang Load (psf): -0.00 C&C
Net Overhang Load (psf): --8.00
PuPLIFT (lbs): -1573
Truss Tie: (2) Simpson H10
Truss Tie Capacity (lbs): 1980 OK
Truss: Girder Truss
Truss Span (ft): 64
Truss Tributary Width (ft): 7
DL (psf): 8
Zone 1 Uplift Load (psf): -24.55 MWFRS
Zone 1 Uplift Load (psf): -29.61 C&C
Net Zone 1 Uplift Load (psf): -21.61
Zone 2 Uplift Load (psf): -25.30 MWFRS
Zone 2 Uplift Load (psf): -34.00 C&C
Net Zone 2 Uplift Load (psf): -26.00
Overhang Load (psf): -0.00 MWFRS
Overhang Load (psf): -0.00 C&C
Net Overhang Load (psf): --8.00
PUPUFT (lbs): -5504
Truss Tie: Simpson HGT-2
Truss Tie Capacity (lbs): 10980 OK
Truss Overhang (ft): 0
Zone 2 width - a (ft): 10.8
Roof Slope (degrees): 32
Truss Overhang (ft): 0
Zone 2 width - a (ft): 10.8
Roof Slope (degrees): 32
truss uplift load summary 1.xls Job No. Page
Uplift Loads:
Truss: Canopy Truss
Truss Span (ft): 26 Truss Overhang (ft): 1.25
Truss Tributary Width (ft): 2 Zone 2 width - a (ft): 10.8
DL (psf): 12 Roof Slope (degrees): 32
Zone 1 Uplift Load (psf): -0.00 MWFRS
Zone 1 Uplift Load (psf): -17.55 C&C
Net Zone 1 Uplift Load (psf): -5.55
Zone 2 Uplift Load (psf): -0.00 MWFRS
Zone 2 Uplift Load (psf): -21.93 C&C
Net Zone 2 Uplift Load (psf): -9.93
Overhang Load (psf): -0.00 MWFRS
Overhang Load (psf): -34.00 C&C
Net Overhang Load (psf): -22.00
PUPLIFT (lbs): -389 -
Truss Tie: Simpson H10 @ each side
Truss Tie Capacity (lbs): 990 OK
truss uplift load summary 2.xls Job No. Page
I -
Wind Load Summary - Main Force Resisting System - Horizontal Loads
ASCE 7-98 Method 2 - Analytical Method- Low Rise Buildings
Wind Force: P = .qh*[ (GCpf) - (GCpi) ] (Eq. 6-16)
qh = 0.00256*Kz*Kzt*Kd*V^2*1 (Eq. 6-13)
Basic Wind Speed (mph): 120 Enclosure Classification: PE
Exposure: B (O - open, PE - partially enclosed, E - enclosed)
Wall Height h (ft): 13.5 -Least Horizontal Dimension (ft)- 64
Importance Factor (1): 1.0 (Table 6-1) End Zone Width (ft) = 5.4
Main Force Wind Resisting System: Corner I
Case A: Wind Normal to Ridge: Kzt = 1.0 (Figure 6-2)
roof slope (_:12): 7.5 Kd = 0.85 (Table 6-6)
slope angle 0 (deg): 32.01 GCpi = 0.55 (Table 6-7)
Interior Zone End Zone
Kz qh GCpf WW GCpf LW GCpf WW GCpf LW
Table 6-5) psf) Figure 6-4) Figure 6-4) Figure 6-4) Figure 6-4)
0-15 ft) 0.70 21.93 Walls: Zone 1 Zone 4 Zone 1 E Zone 4E
15 ft to 20 ft) 0.70 21.93 0.56 0.37 0.69 0.48
20 ft to 25 ft) 0.70 21.93
25 ft to 30 ft) 0.70 21.93 Roof: Zone 2 Zone 3 Zone 2E Zone 3E
30 ft to 40 ft) 0.76 23.81 0.21 0.43 0.27 0.53
P = qh*[ { (GCpf)WW -(GCpi) } + { (GCpf)LW -(GCpi) } ]
Add windward load to leeward load for MWFRS)
Pwall = qh*[Zone 1(E) GCpf+ Zone 4(E) GCpf]
Pwall (psf) = 20.40 Interior Zone 0 to 15 ft)
Pwall (psf) = 20.40 Interior Zone 15 ft to 20 ft)
Pwall (psf) = 20.40 Interior Zone 20 ft to 25 ft)
Pwall (psf) = 20.40 Interior Zone 25 ft to 30 ft)
Pwall (psf) = 22.15 Interior Zone 30 ft to 40 ft)
Pwall (psf) = 25.66 End Zone 0 to 15 ft)
Pwall (psf) = 25.66 End Zone 15 ft to 20 ft)
Pwall (psf) = 25.66 End Zone 20 ft to 25 ft)
Pwall (psf) = 25.66 End Zone 25 ft to 30 ft)
Pwall (psf) = 27.86 End Zone 30 It to 40 tt)
Proof = qh*sine*[Zone 2(E) GCpf + Zone 3(E) GCpf]
Proof (psf) = 7.44 Interior Zone 0 to 15 ft)
Proof (psf) = 7.44 Interior Zone 15 It to 20 ft)
Proof (psf) = 7.44 Interior Zone 20 ft to 25 ft)
Proof (psf) = 7.44 Interior Zone 25 ft to 30 ft)
Proof (psf) = 8.08 Interior Zone 30 ft to 40 ft)
Proof (psf) = 9.30 End Zone 0 to 15 ft)
Proof (psf) = 9.30 End Zone 15 ft to 20 ft)
Proof (psf) = 9.30 End Zone 20 ft to 25 ft)
Proof (psf) = 9.30 End Zone 25 ft to 30 ft)
Proof (psf) = 10.10 End Zone 30 ft to 40 ft)
there are two cases for GCpi:
case (i): positive value applied to all internal surfaces
case (ii): negative value applied to all internal surfaces
both cases provide the same wind force (internal
pressures cancel when WW and LW are added)
vertical projection of wind force)
there are two cases for GCpi:
case (i): positive value applied to all internal surfaces
case (ii): negative value applied to all internal surfaces
both cases provide the same wind force (internal
pressures cancel when WW and LW are added)
if WW and LW are opposite signs. If WW and
LW are the same sign then internal pressure
adds.
