HomeMy WebLinkAbout10211 HILLRIDGE RD_21-0133_21-0184__________10211 HILLRIDGE RD.
10211-mmmmwHILLRIDGE RD.
UNDERGROUND UTILITIES AND SLAB Ct....,
>�A
PERMIT 21-133
IX-1
PREPARED 4/ 01 / 21, 17: 16: 15 INSPECTION TICKET PAGE 1
CITY OF LA PORTE INSPECTOR: INSPECTOR DATE 4/01/21
________________________________________________________________________________________________
ADDRESS : 10211 HI LLRI DGE RD SUBDI V: FAI RMONT PARK SEC 1
CONTRACTOR W W PAYTON CORPORATION PHONE
OW4ER CITY OF LA PORTE PHONE
PARCEL 087-279-000-0015
APPL NUMBER: 21-00000133 UNDERGROUND UTI LI TI ES & SLAB
________________________________________________________________________________________________
PERMI T: UTSL 00 UNDERGROUND UTI LI Ti ES & SLAB SUB: W W PAYTON CORPORATION
REQUESTED I NSP DESCRI PTI ON
TYPISQ COMPLETED RESULT RESULTS/COMMENTS
BLFI 01 4/ 01/ 21 I N FI NAL, BUI LDI NG TI ME: 17: 00
BL DG FINAL
4/ l/2021, 5: 15: 58� PM LAPOJLD
______________________________________ COMMENTS AND NOTES ______________________________________
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PREPARED
3/ 24/ 21, 7: 00: 53 INSPECTION TICKET PAGE
23
CITY OF
-------------------------------------------------------------------------------------------
LA PORTE INSPECTOR: INSPECTOR DATE
3/24/21
----
ADDRESS
. 10211 HI LLRI DGE RD SUBDI V: FAI RMONT PARK SEC 1
CONTRACTOR
W W PAYTON CORPORATION PHONE
OWdER
CITY OF LA PORTE PHONE
PARCEL
087-279-000-0015.
APPL NUMBER: 21-00000133 UNDERGROUND UTILITIES & SLAB
------------------------------------------------------------------------------------------------
PERM T:
UTSL 00 UNDERGROUND UTI LI TI ES & SLAB SUB: W W PAYTON CORPORATION
REQUESTED I NSP DESCRIPTION
TYP/SQ
COMPLETED RESULT RESULTS/COMMENTS
------------------------------------------------------------------------------------------------
MI SC 01
3/ 24/ 21 IN NO SCE NSPECTI ONS TI ME: 08: 00
EQUESTS 11:00
�-------------------------
---------- CO AND NOTES --------------------------------------
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PREPARED 3/ 24/ 21, 7: 00: 53 INSPECTION TICKET PAGE 24
CITY OF LA PORTE INSPECTOR: INSPECTOR DATE 3/ 24/ 21
ADDRESS : 10211 HI LLRI DGE RD SUBDI V: FAI RMONT PARK SEC 1
CONTRACTOR W W PAYTON CORPORATION PHONE
OWNER CITY OF LA PORTE PHONE
PARCEL 087-279-000-0015
APPL NUMBER: 21-00000134 STORM WATER QUALITY PERMIT
--------------------------------------- - -------------------------------------------------------
PERM T: SP 00 BLDG PERM T- STORM WATER QUAL
REQUESTED I NSP DESCRIPTION
TYP/SQ COMPLETED RESULT RESULTS/COMMENTS
M SC O1 3/ 24/ 21 IN M SCELLANOUS INSPECTIONS TI ME: 08: 00
PER ALFONSO
STORM WATER QUALI TY
REQUESTS 11: 00
0------------------------------------ COMMENTS AND NOTES --------------------------------------
•
PREPARED 3/24121, 7:00:53 INSPECTION TICKET PAGE 26
CITY OF LA PORTE INSPECTOR: INSPECTOR DATE 3/24/21
------------------------------------------------------------------------------------------------
ADDRESS : 10211 HI LLRI DGE RD SUBDI V: FAI RMONT PARK SEC 1
CONTRACTOR W W PAYTON CORPORATION PHONE
OMER CITY OF LA PORTE PHONE
PARCEL 087-279-000-0015
APPL NUMBER: 21-00000184 FENCE
________________________________________________________________________________________________
PERM T: FENC 00 BLDG PERM T FENCE
REQUESTED I NSP DESCRIPTION
TYP/SQ COMPLETED RESULT RESULTS/COMMENTS
PLAC 01 3/ 24/ 21 IN BLDG, PLACEMENT TINE: 08: 00
PER ALFONSO
FENCE FINAL
REQUESTS 11:00
•------------------------------------ COMMENTS AND NOTES --------------------------------------
•
PREPARED 3124/21, 7: 00: 53 INSPECTION TICKET PAGE 37
CITY OF LA PORTE INSPECTOR: INSPECTOR DATE 3/24/21
------------------------------------------------------------------------------------------------
ADDRESS : 10211 HI LLRI DGE RD SUBDI V: FAI RMONT PARK SEC 1
CONTRACTOR W W PAYTON CORPORATION PHONE
OWNER CITY OF LA PORTE PHONE
PARCEL 087-279-000-0015
APPL NUMBER: 21-00000525 ELECTRICAL
------------------------------------------------------------------------------------------------
PERM T: EL 00 BLDG PERM T ELECTRI CAL- COMM SUB: W W PAYTON CORPORATION
REQUESTED I NSP DESCRIPTION
TYP/ SQ COMPLETED RESULT RESULTS/COMMENTS
------------------------------------------------------------------------------------------------
ELFI 01 3/ 241 21 IN FINAL, ELECTRICAL TINE: 08: 00
PER ALFONSO
ELEC FINAL
REQUESTS 11:00
•------------------------------------- COMMENTS AND NOTES--------------------------------------
PREPARED 3/ 24/ 21 , 7: 00: 53 INSPECTION TICKET PAGE 25
CITY OF LA PORTE INSPECTOR: INSPECTOR DATE 3/ 24/ 21
------------------------------------------------------------------------------------------------
ADDRESS : 10211 HI LLRI DGE RD SUBDI V: FAI RMONT PARK SEC 1
CONTRACTOR W W PAYTON CORPORATION PHONE
OMER CITY OF LA PORTE PHONE
PARCEL 087- 279- 000- 0015
APPL NUMBER: 21-00000135 FLOODPLAIN DEVELOPMENT
------------------------------------------------------------------------------------------------
PERM T: M SC 00 M SCELLANEOUS
REQUESTED I NSP DESCRIPTION
TYP/ SQ COMPLETED RESULT RESULTS/ COMMENTS
------------------------------------------------------------------------------------------------
MI SC 01 3/ 24/ 21 IN M SCELLANOUS I NSPECTI DNS TINE: 08: 00
__________ ________ PER ALFONSO
FLOOD PLAIN
REQUESTS 11:00 -
0 ------------------------------------
r- IL
COMMENTS AND NOTES--------------------------------------
1-1
INSPECTION" "`°', " '
'DATE,
RESULT '
JNSPECTOR
'Q-�1�'.,t:(yl.,r;.
REMAfR..�KS
EMAILED CENTERPOINT:
T POLE
TCI FORM REC'D
-------- ---------
------ ------ ----
EMAILED CENTERPOINT:
TCI
••
ELEVATION CERT
received (if in AE zone)
2.
2.
1. Construction Drawings
2.
2.
3.
3.
3.
2. Building Under Const.
3.
3. Finished Construction
GROUND PLUMBING
PIERS
SLAB/FOUNDATION/REBAR
WATER SERVICE LINE
SEWER
ELEC UNDERGROUND
ELEC COVER-UP
MECH COVER-UP
PLBG COVER-UP
BRICK TIE
DRIVEWAY
SIDEWALKS
PLUMBING FINAL
MECHANICAL FINAL
EMAILED CENTERPOINT:
GAS FINAL
EMAILED CENTERPOINT:
ELECTRIC FINAL
IRRIGATION
MISC INSPECTIONS .
Ohi1c, c 10je,
BUILDING FINAL
COMMERCIAL 0 W & S WORK ORD
HCAD U X7- )-7?- n6C) - ov iis—
LEGAL DESCRIPTION LL, e o�� �•
DATE
�} E
WATER TAP
SEWER TAP
BUILDING PERMIT
PLAN REVIEW FEE
ELECTRICAL PERMIT
PLUMBING PERMIT
MECHANICAL PERMIT
ZONING PERMIT
STORM WATER QUALITY PERMIT
FILL DIRT PERMIT
FLOOD DEVELOPMENT PERMIT
S:\CPShore\lnspmdons\COMIY=CIAi.INSP SHEET.doc
ISSUE DATE 3 -/ 9 -a-/
PH# ��!- 5/7Q- Sd13
PH# a- VI- 3 7/- 7d G V
ZONING CLASSIFICATION
FLOOD ZONE (PER ENGINEERING)
BLDG. PLANS SUBMITTED
BLDG. PERMIT RELEASED FOR ISSUANCE
PERMIT # FEES PAID
9-1-/3 3
3!-/3S N/A
City of La Porte
604 W Fai r rmnt Pkwy
La Port e, Tx 77571
1 nspect i on Request Li ne: 281-470-5130
" " BUI LDI NG PERM T. "
---------------------------------------------------------------------------
Appl i cat i on Number . . . . . 21- 00000133 Dat a 3/ 19/ 21
Proper t y Address . . . . . . 10211 HI LLRI DGE RD
HCAD Number: 087-279-000-0015
Al t er nat a Sear ch Mbt hod:
Appl i cat i on t ype descr i pt i on UNDERGROUND UTI LI TI ES & SLAB
Subdi vi si on Name . . . . . . FAI RMONT PARK SEC 1
Proper t y Use . . . . . . . . REAL RES SINGLE FAM LY
Proper t y Zoni ng . . . . . . . RES - LOW DENSITY
Appl i cat i on val uat i on . . . . 1075000
---------------------------------------------------------------------------
Type of ftrk
UNDERGROUND SOTRAGE TANK REPLACEMENT
Owner Cont r act or
CITY OF LA PORTE W W PAYTON CORPORATION
WATER DI STRI CT #56 PO BOX 1056
604 W FAI RMONT PKW( KATY TX 77492
LA PORTE TX 775716215
St r uct ur e I of or rret i on 000 000 REPLACING GROUND STORAGE TANK
Const r uct i on Type . . . . . NON- CONBUSTI BLE 11
Occupancy Type . . . . . . BUSINESS
Flood Zone . . . . . . . . ZONE AE
---------------------------------------------------------------------------
Per rri t . . . . . . UNDERGROUND UTI LI TI ES & SLAB
Addi t i onal desc . . REPLACE GROUND STROJAGE TANK
Per rri t pi n number 665810
Sub Contractor W W PAYTON CORPORATION
Per rri t Fee . . . . .00 Plan Check Fee 0(
I ssue Dat e . . . . 3/ 19/ 21 Val uat i on . . . . 107500(
Expi rat i on Dat e . . 9/ 15/ 21
---------------------------------------------------------------------------
Speci al Not es and Conrrent s
3/ 19/ 2021, 12: 15: 08 PM LAPCJVFL
COMMERCIAL PERM T NOTES
1. ALL NEW DEVELOPMENT MJST OBTAIN A
WATER ACCOUNT THROUGH THE CITY OF LA
PORTE WATER DEPARTMENT @ 281- 470- 5020
PRIOR TO BUI LDI NG PERM T ISSUANCE.
2. ALL WORK NIUST COMPLY W TH THE
APPROVED PLANS, I NSPECTI ONS.
3. CONTRACTOR MJST COMPLY W TH ATTACHED
FI RE M4RSHAL PLAN REVI EW COMMENTS I F
APPLICABLE.