Main Force Wind Resisting System: Corner I
Case B: Wind Longitudinal to Ridge: same values for all roof slopes
esce 98 hor¢ wind Iwds.xls
Job No.
Page
Walls:
WW loads cancel with LW loads -
Interior Zone
GCpf WW GCpf LW
Figure 6-4) Figure 6-4)
Zone 1 Zone 4
0.45 0.45
Zone 5 Zone 6
0.40 -0.29
Roof: Zone 2 Zone 3
0.69 -0.37
P = qh*[ { (GCpf)WW -(GCpf) } + { (GCpf)LW -(GCpf) } j
Add windward load to leeward load for MWFRS)
End Zone
GCpf WW GCpf LW
Figure 6-4) Figure 6-4)
Zone 1 E Zone 4E'
0.48 0.48
Zone 5E Zone 6E
0.61 0.43
Zone 2E Zone 3E
1.07 . 0.53
Pwall = gh'[Zone 5(E) GCpf + Zone 6(E) GCpf] there are two cases for GCpi:
Pwall (psf) = 15.13 1 nterior Zone 0 to 15 ft) case (i): positive value applied to all internal surfaces
Pwall (psf) = 15.13 Interior Zone 15 ft to 20 ft) case (ii): negative value applied to all internal surfaces
Pwall (psf) = 15.13 Interior Zone 20 ft to 25 ft) both cases provide the same wind force (internal
Pwall (psf) = 15.13 Interior Zone . 25 ft to 30 ft) pressures cancel when WW and LW are added)
Pwall (psf) = 16.43 Interior Zone 30 ft to 40 ft)
PwaII (psf) = 22.81 End Zone 0 to 15 ft)
PwaII (psf) = 22.81 End Zone 15 it to 20 ft)
Pwall (psf) = 22.81 End Zone 20 it to 25 ft)
Pwall (psf) = 22.81 End Zone 25 It to 30 ft)
Pwall (psf) = 24.77 End Zone 30 ft to 40 ft)
Proof = qh*sing*[Zone 2(E) GCpf+ Zone 3(E) GCpf] /2 (vertical projection of wind force)
Proof (psf) = 12.56 Interior Zone 0 to 15 ft) there are two cases for GCpi:
Proof (psf) = 12.56 Interior Zone 15 ft to 20 ft) case (i): positive value applied to all internal surfaces
Proof (psf) = 12.56 Interior Zone 20 ft to 25 ft) case (ii): negative value applied to all internal surfaces
Proof (psf) = 12.56 Interior Zone 25 ft to 30 ft) both cases provide the same wind force (internal
Proof (psf) = 13.63 Interior Zone 30 ft to 40 ft) pressures cancel when WW and LW are added)
Proof (psf) = 15.69 End Zone 0 to 15 ft) if WW and LW are opposite signs. If WW and
Proof (psf) = 15.69 End Zone 15 ft to 20 ft) LW are the same sign then internal pressure
Proof (psf) = 15.69 End Zone 20 ft to 25 ft) adds.
Proof (psf) = 15.69 End Zone 25 It to 30 ft)
Proof (psf) = 17.04 End Zone 30 ft to 40 ft)
Main Force Wind Resisting System: Corner II
Case A: Wind Normal to Ridge: - Rotate building 90 degrees and check loading
Assume 0 = 0 degrees.
Interior Zone End Zone
GCpf WW GCpf LW GCpf WW GCpf LW
Figure 6.4) Figure 64) Figure 64) Figure 64)
Walls: Zone 1 Zone 4 Zone 1 E Zone 4E
0.40 0.29 0.61 0.43
Roof: Zone 2 Zone 3 Zone 2E Zone 3E
0.69 0.37 1.07 0.53
By Inpection this loading condition does not govern.
Case B: Wind Longitudinal to Ridge:
axe 98 horc wind bads.xis
Angle 0 is the same for all loading conditions
Use same loads as Corner I
Job No.