4. OVNER/ CONTRACTOR RESPONSIBLE TO
COMPLY W TH TEXAS ACCESSI BI LI TY
City of La Port e
604 W Fai r rmnt Pkwy
La Port e, Tx 77571
nspect i on Request Li ne: 281-470-5130
****BUI LDI NG PERM T****
Appl i cat i on Number
21-00000133
Speci al Not es and Corrrrent s
STANDARDS (TAS) AS REQUIRED.
5. THIS BUI LDI NG PERM T APPROVED SUBJECT
TO CITY APPROVED CONSTRUCTION DRAW NGS
W TH RED LI NES, PLAN REVI EW CONVENTS &
CERTI FI ED SITE PLAN & I NSPECTI ONS.
6. 1 F ANY FI LL DI RT I S BROUGHT ONTO THE
SI TE OTHER THAN I NSI DE THE BUI LDI NG
FOOTPRINT, A SEPARATE FILL DIRT PERM T
I S REQUI RED.
7. ANY FUTURE RENgDEL OR BUI LDOUT OF
OFFICE SPACE REQUIRES SEPARATE PERM TS
AND I NSPECTI ONS.
8. SEPARATE ELECTRICAL, PLUNBI NG &
MECHANICAL PERM TS REQUIRED FOR ANY
RELATED V%ORK.
9. ANY NEW OR PROPOSED SI GNAGE REQUIRES
A SEPARATE SIGN PERM T BEFORE I NSTALLI NG
ANY SI GNAGE.
10. CALL FOR I NSPECTI ONS BEFORE ANY VkORK
IS COVERED.
11. FINAL ENERGY CODE CERTI FI CATE OF
COMPLIANCE REQUIRED FROM I CC CERTI FI ED
3RD PARTY ENERGY CODE INSPECTOR BEFORE
BUI LDI NG FINAL I NSPECTI ON IF APPLICABLE.
12. ANY CHANGES TO THE APPROVED SET OF
PLANS OR APPROVED SCOPE OF WORK MJST BE
APPROVED BY THE I NSPECTI ONS DI VI SI ON
PRI OR TO COMVENCI NG CHANGES I N THE FI ELD
13. SEPARATE I RRI GATI ON PLANS AND PERM T
REQUIRED PRIOR TO I NSTALLI NG THE
I RRI GATI ON SYSTEM I RRI GATI ON PLANS
REQUIRED TO BE SEALED BY A TEXAS STATE
LI CENSED I RRI GATOR.
14. SMOKE DETECTORS REQUIRED TO BE
INSTALLED AS PER THE 2011 NEC HARDW RED
AND INTERCONNECTED IF APPLICABLE.
15. GFCI RECEPTACLES REQUIRED TO COMPLY
W TH THE 2011
16. ALL AREAS INTENDED TO BE UTILIZED
FOR PARKING SPACE AND DRI VEVAYS SHALL BE
SURFACED W TH MATERIALS SUITABLE TO
CONTROL DUST AND DRAINAGE.
17. CHECK APPLICABLE DEED RESTRI CTI ONS
AND HONE 00NER ASSOCI ATI ONS FOR ANY
OTHER POSSIBLE REQUIREMENTS OR REQUI ARED
Page 2
Dat a 3/ 19/ 21
1
Ci t y of La Port e
604 W Fai r rmnt Pkwy
La Port e, Tx 77571
Inspect ion Request Line: 281-470-5130
* * * * BUI LDI NG PERM T* * * *
---------------------------------------------------------------------------
Page 3
Appl i cat i on Number . . . . . 21-00000133 Dat a 3/ 19/ 21
---------------------------------------------------------------------------
Speci al Notes and Comrent s
APPROVAL.
18. M NI MJM SI X- I NCH (6 ) STUD WALLS
SHALL BE REQUI RED VWERE DRAI N, WASTE,
AND VENT PLUMBING IS INSTALLED.
19. ALUM NUM CONDUCTORS MY BE USED IN
COM,ERCI AL APPLI CATI ONS AS FOLLOV\S:
OUTSIDE AERIAL CONDUCTORS, AND SERVICE
ENTRANCE CONDUCTORS.
---------------------------------------------------------------------------
Fee surrrrar y Charged Paid Cr edi t ed Due
---------------------------------------------------------
Per rri t Fee Tot al .00 .00 .00 .00
Plan Check Total .00 .00 .00 .00
Grand Tot al .00 .00 .00 .00
J
(SIGNATURE OF CONTRACTOR OR AUTHORI
BY BUI LDI NG OFFICIAL OR
ZED AGENT) DATE
City of La Porte
604 W. Fairmont Pkwy
La Porte TX 77571
Applicant Name:
W.W. Payton Col
HCAD Parcel No. (a):
Planning & Development
BUILDING PERMIT APPLICATION
111041 fi
Rd. La Porte, Texas 77571
of la
City of La Porte 604 W. Fairmont Pkwy La Porte, Texas 77571 may@claportetx.gov 281-470-5073
Contractor: Mailing Address: E-Mail: Phone:
W.W. Payton Corporation PO BOX 1056. Katy, Texas 77492 sguerra@wwpayton.com 281-371-7068
Architect: Mailing Address: E-Mail: Phone:
Engineer: Mailing Address: E-Mail: Phone:
HDR 4828Loop Central Or.,Ste BOO Houston. TX. 77081.2220 Efrain.Him@hdrinc.com 713-622-9264
Salvador Guerra Jr, sguerra@wwpayton.com 281-371-7068
Water Plant Improvements Ph.2 - Replacing Ground Storage Tank City of La Porte - Hillrldge Water Plant Improvements Ph.2
SELECT ALL THAT APPLY: "'RESIDENTIAL uCOMMERCIAL VALUATION REQUIRED $1,075.OD0.00
'DOES NOT REQUIRE VALUATION
NEW 7 ADDITION rV/1 REMODEL CULVERTS
FOUNDATION ❑ IRRIGATION ❑ SIGN ❑ OTHER
FENCE POOL DRIVEWAY
DESCRIBEWORK: Wale, Planu,npovemema PN.2- Realacig Gmund Stange Tank and new butiong Wallow,
1. APPLICATION CHECKLIST & SUPPORTING DOCUMENTATION:
O RESIDENTIAL PROJECT: SUBMIT (2) COMPLETE SETS TO SCALE (HARD COPIES) OF CONTRUCTION PLANS FOR REVIEW.
❑ COMMERCIAL PROJECT REQUIRES:
1. (2) COMPLETE SETS (HARD COPIES) OF CONTRUCTION PLANS AND SITE PLAN FOR REVIEW.
2. CD/ USE IN PDF FORMAT SHOULD INCLUDE CONSTRUCTION PLANS, SITE PLAN, AND COMPLETE APPLICATION.
3. SITE PLAN FEE DUE AT TIME OF SUBMITTAL MAJOR SITE PLAN 10 ACRES OR GREATER: $300.00+$5.00 PER ADDITIONAL ACRE;
MINOR SITE PLAN LESS THAN 10 ACRES: $200.00 + $5.00 PER ADDITIONAL ACRE.
D CONTRACTOR REQUIREMENTS: CURRENT GENERAL LIABILITY CERTIFICATE OF INSURANCE MINIMUM OF $100,000.
CITY OF LA PORTE; 004 W. FAIRMONT PKWY. LA PORTE, TX 77571 AS THE CERTIFICATE HOLDER,
IF HOMEOWNER IS CONTRACTOR, MUST FURNISH NOTARIZED HOMESTEAD AFFIDAVIT. (FOR RESIDENTIAL PROJECT ONLY)
❑ NOT A VALID PERMIT UNTIL OWNER/ CONTRACTOR IS NOTIFIED OF APPROVAL AND ALL APPLICABLE FEES ARE PAID IN FULL SITE PLAN FEE IS
DUE AT SUBMITTAL OF APPLICATION.
AS A CONDITION OF THIS SUBMITTAL, I AGREE TO ALLOW EMPLOYEES OF THE CITY OF LA PORTE TO ACCESS MY PROPERTY
FOR THE PURPOSE OF INSPECTING OR VE
THEREWITH. RIFy1t7G INFORMATION PROVIDED IN THIS APPLICATION 8 THE PLANS SUBMITTED
��
SIGNATURE OF APPLICANT: , �ygx -- —2RINTEDNAME: saWde,ceeeak DATE: s22m
STAFF USE ONLY:
TAXES:
e
CODE EN
OCEMENT:
1
FLOOD ZO :
I
TYPE OF CONSTRUCTION:
I jr B 1
TYPE OF OCCUPANCY:
✓
USE ZONE:
I P-- l
BASEPERMITFEE
PERMITFEE
I PLAN REVIEW FEE
DWVEWAYTIP.INFEE
PMKLAND&ZONEFEE
OTNER FEE
NEW WATER ACCOUNT SET-UP REQUIRED FOR THIS PROJECT: YES NO
PERMIT APPLICATION RECEIVED BY: (U� COrAA�
DATE:
,COMMERCIAL PERMIT NOTES;
1. ALL NEW DEVELOPMENT MUST OBTAIN A WATER ACCOUNT THROUGH THE CITY OF LA
PORTE WATER DEPARTMENT @ 281-470-5020, PRIOR TO BUILDING PERMIT ISSUANCE.
2. ALL WORK MUST COMPLY WITH THE APPROVED PLANS, INSPECTIONS.
3. CONTRACTOR MUST COMPLY WITH ATTACHED FIRE MARSHAL PLAN REVIEW
COMMENTS IF APPLICABLE.
4. OWNER / CONTRACTOR RESPONSIBLE TO COMPLY WITH TEXAS ACCESSIBILTY
STANDARDS (TAS) AS REQUIRED.
5. THIS BUILDING PERMIT APPROVED SUBJECT TO CITY APPROVED CONSTRUCTION
DRAWINGS WITH RED LINES, PLAN REVIEW COMMENTS & CERTIFIED SITE PLAN &
INSPECTIONS.
6. IF ANY FILL DIRT IS BROUGHT ONTO THE SITE OTHER THAN INSIDE THE BUILDING
FOOTPRINT, A SEPARATE FILL DIRT PERMIT IS REQUIRED
7. ANY FUTURE REMODEL OR BUILDOUT OF OFFICE SPACE REQUIRES SEPARATE PERMITS
AND INSPECTIONS.
8. SEPARATE ELECTRICAL, PLUMBING & MECHANICAL PERMITS REQUIRED FOR ANY
RELATED WORK.
9. ANY NEW OR PROPOSED SIGNAGE REQUIRES A SEPARATE SIGN PERMIT BEFORE
INSTALLING ANY SIGNAGE.
10. CALL FOR INSPECTIONS BEFORE ANY WORK IS COVERED.
11. FINAL ENERGY CODE CERTIFICATE OF COMPLIANCE REQUIRED FROM ICC CERTIFIED 3RD
PARTY ENERGY CODE INSPECTOR BEFORE BUILDING FINAL INSPECTION IF APPLICABLE.
12. ANY CHANGES TO THE APPROVED SET OF PLANS OR APPROVED SCOPE OF WORK MUST
BE APPROVED BY THE INSPECTIONS DIVISION PRIOR TO COMENCING CHANGES IN THE
FIELD.
13. SMOKE DETECTORS REQUIRED TO BE INSTALLED AS PER THE 2020 NEC HARDWIRED AND
INTERCONNECTED IF APPLICABLE.
14. GFCI RECEPTACLES REQUIRED TO COMPLY WITH THE 2020 NEC FOR THE KITCHEN
COUNTER TOPS AND BATHROOMS WHERE REQUIRED.
1S. ALL AREAS INTENDED TO BE UTILIZED FOR PARKING SPACE AND DRIVEWAYS SHALL BE
SURFACED WITH MATERIALS SUITABLE TO CONTROL DUST AND DRAINAGE.
16. CHECK APPLICABLE DEED RESTRICTIONS AND HOME OWNER ASSOCIATIONS FOR ANY
OTHER POSSIBLE REQUIREMENTS OR REQUIRED APPROVAL.