Page
Wind Load Summary - Main Force Resisting System - Uplift Loads
ASCE 7-98 Method 2 - Analytical Method- Low Rise Buildings
Wind Force: P = qh*cos8[ (GCpf) - (GCpi) ] (Eq. 6-16) Horizontal projection of wind load
qh = 0.00256*Kz'Kzt*Kd*VA 2*1 (Eq. 6-13)
Basic Wind Speed (mph): 120 Enclosure Classification: PE
Exposure: B (0 - open, PE - partially enclosed, E - enclosed)
Wall Height h (ft): 13.5 ' Least Horizontal Dimension (ft) = 64
Importance Factor (1): 1.0 (Table 6-1) End Zone Width (ft) = 5.4
Main Force Wind Resisting System: Corner
Case A: Wind Normal to Ridge: Kzt = 1.0 '(Figure 6-2)
roof slope (_:12): 7.5 Kd = 0.85 (Table 6-6)
slope angle 6 (deg): 32.01 GCpi = 0.55 (Table 6-7)
Interior Zone End Zone
Kz qh GCpf WW GCpf LW GCpf WW GCpf LW
Table 6-5) psf) Figure 6-4) Figure 6-4) Figure 6.4) Figure 6-4)
0-15 ft) 0.70 21.93 Roof: Zone 2 Zone 3 Zone 2E Zone 3E
15 ft to 20 ft) 0.70 21.93 0.21 0.43 0.27 0.53
20 ft to 25 ft) 0.70 21.93
25 ft to 30 ft) 0.70 21.93
30 ft to 40 ft) 0.76 23.81
P = qh*cos9*[ {(GCpf)WW {GCpi)) + {(GCpf)LW {GCpi)) ]
Add windward load to leeward load for MWFRS)
Proof = qh*cosh*[Zone 2(E) GCpf + Zone 3(E) GCpf]
Proof (psf) = 16.37 Interior Zone 0 to 15 ft)
Proof (psf) = 24.55 Interior Zone 0 to 15 ft)
Proof (psf) = 16.37 Interior Zone 15 ft to 20 ft)
Proof (psf) = 24.55 Interior Zone 15 ft to 20 ft)
Proof (psf) = 16.37 Interior Zone 20 ft to 25 ft)
Proof (psf) = 24.55 Interior Zone 20 ft to 25 ft)
Proof (psf) = 16.37 Interior Zone 25 ft to 30 ft)
Proof (psf) = 24.55 Interior Zone 25 ft to 30 ft)
Proof (psf) = 17.77 Interior Zone 30 ft to 40 ft)
Proof (psf) = 26.66 Interior Zone 30 ft to 40 ft)
Proof (psf) = 25.30 End Zone 0 to 15 ft)
Proof (psf) = 25.30 End Zone 15 ft to 20 ft)
Proof (psf) = 25.30 End Zone 20 ft to 25 ft)
Proof (psf) = 25.30 End Zone 25 ft to 30 ft)
Proof (psf) = 27.46 End Zone 30 ft to 40 ft)
asce 98 uplift wind bads.xls Job No.
there are two cases for GCpi:
case (i): positive value applied to all internal surfaces
case (ii): negative value applied to all internal surfaces
case (i)
case (ii)
case (i)
case (ii)
case (i)
case (ii)
case (i)
case (ii)
By Inspection: Negative internal pressure governs
case ii)
Page
Case B: Wind Longitudinal to Ridge: same values for all roof slopes
Interior Zone End Zone
GCpf WW GCpf LW GCpf WW GCpf LW
Figure 6-4) (Figure 64) Figure 6-4) Figure 6-4)
Roof: Zone 2 Zone 3 Zone 2E Zone 3E
0.69 -0.37 1.07 6.53
P = qh*cos9*[ {(GCpf)WW {GCpf)) + {(GCpf)LW -(GCpf)) 1/2
Add windward load to leeward load for MWFRS)
Proof = qh*cos9*[Zone 2(E) GCpf + Zone 3(E) GCpf]/2
Proof (psf) _ 20.09 Interior Zone 0 to 15 ft)
Proof (psf) _ 20.09 Interior Zone 15 ft to 20 ft)
Proof (psf) _ 20.09 Interior Zone 20 ft to 25 ft)
Proof (psf) _ 20.09 Interior Zone 25 ft to 30 ft)
Proof (psf) _ 21.81 Interior Zone 30 ft to 40 ft)
Proof (psf) _ 25.11 End Zone 0 to 15 ft)
Proof (psf) _ 25.11 End Zone 15 it to 20 ft)
Proof (psf) _ 25.11 End Zone 20 It to 25 ft)
Proof (psf) _ 25.11 End Zone 25 It to 30 ft)
Proof (psf) _ 27.26 End Zone 30 ft to 40 ft)
there are two cases for GCpf:
case (i): positive value applied to all internal surfaces
case (ii): negative value applied to all internal surfaces
By Inspection: Negative internal pressure governs
case ii)
Main Force Wind Resisting System: Corner II
Case A: Wind Normal to Ridge: - Rotate building 90 degrees and check loading
Assume 6 = 0 degrees.
Interior Zone End Zone
GCpf WW GCpf LW GCpf WW GCpf LW
Figure 6-4) Figure 6-4) Figure 6A) Figure 6-4)
Roof: Zone 2 Zone 3 Zone 2E Zone 3E
0.69 0.37 1.07 0.53
By Inpection this loading condition does not govern.
Case B: Wind Longitudinal to Ridge: - Angle 0 is the same for all loading conditions
Use same loads as Corner I
asce 98 uplMr wind loads.bs Job No. Page
Wind Load Summary - Components and Cladding - Walls
ASCE 7-98 Method 2 - Analytical Method- Low Rise Buildings
Wind Force: P = qh*[ (GCp) - (GCpi) ] (Eq. 6-18)
qh = 0.00256*Kz'Kzt*Kd*VA 2*1 (Eq. 6-13)
Basic Wind Speed (mph): 120 Enclosure Classification: PE
Exposure (case 1): B (0 - open, PE - partially enclosed, E - enclosed)
Wall Height h (ft): 13.5 Least Horizontal Dimension (ft) = 64
Importance Factor (1): 1.0 (Table 6-1) End Zone Width (ft) = 5.4
Components and Cladding:
Figure 6-5A: Walls Kzt = 1.0 (Figure 6-2)
roof slope (_:12): 7.5 Kd = 0.85 (Table 6-6)
slope angle 0 (deg): 32.01 (GCpi) = 0.55 (Table 6-7)
Kz qh Effective Wind Area = 60.75 sq ft
Table 6-5) (psf) h"2)/3 pg. 24)
0-15 ft) 0.70 21.93
15 ft to 20 ft) 0.70 21.93 GCp) WW (GCp) LW (GCp) WW GCp) LW
20 ft to 25 ft) 0.70 21.93 Figure 6-5A) (Figure 6-5A) Figure 6-5A) Figure 6-5A)
25 ft to 30 ft) 0.70 21.93 Walls: Zone 4+ Zone 4- Zone 5+ Zone 5-
30 ft to 40 ft) 0.76 23.81 0.84 -0.97 0.84 1.13
P = qh*[ (GCp) - (+GCpi) ] case (i): positive value applied to all internal surfaces
qh*[ (GCp) - (-GCpi) ] case (ii): negative value applied to all internal surfaces
Pwall (psf) = 6.44 Zone 4 + 6.44 Zone 5 + case (i) 0 to 15 ft)
Pwall (psf) = 30.57 Zone 4 + 30.57 Zone 5 + case (ii) 0 to 15 ft)
Pwall (psf) = 33.28 Zone 4 - 36.82 Zone 5 - case (i) 0 to 15 ft)
Pwall (psi) = 9.15 Zone 4 - 12.69 Zone 5 - case (ii) 0 to 15 ft)
Pwall (psi) = 30.57 Zone 4 + 30.57 Zone 5 + case (ii) 15 ft to 20 ft)
Pwall (psf) = 33.28 Zone 4 - 36.82 Zone 5 - case (i) 15 ft to 20 ft)
Pwall (psf) = 30.57 Zone 4 + 30.57 Zone 5 + case (ii) 20 ft to 25 ft)
Pwall (psf) = 33.28 Zone 4 - 36.82 Zone 5 - case (i) 20 ft to 25 ft)
Pwall (psf) = 30.57 Zone 4 + 30.57 Zone 5 + case (ii) 25 ft to 30 ft)
Pwall (psf) = 33.28 Zone 4 - 36.82 Zone 5 - case (i) 25 ft to 30 ft)
PwalI (psf) = 33.19 Zone 4 + 33.19 Zone 5 + case (ii) 30 ft to 40 ft)
Pwall (psi) = 36.13 Zone 4 - 39.97 Zone 5 - case (i) 30 ft to 40 ft)
Use: 33.28 psf Use: 36.82 psf 0 to 15 ft)
33.28 psf 36.82 psf 15 ft to 20 ft)
33.28 psf 36.82 psf 20 ft to 25 ft)
33.28 psf 36.82 psf 25 ft to 30 ft)
36.13 psf 39.97 psf 30 ft to 40 ft)
asce 98 components walls wind loods.xis Job No. Page
1
Wind Load Summary - Components and Cladding - Gable and Hip Roof
ASCE 7-98 Method 2 - Analytical Method- Low Rise Buildings
Wind Force: P = qh*[ (GCp) - (GCpi) ]
qh = 0.00256*Kz*Kzt*Kd*V^2*1
Basic Wind Speed (mph): 120
Exposure: B
Truss Span (ft): 64
Importance Factor (1): 1.0 (Table 6-1)
Components and Cladding:
Figure 6-513: Gable and Hip Roofs:
roof slope (_:12): 7.5
slope angle 6 (deg): 32.01
Eq. 6-18)
Eq. 6-13)
Enclosure Classification: PE
O - open, PE - partially enclosed, E - enclosed)
Truss Tributary Width (ft): 2
Kzt = 1.0 (Figure 6-2)
Kd = 0.85 (Table 6-6)
GCpi) = 0.55 (Table 6-7)
Kz qh Effective Wind Area = 128.00 sq ft
Table 6-5) (psf) hA2)/3 pg. 24)
0-15 ft) 0.70 21.93
15 ft to 20 ft) 0.70 21.93 GCp) WW GCp) LW
20 ft to 25 ft) 0.70 21.93 Figure 6-5B) Figure 6-56)
25 ft to 30 ft) 0.70 21.93 Zone 1 +: 0.80 1 - -0.80
30 ft to 40 ft) 0.76 23.81 Zone 2 +: 0.80 2- -1.00
Zone 3 +: 0.80 3- -1.00
P = qh*[ (GCp) - (+GCpi) ] case (i): positive value applied to all internal surfaces
qh*[ (GCp) - (-GCpi) ] case (ii): negative value applied to all internal surfaces
Zone 1 Zone 2 Zone 3
Proof (psf) = 5.48 5.48 5.48 case (i) 0 to 15 ft)
Proof (psf) = 29.61 29.61 29.61 case (ii) o to 15 ft)
Proof (psf) _ 29.61 34.00 34.00 case (i) 0 to 15 ft)
Proof (psf) _ 5.48 9.87 9.87 case (ii) 0 to 15 ft)
Proof (psf) = 29.61 29.61 29.61 case (ii) 15 ft to 20 ft)
Proof (psf) _ 29.61 34.00 34.00 case (i) 15 ft to 20 ft)
Proof (psf) = 29.61 29.61 29.61 case (ii) 20 ft to 25 ft)
Proof ( psf) _ 29.61 34.00 34.00 case (i) 20 ft to 25 ft)
Proof (psf) = 29.61 29.61 29.61 case (ii) 25 ft to 30 ft)
Proof (psf) _ 29.61 34..00 34.00 case (i) 25 ft to 30 ft)
Proof (psf) = 32.15 32.15 32.15 case (ii) 30 ft to 40 ft)
Proof (psf) _ 32.15 36.91 36.91 case (i) 30 ft to 40 ft)
Use: 29.61 psf 34.00 psf 34.00 psf 0 to 15 ft)
29.61 psf 34.00 psf 34.00 psf 15 ft to 20 ft)
29.61 psf 34.00 psf 34.00 psf 20 ft to 25 ft)
29.61 psf 34.00 psf 34.00 psf 25 ft to 30.ft)
32.15 psf 36.91 psf 36.91 psf 30 ft to 40 ft)
asce 98 components roof panel wind loads.xls Job No. Page
CITY OF SANFORD PERMIT APPLICATION
Permit q L! (D !2 Date: a s 'CL
Job Address: 3A IS 42, b 2 04,3 >c7 R A,) lren 0
Description of Work: N1, 'F-,iyJV-- A- S
Ailtoric District: Zoning: Value of Work $ 140 t i9y•
op
Permit Type: Building Electrical Mechanical Plumbing Fie Sprinkler/Alarm Pool
Electrical: New Service — # of AMPS q*O_ Addition/Alteration Change of Service Temporary Pole
Mecbaok al: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required)
Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines
Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial
Occupancy Type: Residential Commercial Industrial Total Square Footage: 5 t i Cam: { - S,z L
Construction Type: _ # of Stories # of DweOing Units: Flood Zone (FEMA form required for otber than X)
Parcel #: Atteeb Proof of Ownership & Legal Description)
Owners Name & Address: y. Cam; 1 1 Q 11L I rina Gy Pi Ll C(L 16, (W ! L SJi 62 hc+ CM
Bonding Company:
Address:
Mortgage Lender:
Address:
ArebitectMogioeer.