17. MINIMUM SIX-INCH (6") STUD WALLS SHALL BE REQUIRED WHERE DRAIN, WASTE, AND
VENT PLUMBING IS INSTALLED.
18. ALUMINUM CONDUCTORS MAY BE USED IN COMMERCIAL APPLICATIONS AS FOLLOWS:
OUTSIDE AERIAL CONDUCTORS, AND SERVICE ENTRANCE CONDUCTORS.
19. CALL FOR FINAL INSPECTION WHEN PROJECT IS COMPLETE. p
LA PORTE
M PoE� LA PORTE
FIRE MARSHAL'S
OFFICE
"PLAN REVIEW"
SUBNIITTALIII
Date
03/17/2021
Business Name
City of La Porte Water Plant
Address
10211 Hillrid a Rd
T e of Review
Construction — Addition and Remodel
Contractor
W.W. Payton Corporation 281-371-7068
Reviewed by
C. Meekins, Fire Marshal
City Permit#
21-133
Approval
Passed
The Applicant shall be responsible to ensure the design specifications and plane are complete and In compliance with the requirements set forth In the 2015
International Fire Code (IFC) and Local Amendments as well as the applicable referenced Standards listed in Chapter a5 of Me 20151FC. This plan review is not
intended to be fully inclusive as other requirements may be imposed as warranted by the Fire Marshal or as deemed necessary during on -site Inspections by the Fire
Marshal's Office.
"THIS PLAN REVIEW MUST BE ON THE JOBSITE WITH THE APPROVED SET OF PLANS"
1) 2018 IFC, Section 1010.1.10.1 Installation - All Exit doors shall have Fire/Panic hardware installed prior to final inspection;
a. ALL locking devices on doors in the path of egress are required to unlatch with one operation.
b. Egress doors shall be readily openable from the egress side without the use of a key, special knowledge or
effort and shall not require tight grasping, tight pinching or twisting of the wrist to operate.
c. Panic hardware shall be in accordance with UL 305.
d. Fire Exit hardware shall be in accordance with UL 1 OC and UL 305.
e. Thumb -turn / Deadbolts / Double -cylinder locks in the path of egress are not permitted
2) 2018 IFC, Section 1013.1 - Ensure all exit doors and egress path have proper Exit/Emergency lights per the 2018 IFC.
Exit/Emergency lights shall be installed prior to the Fire Marshal's final inspection.
3) 2018 IFC, Section 1008.3.2 Buildings - Emergency lights shall be installed on the interior and exterior areas of the egress
doors prior to the Fire Marshal's final inspection.
a) Install exterior Emergency lights as depicted on Sheet E-110
4) 2018 IFC, Section 906.3 - Fire Extinguishers shall be mounted eve tra include all floors prior to the Fire
Marshal's final inspection. Refer to Sec 906.3 to determine the actu I F is ers size/type that this location will
require.
5) 2018 IFC, Sec 310.3 — Install "NO SMOKING" signs. C )
a) City Ordinance Sec 34-56 — Smoking is prohibited within 25 feet outside entrances, exits, or wheelchair ramps serving
any entrance or exit, operable windows, and ventilation systems of enclosed areas where smoking is prohibited.
6) Building will require a "Final" inspection by the Fire Marshal's Office prior to moving any personnel into building.
125 South 3rd Street, La Porte, TX 77571 * Office: 281-867-4603 * Fax: 281-867-4629
Ci t y of La Por t e
604 W Fai r rront Pkwy
La Port e, Tx 77571
1 nspect i on Request Li ne: 281-470- 5130
""' BLDG. ELECTRICAL PERM T"'"
---------------------------------------------------------------------------
Appi i cat i on Nurrber . . . . .
21- 00000525 Date 3/ 19/ 21
Proper t y Address . . . . . .
10211 HI LLRI DGE RD
HCAD Number:
087-279-000-0015
Al t er nat a Sear ch Nbt hod:
Appl i cat i on t ype description
ELECTRICAL
Subdi vi si on Narre . . . . . .
FAI RMDNT PARK SEC 1
Proper t y Use . . . . .
REAL RES ' SI NGLE FAM LY
Pr oper t y Zoni ng . . . . . . .
RES - LOW DENSITY
Appl i cat i on val uat i on . . . .
0
---------------------------------------------------------------------------
Type of Vlbrk
ELEC FOR GROUND STORAGE TANK
---------------------------------------------------------------------------
O+vner
CITY OF LA PORTE
WATER DI STRI CT #56
604 W FAI RMDNT PKVW
LA PORTE TX 775716215
Contractor
------------------------
W W PAYTON CORPORATI ON
PO BOX 1056
KATY TX 77492
---------------------------------------------------------------------------
Per rri t . . . . .
.
BLDG PERM T
ELECTRI CAL- COMM
Additional desc .
.
ELEC FOR GROUND STORAGE TANK
Per rri t pi n number
665844
Sub Contractor
W W PAYTON
CORPORATION
Per m t Fee . . .
.
.00
Plan Check
Fee
0(
I ssue Dat e . . .
.
3/ 19/ 21
Val uat i on
. . . .
Expi r at i on Dat e .
.
9/ 1 5/ 21
at y Uni t Charge
Per
•Ext ensi of
1 . 00 .0000
EA EL -
OUTLETS, SW TCHES
(1ST 5)
0(
20.00 .0000
EA EL -
OUTLETS, SW TCHES
( OTHER)
0(
1.00 .0000
EA EL -
A/C, PLUG IN UNITS
0(
3.00 .0000
EA EL -
50 HP AND OVER
.0(
---------------------------------------------------------------------------
Fee sunTmr y
Charged
Paid Cr edi t
ed
----------
Due
-----------------
Permit Fee Total
----------
----------
.00
----------
.00
.00
.00
Plan Check Total
.00
.00
.00
.00
Grand Total
.00
.00
.00
.00
---------------------------------------------------------------------------
tal
Si gnat ur a of Cont r act or or Aut hor i zed r t Dat e
'��-
Si gnat ur a of Bui I di ng OF f i ci al or Aut hor i zed Agent Dat e
City of La Porte Planning & Development Phone: 281.470.5073
604 W. Fairmont Pkwy BUILDING COMMERCIAL ELECTRICAL PERMIT APPLICATION Fax: 281.470.5005
La Porte TX 77571 permits®laportetx.gov
1. PROJECT INFORMATION
ADDRESS: 10211 Hilklddge Rd. La Porte, Texas 77571
DESCRIBE WORK Water Plant Ph.2 - Repladng Ground Storage ta�nk�"
THIS ELECTRICAL JOB IS PART OF A BUILDING PROJECT: DES aNO
IF YES, PROVIDE BLDG. PERMIT NO.: LJ
2. PROPERTY OWNER:
NAME: Clly or La Porte PHONE NO.: 281-470.5073
MAILING ADDRESS: 604 W. Fairmont Pkwy La Porte, Texas 77571
E-MAIL ADDRESS:
3. ELECTRICAL CONTRACTOR:
COMPANY NAME: W.W. Payton Corpora8on
PHONE NO.: 281-371.7068 E-MAIL ADDRESS: SguerraOwwpayton.com
MAILING ADDRESS: PO BOX 1215 Katy, Taxes 77492
CONTACT PERSON: Ryan Peyton PHONE NO.: 281-371-7068
ITEM FEE QUANTITY TOTAL
PERMIT ISSUE FEE -COMMERCIAL $20.00 1 320.00
MINIMUM PERMR FEE 320.00
OUTLETS, FIXTURES, LIGHTS & SWITCHES
$3.00
5
15.00
FIRST FIVE
OUTLETS, FIXTURES, LIGHTS 6 SWITCHES
$0.601 EACH
20
12.00
(ADDITIONAL)
WASHING MACHINFJ DRYER
$2.00/EACH
RANGE RECEPTACLE
$3.00/ EACH
COOK TOP/OVEN
$3.00/EACH
A/C, WINDOW UNIT RECEPTACLE
$3.0 EACH
1
3.00
WATER HEATER
$3.75/ EACH
DISHWASHER/ GAR9AGE DISPOSAL
$1.501 EACH
NEW METER LOOP6 SERVICE
$16. C
INCLUDES TEMPORARY CUT -IN
TEMPORARY SAW POLE (T-POLE)
$16.001 EACH
REPAIR/ REPLACE/ RECONNECT EXISTING
315.00/ EACH
'
METER LOOP & SERVICE
MOTOR (UP TO A HP)
$1.50/ EACH
MOTOR (%HP TO LESS THAN 10 HP)
$2.601 EACH
MOTOR (10 HP TO LESS THAN 50 HP)
$3.601 EACH
MOTOR (50 HP AND OVER PER HP)
$4.50/ EACH
3
13.50
4. NOTES TO APPLICANT:
NOT A VAUD PERMIT UNTIL CONTRACTOR IS NOTIFIED OF APPROVAL AND ALL APPLICABLE FEES ARE PAID IN FULL.
• CERTIFICATE OF GENERAL LIABILITY INSURANCE AND STATE LICENSE MUST BE CURRENT WITH STATE OF TEXAS AND
CITY OF LA PORTE. PROVIDE CERTIFICATE OF GENERAL LIABILITY INSURANCE WITH CITY OF LA PORTE AS CERTIFICATE
HOLDER AND STATE LICENSE TO REGISTER (NO ADDITIONAL FEE).
• RE -INSPECTION FEE $36.00
• COMPLETE APPLICATION AND ALL SUPPORTING DOCUMENTS REQUIRED PRIOR TO PERMIT ISSUANCE.
APPLICANT SIGNATURE: PRINTED NAME Salvador Guerre Jr. DATE: 5-12-2020
FOR STAFF USE ONLY
APPROVED FOR ISSUANCE BY: DATE:
a
PERMIT NO.: - 5a 5 TOTAL PERMIT FEE: (O
November 4, 2019
Mr. Randy Key
Project Manager
W.W. Payton Corporation
P.O. Box 1056
Katy, Texas 77492
Re: Notice to Proceed
Hillridge Water Plant Improvements — Phase II
City of La Porte, Texas
City of La Porte Bid #190151 HDR Job No. 16.064119-014
Dear Mr. Key
On behalf of the City of La Porte, W.W. Payton Corporation is hereby Issued a Notice to Proceed for
the Hillridge Water Plant Improvements — Phase II Project, effective Monday, November 1111, 2019,
The contract amount is $1,075,000.00.
As stated in the contract documents, the contract time to complete the work is 350 consecutive
calendar days. Therefore, the completion date will be Monday. October 26t6. 2020.
Please contact me at 713-622-9264 or by email at EfraintHimQhdrinc:com if you have any
questions. We look forward to working with you on this project.
Sincerely,
P.E.
Project
NG, INC.
CC: Ray Mayo — City of La Porte, Texas
Robert Banks — City of La Porte, Texas
Walter Lee — City of La Porte, Texas
Ryan Nokelby —HDR Engineering, Inc.
Eric Sliva — W.W. Payton Corporation
:fidritic:com 4828 Loop Central Drive. Suite 800, Houston, TX 77o81-2220 Received
T (713) 622-9264 F (713) 622-9265
Texas Registered Engineering Firm F-754 JAN 2 0 2021
illspections Division
City of la Porte
City of La Po.r t e
604 W Fai r rruri't " Pkwy'
La Porte, Tx 77571
1 nspect i on Request Li ne: 281-470-5130
* * * * BUI LDI NG PERM T* * * *
---------------------------------------------------------------------------
Appl i cat i
on Nurrber . . . . .
21- 00000184 Dat a 3/ 19/ 21
Proper t y
Address . . . . . .
10211 HI LLRI DGE RD
HCAD Nurrber:
087-279-000-0015
Al t er nat a
Sear ch Mat hod:
Appl i cat i
on type descr i pt i on
FENCE
Subdi vi si
on Narre . . . . . .
FAI RMONT PARK SEC 1
Property
Use . . . . . . . .
REAL RES SINGLE FAM LY
Property
Zoning . . . . . . .
RES - LOW DENSITY
Appl i cat i
on val uat i on . . . .
5700
---------------------------------------------------------------------------
Type of Vbr k
REPLACE
FENCE AROUND HI LLRI DGE
W P.
Owner Cont r act or
CITY OF LA PORTE W W PAYTON CORPORATION
WiTER DI STRI CT #56 PO BOX 1056
604 W FAI RRONT PKVV( KATY TX 77492
LA PORTE TX 775716215
Structure Inforrration 000 000 REMOVE AND REPLACE FRONT FENCE
Const r uct i on Type . . . . . NON- CONBUSTI BLE 11
Occupancy Type . . . . . . BUSINESS
Other st r uct info . . . . . FLOOD ZONE AE
---------------------------------------------------------------------------
Perrrit . . . . . . BLDG PERM T FENCE
Additional desc . . REMOVE & REPLACE FRONT FENCE
Per rri t pi n number . 665802
Per rd t Fee . . . . . 00 Plan Check Fee
I ssue Dat e . . . . 3/ 19/ 21 Val uat i on
Expi rat i on Dat e . . 9/ 15/ 21
-----------------------------------------------------------
Speci al Not es and Conrrent s
3/ 19/ 2021 , 1 1 : 50: 50 AM LAPOVFL
Fence Per rri t Not es
1. Cont r act of / owner ar e r esponsi bl e
f or ensur i ng t hat t he pr oposed f ence
does not encr oach ont o t he adj acent
property.
2. No fence al I owed in the front yard.
3. Cal I f or I nspect i ons.
4. Fence pl acerrent as per approved si t e
plan.
5. Mat er i al s t o be unl oaded on pr i vat e
property, not on St r eet Ri ght of - Vty.
6. See at t ached f enci ng policy f or of her
. 0(
570(
City of La Porte
604 W Fai r rrunt Pkwy
La Porte, Tx 77571
1 nspect i on Request Li ne: 281-470- 5130
****BUI LDI NG PERM T****
---------------------------------------------------------------------------
Page 2
Appl i cat i on Number . . . . . 21- 00000184
Dat a 3/ 19/ 21
---------------------------------------------------------------------------
Speci al Not es and Com. nt s
speci f i c r equi r ement s.
7. Call for ut i 1 i t y I i ne I ocat es see
at t ached f enci ng pol i cy f or cont act
phone numbers.
8. Maxi rrum f ence hei ght 8 f eet . Thi s
i ncl udes t he rot board.
9. Check Appl i cabl a Deed Rest r i ct i ons
and Home Cwner s Associ at i on f or any
of her possi bl a requi rerrent s or requi red
approvals.
10. Cont r act or / owner i s r esponsi bl e f or
disposal of al I concr et a debr i s
associ at ed wi t h t he exi st i ng f ence post
r erroval . The Ci t y of La Port a does not
pi ck up t hi s concrete.
1 1 . PERM T MJST BE ON JOB SI TE.
----------------------- -------------------•-------------------------------
Fee sumnar y Charged Paid
Cr edi t ed Due
----------------- ---------- ----------
Per mi t Fee Tot al .00 .00
---------- ----------
.00 .00
PI an Check Tot al .00 .00
.00 .00
Grand Tot al .00 .00
.00 .00
---------------------------------------------------------------------------
---------------------------------- ----yam_------ 3=�
( APPROVED BY BUI LDI NG OFFI CI AL OR AUTHORI ZED AGENT) DATE
Received
JAN 2 6 2021
z 1c o
It%, Of 1,2 Porte
City of La Porte Planning & Development Phone: 281.470.5073
604 W. Fairmont Pkwy BUILDING PERMIT APPLICATION Fax: ,281,470.5005
Le Porte TX 77571 permits@lapdrtetx.gov
Applicant Name: Project Address: Site Plan No. if applicable:
W.W. Payton Corporation 10211 Hillridge Rd. La Porte, Texas 77571
HCAD Pamal No. (a):
1 OeTnpomools 2 3
LEGAL DESCRIPTION:
LT 15 & TR 14ABLK 8 FAIRMOUNT PARK SEC1
Property Owner: Mailing Address: E-Mail: Phone:
City of La Porte 604 W. Fairmont Pkwy La Porte. Texas 77571 may@claportetx.gov 281-470-5073
Contractor: Mailing Address: E-Mail: Phone:
W.W. Payton Corporation PO BOX 1056, Katy, Texas 77492 sguerra@wwpayton.com 281-371-7068
Architect: Mailing Address: E-Mail: Phone:
Engineer. Mailing Address: E-Mail: Phone:
HDR 4828Loop CedralDr. Ste 800Hout,tm.TX7MBl-2220 Efrain.HimOHDRinc.com 713-622-9264
Contact Person: Mailing Address: E-Mail: Phone:
Salvador Guerra Jr. sguerra@wwpayton.com 281-371-7068
Project Description: Business/ Project Name:
Water Plant Improvements Ph.2 Remove and Replace Front Fence City of La ports - H9Hdge Water Plant Improvements Ph.2
Building Use: No. of Stories: Living Sq. Ft. Garage Sq. FL Porch Sq. Ft. Other Sq. Ft. Total Sq. Ft.
SELECT ALL THAT APPLY: `RESIDENTIAL COMMERCIAL vALUATIONREOIARED65,700.00
•DOES NOT REWIRE VALUATION
NEW ❑ ADDITION ❑ REMODEL ❑ CULVERTS
❑ FOUNDATION ❑ IRRIGATION ❑ SIGN ❑ OTHER
WIFENCE ❑ POOL ❑ DRIVEWAY
DESCRIBEWORK: Rmow enO Rapeca F,w,la dins fanu NHaNBge Wafer Pled
1. APPLICATION CHECKLIST & SUPPORTING DOCUMENTATION:
O RESIDENTIAL PROJECT: SUBMIT (2) COMPLETE SETS TO SCALE (HARD COPIES) OF CONTRUCTION PLANS FOR REVIEW.
❑ COMMERCIAL PROJECT REQUIRES:
1. (2) COMPLETE SETS (HARD COPIES) OF CONTRUCTION PLANS AND SITE PUN FOR REVIEW.
2. CO/ USS IN POF FORMAT SHOULD INCLUDE CONSTRUCTION PLANS. SITE PLAN, AND COMPLETE APPLICATION.
3. SITE PLAN FEE DUE AT TIME OF SUBMITTAL MAJOR SITE PLAN 10 ACRES OR GREATER: $300.00 + $5.00 PER ADDITIONAL ACRE;
MINOR SITE PLAN LESS THAN 10 ACRES: 9200.00 + $5.00 PER ADDITIONAL ACRE.
❑ CONTRACTOR REQUIREMENTS: CURRENT GENERAL LIABILITY CERTIFICATE OF INSURANCE MINIMUM OF $100,000.
CITY OF LA PORTE:604 W. FAIRMONT PKWY; LA PORTE. Tx 77671 AS THE CERTIFICATE HOLDER.
IF HOMEOWNER IS CONTRACTOR, MUST FURNISH NOTARIZED HOMESTEAD AFFIDAVIT. (FOR RESIDENTIAL PROJECT ONLY)
O NOT A VALID PERMIT UNTIL OWNER/ CONTRACTOR IS NOTIFIED OF APPROVAL AND ALL APPLICABLE FEES ARE PAID IN FULL. SITE PLAN FEE IS
DUE AT SUBMITTAL OF APPLICATION.
AS A CONDITION OF THIS SUBMITTAL, I AGREE TO ALLOW EMPLOYEES OF THE CITY OF LA PORTE TO ACCESS MY PROPERTY
FOR THE PURPOSE OF INSPECTING OR VERI�)CINBINFORMATION PROVIDED IN THIS APPLICATION 6 THE PLANS SUBMITTED
THEREWITH.
SIGNATUREOFAPPUCANT: PRINrEDNAME: siftectruereJ< DATE: 1.22-2021
STAFF USE ONLY:
TAXES: CODE ENFOCEMENr:
O K Y10
FLOODZONE: TYPE OF CONSTRUCTION:
TYPE OF OCCUPANCY:
USEZ NE:
aASEPERMITFEE
PERMITFEE
P'-N+nrviel're
Yre FEE
rwxi woeioNe res
oTHea cPE
NEW WATER ACCOUNT SET-UP REQUIRED FOR THIS PROJECT: YES NO
PERMIT APPLICATION RECEIVED BY: 9wrx, .,,.- DATE: 1 - 9ottD .al
PERMIT NO. APPROVED FOR PERMIT IS ANCE BY: DATE:
ADDRESS:
OWNER'S NAMI
PROJECT TYPE:
HCAD#:
fv1ati'l- O&A 1�tyw •
PERMIT#
COMANRCIAL
PLAN REVIEW COVER SHEET
NEW: AllllN:
FLOOD ZONE: USE ZONE:
Y/N SUB /DATE RETURNED
USB/CD
ZONING PERMIT
CERT. SITE PLAN APPROVAL
ASBESTOS SURVEY RECEIVED
TAS (ADA) PROOF OF SUBMITTAL
FELL DIRT APPL/PERMIT
CLEARING PERMIT NEEDED?
FLOOD PERMIT NEEDED?:
W/S FEES APPLICABLE?:
TAP FEES APPLICABLE
100% MASONRY/GLASS
STORM WATER QUALITY PERMIT
TAXES UP TO DATE?:
DATE OFREVIEW: D-It 13t
ITEMS NEEDED FOR ISSUANCE OF PERMIT:
sit aoa+ _GMT &�.
(Applicable on Demo, Addn, or Remodel)
(Applicable to Comm. Or Ind.)
(If yes, figure fees. If no, use w/s form to
explain why they are not.)
INSPECTOR: (i 1'�Ik
OWNER OR CONTRACTOR NOTIFICATION
DATE TIME NAME OF PERSON CONTACTED
SACPShamUNSPECT10N DIVISIOMnspections\COML PLAN REVIEW COVER SHEEr.doc Rev. August 15, 2018
Acosta, Alfonso
From: Acosta, Alfonso
Sent: Tuesday, March 2, 2021 8:34 AM
To: Glass, Richard; Fitch, Dennis; Ramos, Mario
Cc: Tarver, Curtis
Subject: FW: Inspection - Hillridge Water Plant
Attachments: Hillridge Water Plant - Building Calculations.pdf; Hillridge Water Plant - Electrical
Ductbanks.pdf; Submittal No. 12 Response -1M Eagle PVC Pipe (SDR 26) for Drain Lines
(1).pdf; Job No. 696 - Building Foundation Certification.pdf
Good morning,
Please review the information below and in the attachments and we will discuss on Thursday morning.
Thank you.
Best regards,
Alfonso
From: Randy Key (mailto:rkey@wwpayton.com]
Sent: Thursday, February 25, 202-14:05 PIM
To: Acosta, Alfonso
Cc: Lee, Walter; Mayo, Ray; rpayton@wwpayton.com; Tarver@wwpayton.com; Tarver, Curtis; Fitch@wwpayton.com;
Fitch, Dennis; Ramos@wwpayton.com; Ramos, Mario; Glass@wwpayton.com; Glass, Richard; 'Salvador Guerra Jr.'
Subject: FW: Inspection - Hillridge Water Plant
Alfonso,
Please see my response to your comments below. I have noted the pictures which are attached too.
1. Underground Electrical
a. Electrical lines were buried 2' below ground
b. Underground conduit installed was Schedule 80 PVC and transitioned to PVC Coated Rigid Steel Conduit and Fittings
aboveground
c. Method used to mark conduits: the conduits were installed in a duct bank and encased in red concrete . In the future,
for anyone that exposes the red concrete, this will indicate they have located the electrical ductbank.