Address:
License Number. i^ C coo 1 Sr% 1
o".Fr Phone: g0TZZZ-(aa(o5
Phone:
Fax:
Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the
issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate
permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and
AIR CONDITIONERS, etc.
OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating
construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING,
TWICE FOR IMPROVEMENTS TQ YOUR PRORfj4TY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN
ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT.
i
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be farad in the public records of
this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies.
Acceptance of permit is verification that 1 will notify the owner of the property of thefequiremems of Florida Lien Law, FS 713.
Signature of Owner/Agent
Print Owner/Agent's Name
Signature of Notary -State of Florida
Date
Owner/Agent is _ Personally Known to
Produced ID
APPLICATION APPROVED BY: Bldg: ng:
laiti
Spoewl Conditions:
Signature of Contractor/Agent Date
Initial & Date)
Utilities:
I - I SIUS
u
TY WILLIAMS
COMM gSION a DD028794
I u
71 Q .2
SOS- C7
FD:
Initial & Date) (Initial & Date)
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CERTIFCATE OF OCCUPANCY
REQUEST FOR FINAL INSPECTION
NEW COMMERCIAL BUILDING ****
DATE:'
PERMIT #: 1 -
ADDRESS:
CONTRACTOR:
PHONE
The building division has prepared a Certificate of Occupancy for the above
location and is requesting final inspection by your department. After your
inspection, please sign off and date the C. O. or submit addendum if it has
been denied or approved with conditions. Your prompt attention will be
appreciated.
fEngineering
Public Works
utilities
r
El Fire
t
0Zoning
11 Licensing
CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL)
E7,2,u = -i4 S2 . r-
CERTIFCATE OF OCCUPANCY
REQUEST FOR FINAL INSPECTION
NEW COMMERCIAL BUILDING ****
DATE:'?:)
PERMIT #:
ADDRESS:
CONTRACTOR:
N
PHONE #: 0
The building division has prepared a Certificate of Occupancy for the above
location and is requesting final inspection by your department. After your
inspection, please sign off and date the C. O. or submit addendum if it has
been denied or approved with conditions. Your prompt attention will be
appreciated.
E Engineering
Public Works Utilities
Fire
DZoning
Licensing
CONDITIONS: (
TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL)
T
I I I 1
CERTIFCATE OF OCCUPANC+
REQUEST FOR FINAL INSPEC - .ON`-'
I I I I I I
I I I I I I
W O I I I I I I
NEW COMMERCIAL BUILDING **'
DATE:'
F r 4
ri
I h sN. 1
I
PERMIT #:
V1 1 1 v I
ADDRESS:
ti . I
CONTRACTOR: U N
Cr ci 6- c t
PHONE #: \ r•-, (-) - R a 1 L n l _ LA. , 6
The building division has prepared a Certificate of Occupancy for the above
location and is requesting final inspection by your department. After your
inspection, please sign off and date the C. O. or submit addendum if it has
been denied or approved with conditions. Your prompt attention will be
appreciated.
Engineering DFire
OPublic Works OZoning _
Jtilities "
r)K DI,icensing
C( 1S CONDITIONAL)
CERTIFCATE OF OCCUPANCY
REQUEST FOR FINAL INSPECTION
NEW COMMERCIAL BUILDING ****
DATE: '
PERMIT #:
ADDRESS: C
CONTRACTOR:
PHONE #: \ , L\a__
The building division has prepared a Certificate of Occupancy for the above
location and is requesting final inspection by your department. After your
inspection, please sign off and date the C. O. or submit addendum if it has
been denied or approved with conditions. Your prompt attention ill e
appreciated. Y.,
DEngineering ire
DPublic Works
Licensing
CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL)
CERTIFCATE OF OCCUPANCY
REQUEST FOR FINAL INSPECTION
NEW COMMERCIAL BUILDING ****
DATE: '-)'0L-O''
PERMIT #: 1 I - y 1
ADDRESS:
CONTRACTOR:
N
PHONE #: \ (-AC-)D
The building division has prepared a Certificate of Occupancy for the above
location and is requesting final inspection by your department. After your
inspection, please sign off and date the C. O. or submit addendum if it has
been denied or approved with conditions. Your prompt attention will be
appreciated.
ngineering
D Public Work.