2. New Buildinq Foundation
Regarding the new building foundation, the building foundation was -constructed per the contract plans & specifications. At
your request, I have attached a letter from our PE, certifying that it was installed accordingly.
3. Building Roof Drains
Unfortunately we do not have picture of the exposed underground drain lines nor does Walter. I can confirm that -they
were installed using SDR26 drain piping and fittings which were approved by HDR. Approved submittal is attached.
4. Building Windload
I have attached the design calculations from Lonestar for the building which contains the windload calculations. The
building was designed per the required windload specifications. Please let me know if this information is sufficient.
If you have any additional questions or need more information, please contact me immediately by cell phone.
Regards,
Randy Key
Ce11(713) 828-3680
W. W. Payton Corporation
General Contractor Serving Texas
P.O. Box 1056 - Katy, TX 77492 ,
30655 FM 529 - Brookshire, TX 77423
Officer281)371-7068; Fax(281)371-7067; Bid Fax(281)371-7069
From: Acosta, Alfonso
Sent: Monday, February 8, 2021 4:45 PM
To: Wingate, Lorenzo <WingateL@laportetx.gov>
Cc: Tarver, Curtis <TarverC(cDlaDortetx.gov>; Fitch, Dennis <FitchD@laoortetx.gov>; Ramos, Mario.
<RamosM()g laportetx.gov>; Glass, Richard <GlassRrd2laportetx.gov>
Subject: FW: Inspection - Hillridge Water Plant
Lorenzo,
After the inspection conducted on 02.02.21 and a review of the information and photos provided by Mr. Walter Lee, we
would like to request additional documentation and photographs on the following.
1. Underground Electrical
a. Photos and/or documents confirming depth of underground electrical lines
b. Photos and/or documents confirming type of underground conduit installed
c. Photos and/or documents confirming method used to mark electrical lines
2. An engineered sealed letter regarding -the foundation
3. Roof drains
a. Any photos and/or documents on the portions of drains under the concrete from the roof drains to the
storm drain
M
4. Windload certification for the main structure
Best regards,
Alfonso
From: Lee, Walter
Sent: Thursday, January 28, 2021 8:42 AM
To: Acosta, Alfonso
Subject: RE: Inspection - Hillridge Water Plant
That is acceptable with me, but I will not be able to attend if I am needed due to a prescheduled TCEQ Compliance
inspection being conducted on that particular day from 9:am thru 1:pm.
From: Acosta, Alfonso
Sent: Thursday, January 28, 2021 8:39 AM
.• W
To: Lee, Walter <LeeW a(Dlaoortetx.gov>
Cc: Wingate, Lorenzo <WingateL(cDlaoortetx.gov>
Subject: RE: Inspection - Hillridge Water Plant
Good morning Lee,
I just called Ryan (832.967.8489) and advised the inspection has been moved to Tuesday, February 02, 2021 at 11:00
am.
Please call if you should have any questions:
Best regards,
Alfonso
From: Acosta, Alfonso
Sent: Wednesday, January 27, 2021 5:05 PM
To: Lee, Walter
Cc: Wingate, Lorenzo
Subject: Inspection - Hillridge Water Plant
Good afternoon Walter,
We have an inspection scheduled for Thursday, January 28, 2021 at 2:00 pm at the Hillridge Water Plant.
Ryan has also been informed and he advised the electrician would also be there.
Should you have any questions, please let me know.
Best regards,
Alfonso Acosta, TSBPE #1-38611 Deputy Building Official
Planning & Development Department
604 W. Fairmont Parkway I La Porte, Texas 77571 .
281-470-5066
•
C1
W. W. PAYTON CORPORATION
GENERAL CONTRACTOR SERVING TEXAS
P.O. BOX 1056 KATY, TEXAS 77492-1056
(281)371-7068
City of La Porte
Planning and Development Department
604 W. Fairmont Parkway
LaPorte, Texas 77571
Attn: Mr. Alfonso Acosta
Mr. Acosta,
February 23,2021
ECEIVE
FEB 2 5 2021
BY•
Ref: Hilltidge Water Plant Improvements
HDR Project No. 16-064 / 19-014;
Payton Job #696
Subj.: Budding Foundation Certification
In regards to the newly constructed building for Hillridge Water Plant, this letter hereby certifies
that W. W. Payton Corporation constructed the new building foundation in accordance with the
contract plans, specifications and addendum, as provided by HDR Engineering for the City of la
Porte, Hillridge Water Plant Improvements, Phase II (HDR Project No. 16-064/19-014).
Regards,.
c fi
rri
\v\ v ` - '.4 \ - � l t Tom. b �'4 •�•,.1.
Aectrical Ductbank'
,.,&hedttle 80 PVC Condui `
-Buried 2'-0"+/-
Enc ed-io Red Con-
r n (see"'
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/P,�`;�`.d'F',��f
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,•' mark to
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Mr/%c Ilk
HDR ENGINEERING, INC.
SHOP DRAWING REVIEW FORM
FEB 2 5 2021
Project: Hillridge Water Plant Improvements - Phase II SubmgL*' Nc.: 4 n
Project Specification No: 02620 Item 1 of 1
Client: City of La Porte, Texas Page 1 of 1
Contractor: W.W. Payton Corporation HDR Job No.: 19-014
Description: JM Eagle Corporation - PVC Pipe (SDR 26) for Building Roof & Drain Lines
STATUS
ACKNOWLEDGE RECEIPT ■ EXCEPTIONS AS NOTED
NO EXCEPTION TAKEN REJECTED - RESUBMIT
Corrections or comments made on the shop drawings during this review do not relieve contractor from compliance with requirements of the
drawings and specifications. This check is only for review of general conformance with the design concept of the project and general
compliance with the information given in the contract documents. The contractor is responsible for confirming and correlating all quantities
and dimensions, selecting fabrication processes and techniques of construction, coordinating his work with that of all other trades; and
performing his work in a safe and satisfactory manner.
HDR ENGINEERING, INC.
Engineering Consultants
By: Date: 4/1/20
Ryan Nokelby, P.E.
No.
Comments
1
4" PVC Pipe is to be for Booster Pump Room Drain Line while 6" PVC Pipe is to be for Roof Drain Line.
2
PVC Pipe Color shall be Green.
3
Contractor to field verify depth of existing grate inlet where both PVC drain lines will discharge. Install both
drain lines to provide positive drainage to the grate inlet.
• ECEIVE
W.W. PAYTON CORPORATIO i
FEB 2 5 2021V19=R ®IF 'II'IlBMSIyI[=AIL
General Contractor Serving Texas By.
P.O. Box 1056 — Katy, Texas 77492-1056
Ph (281) 371-7068 Fax (281) 371-7069
TO HDR Engineering, Inc.
4828 Loop Central Drive, Suite 800
Houston, Texas 77081-2220
mn February 14 2020
1 rarxi 696
AM: Mr. Ryan Nokelb P.E.
City of La Porte
Hlllrid a Water Plant Improvements
HDR Job No.10048869
WE ARE SENDING YOU ® Attached ❑ Under separate cover via Email the following items:
0Shop drawings ❑ Prints
❑ Copy of letter ❑Change order
❑ Plans ❑ Samples ❑ Specifications
COPIES
DATE
NO.
DESCRIPTION
12.0
BUILDING DRAIN LINE 8c FITTINGS
1
2-14-20
.1
Transmittal / remarks — W. W. PAYTON CORPORATION
1
-
.2
SDR-26
1
.3
SDR-26 Fittings
THESE ARE TRANSMITTED as checked below:
Wor approval ❑ Approved as submitted
❑For your use
❑As requested
❑For review and comment
❑ FOR BIDS DUE
Kelwa iI
❑ Approved as noted
❑Retumed for corrections
❑ For your records and distribution
❑ Resubmit
copies for approval
❑ Submit
copies for distribution
ORemm 1
corrected prints
20 ❑PRINTS RETURNED AFTER LOAN TO US
Sincerely,
SIGNED: w�
Randy Key
SUBMITTAL DATA
Project: City of La Porte
Hillridge Water Plant Improvements
HDR Job No.100048869
Payton Job No. 696
Submittal Item: Building Drain Line k Fittings
Submittal No.: 11.0
Date: February 14, 2020
ECEIVE
FEB 15 2021
BY,•
Remarks: The drain lines for the downspout and building trench drain shall be SDR-26
PVC Pipe.
W. W. PAYTON CORPORATION
W. W. PAYTON CORPORATION
R1 This submittal is certified to be in conformance with the contract documents
unless noted herein
❑ This submittal reflects a substitute product(s)
❑ This submittal contains deviations from Contract requirements
see Attachment herein
❑ Approved as submitted 0 Approved as noted
By Date February 14.2020
GENE CONTRACTOR
4000
JM4r agle-
� Suldiah
faai6surromorrow-
qECEIVEnGRAVITY SEWE
MEETS ASTM D3034 AND F679.
IT
APPLICATIONS
JM Eagle's Ring-Tlte PVC Gravity Sewer pipe is suitable for conveying domes-
tic sanitary sewage, as well as certain Industrial wastes.
DESCRIPTION
Jul Eagle's Gravity Sewer pipe ASTM D3034 is available in SOR 35 and SDR 26 in
4- to 15-inch diameters and ASTM F679 is available in PS 46 and PS 115 in IS- to
48-inch diameters. It comes in 14- and 20-loot lengths.
The pipe can be directed to most existing sewer equipment. It can also be con-
nected to IPS cast- or ductile -bon fillings with the appropriate adapters and/or tran-
sition gaskets.
JM Eagle Gravity Sewer pipe comes with Ring-Tlte joints with locked -in gaskets.
Joints meet ar exceed ASTM D3212 lot joint tightness, including a 22-inch Hg vac-
uum and a 254loot head pressure test.
BENEFITS
JM Eagle's Ring -Tice Gravity Sewer pipe features an Improved design for re.
serve strength and stiffness to Increase load -bearing capacity, maximizing
sewer system capacity at a reasonable cost.
- It is unaffected by the fluids found in ordinary domestic sewage; sewer gasses
and the sulfuring acid generated by the completion of the hydrogen sulfide cycle;
and corrosive soils both alkaline and acidic.
• Maintains performance against tuberculation, corrosion and external galvanic soil
conditions without lining wrapping, coating or cathodic protection.
- It resists abrasion, gouging and scouring far better than most common piping
materials.
• Its interiors stay smooth over long years of service while maximizing system
capacity, allowing for savings in pumping costs, as well as savings on the size of
the pipe required.
• The light weight of the pipe reduces manpower required fro installation.
- It can be fieldcui with a power saw or ordinary handsaw and be beveled without
the use of expensive or complicated machinery,
• Gaskeied tee and wye saddles for tapping into previously installed PVC sewer
lines eliminate the need for field solvent welding.
J
PLEASE CONTACT YOUR JM EAGLE REPRESENTATIVE OR VISIT IIIIW.WEAGLE.fIYIME d��(.WIMEAGLE CO FOR MORE INFORMATION.
^1
JMEagle-
Buildiagesaennab
for a bean mmorrow-
GRAVITY SEWE
SUBMITTAL AND DATA SHEET
JM EAGLES RING-TITE JOINT OFFERS ADDITIONAL BENEFITS.
• Seated in a deep groove, the flexible elastomeric Rleber gasket provides a light seal that
protects the line from shock, vibration and earth movement, and compensates for expansion
and contraction of the pipe lengths.
Quick and easy to assemble with a simple push, there's no field mixing or application of cement
• The joint remains tight under normal operating conditions.
PIPE
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6.25
13.940
9.50
16
6
0.07
7.25
17.M8
14.19
IN
I
a 8.400
7.754
10 10.500
91
0.404
6.00
7177,
12 123W
11.588
0.481
6.25
16 16.900
14.121
0.68e
726
P4406 AGREE SIM
1s
1a M
17.629
0.499
9.0
25
21.43
III
22.M7
20.788
0.588
9.50
24.575
Is
u
24"
MMI
0as
9.
27.M7
as"
97
27.9
ffiffi1
0.74
10.10
31.157
49A7
800DMM
30.194
a
16.75
M12
64.19
ffi 0100
=
3s0
1.021
1A
2918
Gri
420100
W
41.949
1.157
2.6
49.8M
ffi 01G0
W.=
47,
1A
1NI.624
PG1186MTEEMN
18
18.701
17.281
Dan
e.00
21.581
2.4
GI
22.047
20.M
0.791
DIM
III
ffi
94.803
22.01
0018D
9.80
24A27
27
27.953
M.M
1.002
Mill
32261
ffiq
32.000
26.070
1.148
16.75
38.348
ffi OIOD
3e.300
36.464
1.373
19.00
M.4ffi
42 GOD
44.600
41.072
1.595
22.43
51.356
MOM
50.800
46.8ffi
1.822
24.78
fie.02e
Da � I
O.D. I.D.
T7{{1 E
Assembly Mark
I.D.:
Inside Dameter
O.D. outside Diameter
T.:
wall Thickness
D°
: Bell Outside Diameter
E :
Distance between Assembly Mark to
the end of spigot.
Product Standard:
ASTM 3034 (4'-151
ASTM F679 (18°-18-)
Pipe Compound:
ASTM D1784 Cells Class 12454 or 12364
Gasket:
ASTM F477
Integral Bell Joint:
ASTM D3212
Pipe Stitfiless:
ASTM D2412 F/AY = 46 PSI or 115 PSI
Pipe Length:
14 or 20 feet laying length
Installation:
ASTM D 2321
JM Eagle` Installation Guide
Applicable Standards:
Fittings:
ASTM F-1336
Materials:
ASTM D-1784
Joints.
ASTM D-3212
Gaskets:
ASTM F-477
Installation'.
ASTM D-2321
SRCAT
o.o.
SIZE
STYLE_"'•.
A..'.....
El-
..--:C
StalgotO.D.
4
M
2.72
L8
5.18
4215
6
M
3.47
2.5
7.37
6.275
8
M
4.02
3.0
9.62
8.40
10
F/M
7.5
4S
12.0/122
10.50
12
F/M
7.5
4.8
14.2114.4
1250
15
F
7.5
48
171
15.3
-f
L \\
C
Melded tAtl shown
4 26-040404 FTO 5.2 11.8 3.0
6 x 4 26-040604 M 7.1 16.0 5.6
6 26-04060E M 7.8 17.0 9.3
B x 4 26-040804 FTO 8.0 15.0 9.0
8 x 6 26-04080E FTO 9.2 18.5 12.0
Notes:
• All lay lengths & weights are approximate and are subject to
change without notice
• Fabricated fitting configurations may vary
Style Legend:
M - One Piece Molded
A - Assembled from Molded Components
F- Fabricated
FTO. Fabricated To Order
DATA
1_
1
ECEIV
FEB 2 5 2021
BY•
nn x l
SIZE
PART#
I
MIL
I WT(approx.)
4
26-050404
A
4.0
21.1
2.4
6 x 4
26-050604
A
5.2
21.6
26
6
26-050606
A
5.2
23.7
6.0
8 x 4
26-050804
M
5.5
16.6
9.9
8 x 6
26-050806
M
6.1
16.6
10.7
8
26-050808
F
15.0
23.6
17.0
10 x 4
26-051004
A
13.8
26.0
20.0
10 x 6
26-051006
M
7.0
17.9
17.0
12 x 4
26-051204
A
14.7
27.0
28.0
12 x 6
26-051206
M
8.0
19.0
24.0
15 x 4
26-051504
FTO
16.1
29.0
40.0
15 x fi
26-051506
FTC,
16.5
32.0
42.0
T
L I
-
-A-J (MoltlLd lining shown)
SIZE
PART#
STYLE
A
L
V f a -mz.
4
26-120404
F
7.0
13.3
3.0
6 x 4
26-120604
F
8.0
14.0
5.0
6
26-120606
F
9.5
18.3
TO
8 x 4
26120804
M
10.5
19.3
10.0
8 x 6
26-120806
M
10.5
22.3
100
8
26-120808
F
12.7
25.5
14.0
10 x 4
26-121004
F
12.7
23.5
160
10 x 6
26-121006
FTO
13.2
25.5
200
10.8
26-121008
FTO
137
27.5
23.0
10
26-121010
FTO
152
29.5
290
12 x 4
26-121204
FTO
13.6
24.5
27.0
12 x 6
26A21206
FTO
14.1
26.5
28.0
12 x 8
26-121206
FTO
14.6
28.5
32.0
12 x 10
26-121210
FTO
16.1
30-5
38E
12
26-121212
FTO
16.6
32.5
43.0
15 x 4
26-121504
FTO
15.0
26.5
38.0
15 x 6
26-121506
FTO
158
28.5
37.0
15 x 8
26-121508
FTO
16.0
30.5
46.0
15 x 10
26-121510
FTO
17.5
32.5
51.0
15 x 12
26-121512
FTO
18.0
34.5
57.0
15
26-121515
FTO
1 190
1 37.5
1 770
CAUTION: Vertical risers are not recommended
Vertical nsers are subject to problems without special consideration Call For Other Sizes. Configurations & Gasket Materials
of soil/oioe inlerachon dead & live loads. and installation procedures.
THE HARRINGTON CORPORATION
P.O.NE (34)8 LVol,FAX (4VIRGINIA2450E -3IL. COHENPLACE • LVNCHBURG VIRGINIA2ngs.
PHONE (434) 845-]094 •FAX'. (434) E45-8562 • E-MAIL: sales@harwfittings mm -WEB: www.hercotXdnga-N
PSzd 1o3pn}e
• nECEiVI
K FF? 2 i 2021
10
264410
I
FTO
11.1
I
6.0
9.0
2
26-441122
FTC
3 2
7.0
15.0
Notes:
• All lay lengths & weights are approximate and are subject to
change without notice
• Fabricated fitting configurations may vary
Style Legend:
M- One Piem Molded
F- Fabricated
FTO - Fabricated To Order
CAUTION: Vertical ream are not recommended
Vertical risers are subject to problems without special consideration
of soillpipe interaction, dead & live loads, and installation procedures.
Tri
I-
Molded fiM snawn
SIZE
-PART#
STYLE
.. L..
WF. rox.
4
26-0904
M
8.5
1.1
6
26-0906
M
6.7
2.0
8
26-0908
M
8.3
5.3
10
26-0910
F
12.5
9.0
12
26-0912
F
13.5
14.0
15
26-0915
FTO
14.5
22.0
L I
I
L I r
L
WT(zprrox)
4 x 6
26-160406
M
11.6
3 0
4 x 8
26-160408
FTO
12.0
2.7
4 x 10
26-160410
FTO
18.5
11.0
4 x 12
26-160412
FTO
18.5
16.0
4 x 15
26-160415
FTO
193
26.0
6 x 8
26-160608
FTO
13.0
2.6
6 x 10
26-160610
FTO
190
12.0
6 x 12
26-160612
FTO
19.0
16.0
6 x 15
26-160615
FTO
19.8
26.0
8 x 10
26-160810
FTO
20.5
12.0
B x 12
26-160812
FTO
19.5
18.0
B x 15
26-160815
FTO
20.3
28.0
10 x 12
26-161012
FTO
22.0
18.0
10 x 15
26-161015
FTO
21.8
29.0
12 x 15
26-161215
1 FTO
1 24.5
1 310
Call For Other Sizes, Configurations & Gasket Materials
THE HARRINGTON CORPORATION
P.O. BOX 10335 • LYNCHBURG VIRGNIA 245G6 • 3721 COHEN PI -ACE • LYNCHBURG VIRGINIA 24501
PHONE: (434) 848-1091 • FAX: (434) 845.8552 • E-MAIL: sales@hamoTltlings.com • WEB: www.harcoT48ngs.com
nszs_M.11+ s
. :
i
L
/
r
Mold hiring shown
SIZE
PART #
STYI-di
NEEMENEENK11fiff
(apprax.
4
26-1804
F
6.5
3.5
6
26-1801
M
3.7
4.2
8
26-1808
M
4.5
12.0
10
26-tBtD
F
9.0
21.0
12
26-1812
F
11.5
400
15
26-t815
FTO
12.5
73.0
L
6 26-2206 M 1.6 2,8
6 26-2208 M 3.0 8.0
10 26-2210 F 3.3 16.0
72 2fi-2212 F 5.5 30.0
15 26-2215 FTO 5.5 48.0
Notes
nECEIVI
j{ FEB 2 5 2021
1 4 0'
-
%
(MoIll d fitting shown
SIZE
PART It
STYLE
L
YYr (approx.)
4
26-19"
F
6.5
3U
6
26-1906
M
3.7
3.6
8
26-1908
M
4.5
12 0
10
26-1910
FTO
9.0
19.0
12
26-1912
PTO
11,5
380
15
26-1915
PTO
12.5
66.0
JL
4
26-2304
M
6
26-2306
M
8
26-2308
M
10
26-2310
F
12
26-2312
F
12
11
1.6
2.9
30
8.0
3.3
15,0
55
280
L
f
I
(Molded fitting shown
SIZE
PARr1r[--'ST'L^E"".'
- '- L
I WT rox.
4
26-2504
M
0.8
i.0
6
26-2506
M
1.2
2.7
8
26-2508
PTO
LO
8.0
10
26-2510
FTO
2A
15.0
12
26-2512
FTO
2.5
30.0
15
26-2515
FTO
4.8
33.0
• All lay lengths & weights are approximate and are subject to Call For Other sizes, Configurations & Gasket Materials
change without notice
• Fabricated filling configurations may vary CAUTION: Vertical risers are not recommended
Style Legend: Vertical risers are subject to problems without special considersficn
M - One Piece Molded of soil/pipe interaction, dead & live loads, and installation procedures.
F- Fabricated
FTO - Fabricated To Order
THE HARRINGTON CORPORATION
P.O. BOX 10335 • LYNCHBURG VIRGINIA 245% • 3721 COHEN PLACE • LYNCHBURG VIRGINIA 24MI
PHONE(43,H 845-7094 • FAX: (43,g 845-8562 • E-MAIL. sales®harm5hin is.cum •WEB: www.harmflbinge.com
Pc?aJn$W12a
HARCO SDR-26 PVC GASKETED SEWER FITTINGS
DESIGN DATA
L ; i
i
c
I
-(Molded fitlin shown)
•26-010404
`E
C
L
I WT a rox.
4 x 4
M
51
11.8
25
6 x 4
26-010604
M
7.1
16.0
4.9
6 x 6
26-010606
M
7.6
160
70
8 x 4
26-010804
M
8.0
15.0
10.3
8 x 6
26-010806
M
93
18.5
11 4
8 x 8
26-010808
F
18.9
29.5
18.0
10 x 4
26-011004
A
17.0
26.0
19.0
10 x 6
26-011006
M
11.2
19.4
19,0
10 x 8
26-011008
FTO
203
31 5
26.0
10 x 10
26-011010
FTO
22.5
35.5
33.0
12 x 4
26 011204
A
18.3
27.0
27.0
12 x 6
25-011206
M
12.7
20.7
27.0
12 x 8
26-011208
FTO
21.6
32.5
30.0
12 x 10
26-011210
FTO
22.8
36.5
45.0
12 x 12
26-011212
FTO
25.6
39.5
58.0
15x4
26-011504
FTO
20.2
29.0
42.0
15 x 6
26-011506
FTO
21.5
32.0
45.0
15 x 8
26-011508
FTO
23.5
34.5
53.0
15 x 10
26-011510
FTO
257
38.5
640
15 x 12
26-011512
FTO
2T5
41.5
76.0
15 x 15
1 26-011515
1 FTO
1 302
1 460
1 880
Call For Other Sizes. Configurations & Gasket Matenals
Notes:
• All lay lengths & weights are approximate and are subject to
change without notice
• Fabricated fitting configurations may vary
Style Legend:
M - One Piece Molded
A- Assembled from Molded Components
F - Fabricated
FTO - Fabricated To Order
CAUTION: Vedlcal users are not recommended
Vertical deers are subject to problems without special consideration
of soilli ioe interadipn. dead & live loads. and installation procedures.