D Utilities
Fire
L°ning
Licensing
CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL)
Jr Thomas L. Conner, PSM
Survey and Mapping Consultant
5424 South Bracken Court
Winter Park, Florida 32792
407) 657-1576
FAX (407) 65 7-172 6
www.thomasconner.com
March 25, 2004
City of Sanford Building Division
P.O. Box 1788
Sanford, Florida 32772-1788
RE: LOT 2. LAKE MARY BLVD. / 17-92 COMMERCIAL
SUBDIVISION, PLAT BOOK 62, PAGES 35 — 37, 3815 ORLANDO
DRIVE, SANFORD, FL 32773, AMSOUTH BANK
To Whom It May Concern:
The finished floor elevation of the structure located at 3815 Orlando Drive, Sanford, Florida 32773,
situated on Lot 2, Lake Mary Blvd. / 17-92 Commercial Subdivision, as recorded in Plat Book 62, pages
35 through 37, public records of Seminole County, Florida, meets or exceeds the requirements set forth in
the City of Sanford Code Chapter 6, Section 6-7(a), in that the site slopes toward the adjacent street (U.S.
Highway 17 —92 (Orlando Drive) and the finished floor is greater that sixteen (16) inches above the crown
of the adjacent street.
Sincerely,
Thomas L. Conner
Florida Licensed Surveyor and Mapper Number LS4340
20998.doe
FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077
NATIONAL FLOOD INSURANCE PROGRAM Expires December 31, 2005
ELEVATION CERTIFICATE
limportaft Read the instrucbons on palles I.7.
SECTION A - PROPERTY OWNER INFORMATION For Insurance Compary Use:
BUILDING OWNER'S NAME Policy Number
AMSOUTH BANK
BUILDING STREET ADDRESS (Including Apt, Unit, Suite, andfor Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number
3815 ORLANDO DRIVE
CITY STATE ZIP CODE
SANFORD FL 32773
PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.)
LOT 2, LAKE MARY BLVD! 17-92 COMMERCIAL SUBDIVISION, PLAT BOOK 62, PAGES 35 - 37, SEMINOLE COUNTY, FLORIDA
BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, etc. Use a Comments area, If necessary.)
COMMERCIAL (BANK)
LATITUDEILONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: GPS (Type):
of - #Il - ##.W or NAD 1927 NAD 1983 USGS Quad Map Omer:
SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION
B1. NFIP COMMUNITY NAME d COMMUNITY NUMBER 82. COUNTY NAME B3. STATE
SANFORD, FL 120294 SEMNOLE FL
64. MAP AND PANEL 107. FIRM PANEL B9. BASE FLOOD ELEVATION(S)
NUMBER 85. SUFFIX B6. FIRM INDEX DATE EFFECTWEVISED DATE B8. FLOOD ZONE(S) Zone A0, use depth of Ioodiq)
120294 OD45 E 09/17180 04117/95 X
B% Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9.
FIS Probe FIRM Community Determined Other (Desaloe):
B11. Indicate the elevation datum used for the BFE in B9: NGVD 1929 NAVD 1988 Other (Describe):
B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Pnoleaed Area (OPA)? Yes ®ND Designation Date
SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED)
C1. Building elevations are based on: Construction Drawings' Building Under Construction- ® Fnished Construction
A new Elevation Certificate will be required when constriction of the buldng is complete.
CZ Building Diagram Number l (Select the building diagram most similar b the building forwhich this certificate is being completed - see pages 6 and 7. g no diagram
accurately represents the building, provide a sketch or photograph.)
C3. Elevations —Zones Al A30, AE, AH, A (with BFE), VE, V1 30, V (with BFE), AR, AR/& ARIAE, AR/A1-A30, AR/AH, AR/AO
Complete Items C3.-awi below aocordrg to the building diagram spedfied in Item C2. Stale the datum used. If the datum is different from the datum used for the BFE in
Seaton B. convert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of
Section D or Section G, as appropriate, to document the datum conversion. a LU (l
Datum NGVD1929 ConversioMComments
Elevation reference mark used Does the elevation reference mark used appear on the FIRM? Yes No tip ,.• _ -i' • T
o a) Top of botbm floor (including bmementorendosure) 49.. 76 t(m) 4
o b) Top of next higher Iloor
o c) Bottom of lowest horizontal structural member (V zones only) ., .
o d) Attad-ed gam (bp of dab)
c e) Lowest elevation of machinery andbrequipment m _ r` ' v
servicing the building (Describe in a Comments area)
o f) Lowest adjacent (finished) grade (LAG) 49.51 t(m) 2.5
o g) Highest adjacent (finished) grade (HAG) 49. 70 ft(m) - : . _
o h) No, of pemnanenl openings (Rood vents) within 1 ft above adjacent grade 0
o ) Total area of all permanent openings (flood vents) in C3.h 0 sq. in. (sq. om)
SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION
This certification Is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information.
I certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available.
I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Co*, Section 1001.
CERTIFIER'S NAME THOMAS L. CONNER UCENSE NUMBER FL LS 4340
TITLESOLE PROPRIETOR COMPANY NAME
ADDRESS CITY STATE ZIP CODE
5424 SOUTH BRACKEN COURT WINTER PARK FL 32792
SIGNATURE DATE TELEPHONE
0412504 (407) 657-1576
IMPORTANT: In these spaces, copy the oomesponding information from Section A I For lrojw,a Cayipny Use: I
305 ORLANDO DRIVE
CITY STATE DP CODE Caripany NAIC Number
SANFORD FL 32773
SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED)
Copy both sides of this Elevation Certificate for (1) community official, (2) insurarwe agenUaompany, and (3) building owner.