EC. EIVED
FEB 2 5 2021
BY.,
THE HARRINGTON CORPORATION
P.O. BOX 103358 • 0M - FAX
H VIRGINIA 2450E • 3721 r)OHEN PEACE darn a WEB: VIRGINIA 21501
PHONE: (434) 845-]p94 • FA%'. (431) 845-8562 • EMAIL: sales@harwfalings.cwn •WEB: www.harcollehps.com
3n_NI1[o1R
ECEIVE
FEB 2 5 2021
BY
ILonestar Prestress Mfg. Inc.
Building Calculations
Prestress
r,Pre*ess U4, Inc
(A591TAST, BELLMU TX 77418
NO. F-9055
PROJEcT: LPMI 2060M.5_SP BUILDING
PAGE i OF 63 FILE: 20x50x10.5_SP_caIcsht.dwg
BY: TFS DATE: 13 2020
The following calculations covering the design of the LPMI 20x50xl0.5_SP precast
building were prepared by Tilton F. Sullivan, P.E.
Codes and References:
- ASCE 7-10, Minimum Design Loads for Buildings and Other Structures.
- PCI Design Handbook, 5' Edition.
- ACI 318-14, Building Code Requirements for Structural Concrete.
- IBC 2012, 2012 International Building Code.
Design Loads:
- 60'psf Roof Live Load
- 40 psf Roof Dead Load
- 10 psf Roof Superimposed Dead Load
- 1-Ton Hoist Monorail Attached to Roof Panels
- Wind Loading: Vw, =160 mph (ASCE 7-10), Risk Category III, Exposure Category 'C'
- Seismic Design Category 'A' (S5 = 0.072g)
Notes: The cast -in -place floor slab will be designed by others and is not the responsibility of
Lonestar Prestress Mfg., Inc. The following analysis for overall stability of the building when
subjected to wind loads is based on a minimum floor slab thickness of
Post -installed 3/41' Dia. Expansion type anchors shall be used to connect floor -to -wall connection
angles to the floor.
��5.;• •a.11
TILTON F. SULLIVAN, JR.
..............................
84944
/ PROPRIETARY AND CONFIDENTIAL RIGHTS ARE INCLUDED
IN THE INFORMATION DISCLOSED HEREIN. NEITHER THIS
DOCUMENT NOR THE INFORMATION DISCLOSED HEREIN
SHALL BE REPRODUCED OR TRANSFERRED TO OTHER
DOCUMENTS OR BE USED OR DISCLOSED TO OTHERS FOR
MANUFACTURE OR FOR ANY PURPOSE EXCEPT AS SPECIFICALLY
AUTHORIZED IN WRITING BY LONESTAR PRESTRESS, MFG,, INC.
•
onestar PROJECT: LPMI 2060AO.5—SP BUILDING
Prestress PAGE II OF 63 FILE: 20x5Ox1O.5—SP_caIcsht.dwg
Lonestu Prestress Mfg., Inc. BY: TFS DATE: 13 2020
8892 HIGHWAY 159 EAST, BETLVILLF, TX 77418
TEL(713)896-0994, FAX(713)896-0762
www 1onestaKestress com
TX PE FIRM REG. NO. F-9055
TABLE OF CONTENTS
Pages
Wind on Main Wind Force Resisting System --------------1-3
Wind Loads for Components and Cladding — — — — — — — — — — — — — — — 4-5
Foundation Loads 6
Panel Design
Walls 7-13
--------------------------------
Roof Design— — — — — — — — _ _ 14-33
Connection Design — — — — — — — — — — — — — — — — — — — — — — — — — — 34-50
3D Model 51-60
------------------------------
Seismic Analysis — — — — — — — — — — — — — — — — — — — — — — — — — — - 61-63
ECEIV-E
FEB 2 5 2021 , U
BY
PROPRIETARY AND CONFIDENTIAL RIGHTS ARE INCLUDED
IN THE INFORMATION DISCLOSED HEREIN. NEITHER THIS
DOCUMENT NOR THE INFORMATION DISCLOSED HEREIN
SHALL BE REPRODUCED OR TRANSFERRED TO OTHER
DOCUMENTS OR BE USED OR DISCLOSED TO OTHERS FOR
MANUFACTURE OR FOR ANY PURPOSE EXCEPT AS SPECIFICALLY
AUTHORIZED IN WRITING BY LONESTAR PRESTRESS, MFG., INC.
WIND ON MAIN WIND FORCE RESISTING SYSTEM
BUILD. TYPE: LPMI 20x50x10.5 SP
WIND LOADS PER ASCE 7-10 2012 INTERNATIONAL BUILDING CODE
8
WIND
V n = 160 mph
y 4, y y y y y y y y :
L _I
PLAN ELEVATION
(p.204): FOR OVERALL STABILITY, INTERNAL PRESSURES CANCEL OUT
p = gGCp - g;(GCpi) WHEN SUMMING FORCES HORIZONTALLY, THEREFORE gh(GCpi) IS
NEGLECTED WHEN CALCULATING WALL PRESSURES.
WIND VELOCITY, V n = 160 MPH
q = 0.00256 KZKZTKaVZ (p.204)
RISK CATEGORY III (p.2)
EXPOSURE CATEGORY: C FOR ALL TERRAIN (p.195)
KZT = 1.00 (p.196 thru 198) -
KZ = 0,85 FOR 0' < h < 15' (p.205)
Ka = 0.85 (p.194 & 195)
q= 47.35 psf
WIND PERPENDICULAR TO LONG WALL B = 50 ft. L = 20 ft.
US = 0.400 h= 12.00 ft.
h Wp
DATE: &7119
PAGE: 1
Rp
Lp
(p.206 thru 209)
WALLS:
WINDWARDCp= 0.8
Wp-
32.20 psf
LEEWARD Cp = -0.500'
Lp =
-20.12 psf
-G= 10'85f (p.198)
It
PFRetO0V3,
C �j:� � h/HF0.600
Rp =
-47.97 psf
ROOF Cr =: -0:9805 (GCpi)=
OAS
(p..200 & 201)
(p.198)
(TOWARDS SURFACE)
(AWAY FROM SURFACE)
(AWAY FROM SURFACE)
ECEIVE
FEB 2 5 2021
BY
WIND ON MAIN WIND FORCE RESISTING SYSTEM DATE:
PAGE:
WIND PERPENDICLULAR TO SHORT WALL
B = 20
ft. L = 50 ft.
(p.206thru 209)
US = 2.500
h= 12.000 ft.
WALLS:
WINDWARDCP=
0.8 Wo=
32.20 psf
.(TOWARDS SURFACE)
LEEWARD Cp =
-0.300 Lp =
•12.07 -psi
(AWAY FROM SURFACE)
G =
0.85 (p.198)
ROOF: h/L = 0.240 Rp = -36.37 psf (AWAY FROM SURFACE),
ROOF Co =: -0.692 (GCpi)= 0.18 (p. 200 & 201)
G = 0.85 (p.198)
OVERALL STABILITY - WIND LOADING
BUILDING SELF WEIGHT: ( UNITS: ft., lb.)
WIDTH
HEIGHT
AREA
FRONT WALL OPENINGS:
1.000
72.000
72.000
BACK WALL OPENINGS:
1.000
12.210
12.210
LEFT SIDE WALL:
1.000
84.333
84.333
RIGHT SIDE WALL:
1.000
28.000
28.000
TOTAL 196.543
HEIGHT
LENGTH
THICK
FRONT WALL:
10.667
50.000
0.375
BACK WALL:
10.667
50.000
0.375
LFT SIDE WALL:
10.667
20.000
0.375
RHT SIDE WALL:
10.667
20.000
0.375
ROOF:
20.667
50.667
0.469
FLOOR:
20.000
50.000
0.417
TOTAL
kxzryA
817/19
2
CONCRETE DENSITY: 150 lb./ft.'
(3070 DOORS & WINDOWS)
(LOUVER & PIPE PENETRATIONS)
(10'-0"x8'-4" OH DOOR & 12"x12" LOUVER)
(3'-6-XV-0" DOOR)
ft2
WEIGHT BLD.HT. = 12.000 ft.
25950
29313
7256
10425 146664
73720
62500
209164 lbs.
OVERTURNING -WIND PERPENDICULAR TO LONG WALL
(UNITS: lbs., ft.)
B= 50
ft. L=
20 ft.
HORZ. FORCE = A 4m x (Wp+ LP) =
600.00 x
52.32
= 31393
lbs.
HORZ. ARM = BLDG. HT./2 =
12.000 /
2.00
= 6.000
ft.
MOT,Mon= HORZ.FORCE x HORZ. ARM =
188357
IbAt.
VERT. FORCE = AROOF x Rp =
1047.11 x
47.97
= 50225
lbs.
VERT. ARM = U2 =
20.00 /
2.00
= 10.00
ft.
"
MOT.VERT= VERT.FORCE x VERT.
ARM =
502250
lb.-fL
MOT,TOTAL=
690607
Ib.-ft
MREsl$T=(L(FW) + L/2(LSW + RSW + ROOF + FLOOR)
20
25950)
l
4 10 ( 7256
+ 10425 + 73720 +
62500
MRESIST=
2058013
Ib.-fL
0.6•MREsoT _ 1.79 > 1 OJL
MOT,TOTAL
.t
rl-
v3
faza
WIND ON MAIN WIND FORCE RESISTING SYSTEM DATE: em19
PAGE: 3
SLIDING - WIND -PERPENDICULAR TO LONG WALL
(UNITS: lbs., ft.)
SLIDING FORCE, Fsuos = HORZ. FORCE FROM PREVIOUS PAGE = 31393 lbs.
RESISTING FORCE, FRES:S7 = COEF. OF FRICT. x (BLDG. SELFWT. - VERT. FORCE FROM PREVIOUS PAGE)
COEFFICIENT OF FRICITON = 0.4
Foss = 0.4 x ( 209164 50225) = 63576 lbs.
0.6xFFmsw _ 1.22 > 1 O.K.
FSUDE
6
0
WIND ON COMPONENTS AND CLADDING
BUILD. TYPE: LPMI 20x50x10.5 SP
WIND LOADS PER ASCE 7-10
B
0
ECEIVE
FEB 2 5 2121 U 8n1
19
PAGE: 4
BY,
2012 INTERNATIONAL BUILDING CODE
0
PLAN
POSITIVE INTERNAL PRESSURE
p = gh((GCp) - (GCp)
(p.260):
WIND VELOCITY, V , =
qh = 0.00256 KhKnKdV2
PLAN
NEGATIVE INTERNAL PRESSURE
FOR COMPONENTS AND CLADDING, THE INTERNAL AND EXTERNAL PRESSURE
COEFFICIENTS ARE ADDED ALGEBRAICALLY TO DETERMINE MAX. PRESSURE.
160 mph
(p.258)
RISK CATEGORY: III (p.2)
EXPOSURE CATEGORY: C
Kn = 1.00 (p.196 thry 198)
Kh= 0.85FOR 0'<h<15'
Kd = 0.85 (p.194 & 195)
FOR ALL TERRAIN
(p. 259)
(p.195)
q= 47.35 psf
0
WIND PRESSURE ON WALLS
EFFECTIVE AREA:
PER ASCE 7-10, SECTION 26.2 "DEFINITIONS", THE EFFECTIVE AREA IS THE SPAN LENGTH
MULTIPLIED BY AN EFFECTIVE WIDTH THAT NOT NEED BE LESS THAN ONE-THIRD THE
SPAN LENGTH.