COMMENTS
ELEVATIONS BASED ON SEMINOLE COUNTY BENCHMARK NUMBER 2031201, ELEVATION=45.518.
Check hem 9 attachments
SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE)
For Zone AO and Tone A (without BFE), complete Items E1 through E4. If the Elevation Certificate is intended for use as supporting inbmration for a LOMA or LOMRf,
Section C must be completed.
El. Building Diagram Number _(Select the buldng diagram most similar to the building forwhich this certificate is being completed — see pages 6 and 7. If no diagram accurately
represents the building, Provide a sketch or photograph.)
E2. The by of the bottom floor (including basement or enclosure) of the building is _ it(m) _n.(crm) above or below (check one) the highest adjacent grade. (Use
natural grade, if available).
E3. For Building Diagrams 6-8 with openings (seepage 7), the nand higher floor or elevated floor (elevation b) of the building is _ t(m) _in.(cm) above the highest adjacent
grade. Complete Isms C3.h and C3.i on front of form.
E4. The by of the plaflorn of machinery andbr equipment servicing the building is _ it(m) _n.(crm) above or below (check one) to highest adjacent grade. (Use
natural grade, I available).
E5. For Zone AO only. If no flood depth number is available, is the top of the botbm floorelevated in accordance with the oommunitys lbodplai n management ordhance?
Yes No Unknown. The local official must oertiy this information in Section G.
SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION
The property owner or owner's author®d representative who completes Sections A, B, C (Items C3.h and C3.1 only), and E for Zone A (without a FEMA-ssued or community -
issued BFE) or Zone AO must son here. The statements in Sections A, B, C, and Ewe correct to fhe best ofmy kvdedge.
PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME
ADDRESS CITY STATE ZIP CODE
SIGNATURE DATE TELEPHONE
COMMENTS
Check here if attachments
SECTION G - COMMUNITY INFORMATION (OPTIONAL)
The local official who is authorized by law or ordinance b administer the communitys floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation
Certificate. Complete the applicable items) and sign below.
G1. The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state
or local law b oertify elevation iniomnatim. (Indicate the source and date of the elevation data in the Comments area below)
G2. A community official completed Section E for a buldng located in Zone A (without a FEMA4ssued or communly4sued BFE) or Zion AO.
G3. The following information (Items G4-G9) is provided for community toodplain management purposes.
G4. PMMT NUMBER G5. DATE PERMIT ISSUED G6. DATE CERTIFICATE OF COMPLVWCECCCUPANCY ISSUED
G7. This permit has been issued for. New Construction Substantial Improvement
GB. Elevation of as built best floor (irndudng basement) of the building is _. _R(m) Datum:
G9. BFE or (n Zone AO) depth of flooding at the building site is: _ _ ft(m) Datum:
LOCAL OFFICIAL'S NAME TITLE
COMMUNITY NAME TELEPHONE
SIGNATURE DATE '
Check here if attachments
h'
Permit # C)q W
CJ'i -Address: MI.0
Description of Work:
IV-26I
CITY OF SANFORD PWRMIT WPLiCATiON
Date:
50
Historic District: Zoning: Value of•Work: S •
1 ""
Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool
Electrical: New Service - # of AMPS Addition/Alteration Change of Service Temporary Pole
Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required)
Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines
Plumbing/New Residential: # of Water Closets Plumbing Repair - Residential or Commercial
Occupancy Type: Residential Commercial - Industrial Total Square Footage:
Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X)
Parcel #:
Owners Name & Addres
Contractor Name & Address:
Phone & Fax:
Bonding Company:
Address:
Mortgage Lender:
Address:
Arebitect/Engineer: Phone'
Address: Fax:
Application is hereby made to obtain a permit to do the work and installations as indicated 1 certify that no work or installation has commenced prior to the
issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate
permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and
AIR CONDITIONERS, etc.
Attach Proof of Ownership & Legal Description)
Ioxej Pv ,
L=IbTg ='
I V State License Number:)) C,C(r C— U/N - 0
e/ w to-&yaJ° ontactPerson: $ta0 i9»!l i5'r lr r Phone L//17— X//
OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulatingconstructionandtoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING
TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN
ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. _
NOTICE: In addition to the requirements of this permit, there may be additional restrictions api
this county, and there may be additional permits required from other governmental entities such
Acceptance of permit is verification that 1 will notify the owner of the property of the
Signature of Owner/Agent Date
Print Owner/Agent's Name
Signature of Notary -State of Florida Date
Owner/Agent is _ Personally Known to Me or
Produced ID
that may be found in the public records of
districts, state agencies, or federal agencies.
Law, FS 713.
6—:t>
Date
Print tractor/
nent'
s
Signstu Notary -State of Florida Date
J.+^ Stephanie Shields
My Commission CC9879% x3
Contractor/Agent is _'ik 41116010*19, 2004
Produced ID
APPLICATION APPROVED BY: BldgV- la - 19 -03 Zoning: tT L' (11.03 Utilities:
t (Initial & Date) (Initial & Date)
Special Conditions:
0)(- "4u Ik."S, G), i CC/ ITY1S1ry CG.+,
FD:
Initial & Date) (Initial & Date)
je_
r ai- o
C1vai Qbi by 0,
v t; c.1•S a 1 l1 L 'sL LDa,.---iv
AmSouth Bank
Post Office Box 1128
Ocoee, Florida 34761-1128
City of Sanford
Dan Florian Building official
P.O. Box 1788
Sanford, FL. 32772-1788
RE: Power Inspection Request for 3815 S. Orlando Drive Sanford, FL.32733-6128
To Whom It May Concern:
This letter is written to request a pre -power inspection for the above. Please be advised
that such building will not be occupied until the Certification of Occupancy has been
released.
Sincerely,
I
W-1 a'lGz
Walter Butterworth
Agent for Amsouth Bank Z: u.'sc7"',7,ZJ c x-1 before
Deborah Montgomery, Y
MY COMMISSION # DD130535 EMUS
7uy 24 2006
BONDED THRUTROY FAIN INSURANCE W- Idan:?:
ica:ion prcduced M04)
9000f i
SANFORD FIRE DEPARTMENT
FIRE PREVENTION DIVISION
F D
300 N. Park Ave., Sanford, FI.32771 / P. O. Box 1788, Sanford, Fl. 32772
407 302-2520 / FAX (407) 330-5677
Pager (407) 918-0395
Plans Review Sheet
Date: August 12, 2003 Business Address: 3815 S. Orlando Drive
Oce. Ch. #38 New Business /Bank
Business Name: AM South Bank Ph. ( )
FAX ( )
Contractor: To Be Determined Ph. ( )
Ph. (407) 645-5008
Architect: Interplan LLC FAX (407) 629-9124 t `
Reviewed [ ] Reviewed with comment [X ] Rejected [ ]
4
Reviewed by: Timothy Robles, Fire Protection Inspector/Plans Examine
k
Comment: Plans reviewed as Bu's^fines Occupancy. FD reserves right to require applicable code
requirements if occupancy use changes. Functional Fire Hydrant required to be within 25. ft fom
buildin
1.1 Application — New Building> 3820 s.q. ft. (non fire sprinkler)
1.2 Mixed — N/A
1.3 Special Definitions —None
1.4 Classification of Occupancy — Business, 3,820 square feet modular building
1.5 Classification of Hazard of Contents — Ordinary
1.6 Minimum Construction — N/R
2.2 Means of Egress Components — two (2) i-36" door, one -72" door
2.3 Capacity of Egress — O.K.
2.4 Number of Exits — two (2)
2.5 Arrangement of Egress — O.K.,
2.6 Travel Distance — O.K.
1
SANFORD FIRE DEPARTMENT
FIRE PREVENTION DIVISION
F D
300 N. Park Ave., Sanford, FI.32771 / P. O. Box 1788, Sanford, FI.32772
407 302-2520 / FAX (407) 330-5677
Pager (407) 918-0395
2.7 Discharge from Exits — O.K.,
2.8 Illumination of Means of Egress — Required 2xx candela at floor
2.9 Emergency Lighting — Required 2xx candela at floor
2.10 Marking of Means of Egress — required
2.11 Special Features — O.K.
3.1 Protection of Vertical Openings — — N/N
3.2 Protection from Hazards — N/N
3.3 Interior Finish — Class "B" or `A'
3.4 Detection, Alarm and Communications Systems — N/N
3.5 Extinguishing Requirements — as per NFPA 10 (SEE BLUE PRINTS ; floor plan) (2)
REQUIRED 2- (two) 3A40 BC required
3.6 Corridors —
4 Special Provisions
5 Building Services
5.1 Utilities —
5.2 HVAC —
5.3 Elevators, Escalators, Conveyors (4A-47) — N/A
5.4 Rubbish Chutes, Incinerators, and Laundry Chutes — N/A
Sanford City Code — Chapter 9
Fire Sprinklers: Not Required
Monitoring: Not Required
Other: NFPA 1
3-5.1 Fire Lanes -Fire hydrant required 250' f t from structure
3-6.1 Key Box — Not Required
3-7.1 Bldg. Address Number Posted and Legible — Required; will field verify, see blue
prints Six (6) inch in size contrasting in color
PA
CITY OF SANFORD PERMIT APPLICATION
Permit # : (J 'I —
Job Address:
Date:
Description of Work:
I
Historic District: Zoning: Value of Work: S
Permit Type: Building Electrical Mechanical Plumbing ,x Fire Sprinkler/Alarm Pool
Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole
Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required)
Plumbing/ New Commercial: # of Fixtures 1. # of Water & Sewer Lines # of Gas Lines 0
Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial _
Occupancy Type: Residential Commercial ' Industrial Total Square Footage:
Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X)
Parcel #:
Owners Name & Address:
Attach Proof of Ownership & Legal Description)
Bonding Company:
Address:
I
Mortgage Lender:
Address:
Architect/Engineer: Phone:
Address: Fax:
Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the
issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate
permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and
AIR CONDITIONERS, ctc.
OWNER'S AFFIDAVIT: 1 certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating
construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING
TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN
ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT.
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of
this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies.
N
Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713. o
O e4
Signature of Owner/Agent Date Si rc of ontractor gent Date u v
Cn •y 0
o
C
CDPrintOwner/Agent's Name Prin ate A cnt's N = E °' y
2 22 13 CU U a
Signature of Notary -State of Florida Date Signature o otary-State of Florida IDatc
Owner/Agent is _ Personally Known to Me or Contractor/Agent is Per 9l I Kno n to Mc or
Produced ID ,Produced ID i 6 i 2stoM S-6
APPLICATION APPROVED BY: Bldg:
Initial & Date)
Special Conditions:
Zoning:
initial & Date)
Utilities: FD:
Initial & Date) (Initial & Date)