SPAN = WALL HEIGHT = 10.667 ft.
EFFECTIVE AREA (EA.)= SPAN 213 = 37.93 ft.'
PER ASCE 7-10, FIG. 30.4-1, NOTE 5 (p. 277), VALUES OF GCP FOR WALLS MAY REDUCED BY 10%
WHEN 6 < 10 DEGREES. VALUES OF GCp WILL BE MULTIPLIED BY 0:9 IN THE FOLLOWING
CALCULATIONS.
WIND ON COMPONENTS AND CLADDING
WIND PRESSURE ON WALLS, CONTINUED
0.9(GC")
Cep
(GC;,) - (GCp)
0.81
0.18
0.63
0.81
-0.18
0.99
-1.08
0.18
-1.26
-1.08
-0.18
-0.90
WIND PRESSURE ON ROOF
EFFECTVE AREA:
(ZONE 5, p.277)
8nr19
PAGE: - 5
gh,PW = 47.35 ' x 0.99 = 46.78 psf
(POSITIVE ACTS TOWARDS SURFACE)
gh,NEG = 47.35 x -1.26 = -59.47 psf
(NEGATIVE ACTS AWAY FROM SURFACE)
PER ASCE 7-16, SECTION 26.2 "DEFINITIONS", THE EFFECTIVE AREA IS THE SPAN LENGTH
MULTIPLIED BY AN EFFECTIVE WIDTH THAT NOT NEED BE LESS THAN ONE-THIRD THE
SPAN LENGTH:
SPAN = BLDG. WIDTH = 20
ft.
EFFECTIVE AREA (E.A.)= SPAN 213 = 133.33 R.'
GC"
GC#
(GCS) - (GCp)
(p.278, POSITIONS 1,2, & 3, NEG ZONE 2 OVER WHOLE ROOF)
0.20
0.18
0.02
0.20
-0.18
0.38
gh,P09' 47.35 x 0.38 = 17.99 psf
-1.10
0.18
-1.28
(POSITIVE ACTS TOWARDS SURFACE)
-1.10
-0.18
-0'.92
gh.NE6' 47.35 x -1.28 = -60.61 psf
(NEGATIVE ACTS AWAY FROM SURFACE)
ECEIVE
FEB 2 5 2021
LONESTAR PRESTRESS MFG.. INC.
BUILDING: LPMI 20x50x10.5 SP'
FOUNDATION LOADS
FLOOR LIVE LOAD = 0�2 (KS
ROOF LIVE LOAD =
0.03
x
20.67
x
50.67
- 0.224 KLF
2(
20.00
+
50.00
)
ROOF WIND ON -
0.018
x
20.67
x
50.67
9M I&E.
2(
20.00
+
50.00
)
ROOF DEAD LOAD =
0.469
x
20.67
x
50.67
x 0.15
2(
20.00
+
50.00
)
v
(SUPERIMPOSED)
ROOF DEAD LOAD = 0.010 x 20.67 x 50.67 0.075 KLLF
2(. 20.00 + 50.00 )
WALL DEAD LOAD - 0.375 x 10.667 x 0.15 0.600 KLF
(10.66T TALL, 6.5- THICK)
(4.5.OF CONCRETE) ROOF DL+WALL DL= 11,202 LOB
DATE: 12110/19
PAGE
NOTE:
FOUNDATION LOADS ARE PROVIDED ONLY FOR THE DESIGN OF THE FOUNDATION.
FOUNDATION IS DESIGNED BY OTHERS AND IS NOT THE RESPONSIBILITY OF LONESTAR PRESTRESS.
WIND LOAD DOWN ON ROOF IS BASED ON 160 MPH WIND LOADS, A BUILDING HEIGHT OF 12 FEET,
AND A BUILDING WIDTH OF 20 FEET.
IN ADDITION TO THE ABOVE LISTED LOADS, A 1-TON HOIST MONORAIL IS BEING INSTALLED IN THE BUILDING.
THE 1-TON HOIST MONORAIL WILL BE ATTACHED TO ROOF BEAMS AT 10'-0' ON -CENTER.
A
A
LPM120x50x10.5 SP
-----(NO OPENINGS
DATE:, 08/07/19
"
SLENDER WALL DESIGN USING SECTION 11.8 OF ACI 318-14
Load Case:
1.21) + 1.61-r + 1.0W
AXIAL LOAD:
Tributary Width=
1 ft
Wall Thickness =
4.5 In
Wall Height=
10.667 ft
Eff. Width =
12 in
Roof DI.=
830.93 Ibs/ft
Wall DI.=
300.00 Ibs
Header DL =
0 Ibs
Roof U. =
620 Ibs/ft (30 psf)
Roof W=
186.00 Ibs/ft (18 psf)
LOAD CASE:
1.2D + 1.61-r + LOW
P,DL=
1130.83 Ibs DLFactor =
1.2
P,LL =
620.00 Ills U. Factor =
1.6
P,WL=
186.00 Ibs WLFactor =
1.0
Pu,total =
2535.00 Ibs
17
SLENDER WALL DESIGN USING SECTION 11.8 OF ACI 318-14
LPMI 20x50x10.5 SP (NO OPENINGS)
DATE: 08/07/19
Load Case: 1.2113 + 1.61-r + 1.OW
Wall Height = 10.667 ft Pc = 6000 psi
Wall Thickness = 5.93 in fy = 80600 psi
Effective Width =
12
in
PW =
.60.00
psf
ECEIVE
P =
2535
Ibs
d =
4.25
in
FEB 2 5 2021
WWF A,=
0.1206
inA2
0=
0.9
4x4-W4xW4 A,.„ =
0.142
inA2
BY•
pa =
54
inA2 (WYTHE THICKNESSES OF 2"
& 2.5")
Vertical Stress =
46.94
psi
0.06 Pc =
360
psi
IK
po= A,/Ao =
0.0022
pmm,'= A,,ml,/Ao =
0.0012
2K
E, =
4415
ksi
a =
0.186
in
E,=
29000
ksi
0, =
0.75
n =
6.568
c =
0.248
in
I« =
15.01
inA4
=
0.0485
'0.005
QK
M,,, =
10.24
k-in
WIND
LOAD FACTOR = 1
M =
11.22
k-in
AMA =
42.53
k-in
QK
yt =
2.97
in
to =
208.53
inA4
f, =
580.95
psi
Ma =
4o.86
k-in
Wn =
42.53
k-in
2K
Au =
0.385
in
A =
0.385
in
Aa =
0.076
in
An =
1.217
in
Mn =
47.26
k-in
M, =
10.24
k-in
2/3'Ma =
27.24
k-in
As=
0.019
in
D,,n x=
0.853
in
2K
•
0
20x50x10.5 SP BUILDING W/ 3070 DOOR
DATE: 08/07/19
SLENDER WALL DESIGN USING SECTION 11.8 OF ACI 318-14
Load Case: 1.21) + 1.61-r+ 1.0W
AXIAL LOAD:
Tributary Width=
2.667
ft
Wall Thickness =
4.5
in
" 1..1
:-:-I v e Wall'Height =
10.667
ft
Eff.jWidth=
12
in
i� )Roof DL =
83U.83
Ibs/ft
— - /i Wall DL =
300.00
Ibs
Header DL =
383.20
Ibs
Roof LL =
620
Ibs/ft (30 psQ
Roof W=
186.00
Ibs/ft (18 pso
LOAD CASE: 1.21)
+ 1.61-r+
LOW
P,DL =
2898.76
Ibs DL Factor = 1.2
P,LL =
1653.33
Ibs U. Factor = 0.5
P,WL=
496.00
Ibs WLFactor = 2.0
Pu,total =
4801.18
Ibs
E
10
SLENDER WALL DESIGN USING SECTION 11.8 OF ACI 318-14
20x5000.5 SP BUILDING W/ 3070 DOOR
DATE: 08/07/19
Load Case: 1.213 + 1.6Lr + 1.0W
Wall Height =
10.667
It
Pc =
6000
psi
Wall Thickness =
5.93
in
fy =
80000
,psi
�i E V
Effective Width =
12
in
Pw =
147
psf
P =
4802
lbs
d =
4.25
in
FEB 2 5 2021
WWF A,=
61850
inA2
=
0.9
4x4 W4xW4 A,,;„ =
0.327
inA2
BV:
with (2) #3
Ea. Side Ay=
54
inA2
(WYTHE THICKNESSES OF 2"
& 2.5")
Vertical Stress =
88.93
psi
0.06 Pc =
360
psi
2K
po= A,/A. =
0.0053
pq,,in = A,,Mj /Ag =
0.0012
Ec =
4415
ksi
a =
0.427
In
E, =
29000
ksi
01 =
- 035
n =
6.568
c =
0.570
in
la =
29.82
inA4
et =
0.0194
e'„ t =
- 0.005
M, =
25.09
k-In
WIND
LOAD FACTOR = 1
M =
27.36
k4n
¢M =
94.98
k-in
QK
yt =
2.97
in
to =
208.53
inA4
f, =
580.95
psi
Ma =
40.86
k-in
AMA =
94.98
k-in
QK
Au = 0.473 in A„ = 0.473 in
Aa = 0.076 in
An = 1.368 in MA = 105.53 k-in
M, =
25.09
k-in.
2/3`Ma =
27.24
k-in
0, =
0.047
in
As•max =
0.853
in QK
11
20x50x10.5 SP BUILDING W/ 3680 DOOR
DATE: 08/07/19
SLENDER WALL DESIGN USING SECTION 11.8 OF ACI 318-14
Load Case: 1.21) + 1.6Lr + 1.0W
AXIAL LOAD:
Tributary Width=
2:917
ft
rWall Thickness =
�` ¢
4.5
in
n"r' N10
aII Height =
10.667
ft
Efff Width =
12
in
Roof DL=
830.83
Ibs/ft
:Y 13
Wall DL=
300.00
Ibs
Header DL=
250.26
Ibs
Roof U. =
620
Ibs/ft (60 psf)
Roof W=
186.00
Ibs/ft (18 psf)
LOAD CASE:
1.21) + 1.6Lr+
LOW
P,DL =
2973.46
Ibs DL Factor = 1.2
P,LL=
1808.33
Ibs LLFactor = 0.5
P,WL=
542.50
Ibs WLFactor = 1.0
Pu,total =
5014.82
Ibs
r
im
20x5000.5 SP BUILDING W/ 10'-0"x8'-4" ROLLUP DOOR
DATE: - 08/07/19
SLENDER WALL DESIGN USING SECTION 11.8 OF ACI 318-14
Load Case: 1.21) + 1.61-r+ 1.OW
AXIAL LOAD:
E C E I V E
FEB 2 5 2021
Tributary Width=
4.167
ft
Wall Thickness =
4.5
in
Wall Height =
10.667
ft
BY
Eff. Width =
12
in
Roof DL=
830.83
Ibs/ft
Wall DL =
300.00
Ibs
,Header DL =
517.58
Ibs
Roof LL =
610
Ibs/ft (30 psf)
_ Roof W=
196.00
Ibs/ft (18 psf)
LOAD CASE:
1.21) + 1.61.r+ LAW
P,DL=
4279.38
Ibs DLFactor = 1.2
PA =
2583.33
Ibs U. Factor = 0.5
P,WL=
775.00
Ibs WLFactor = 1.0
Pu,total =
7201.93
Ibs
0
E
E
13
SLENDER WALL DESIGN USING SECTION 11.8 OF ACI 318-14
20x50x10.5 SIR BUILDING W/ 10'-0"x8'-4" ROLLUP DOOR
3 v 13 4..- DATE: 08/07/19
Load Case: 1.2D + 1.6Lr + 1.OW
rill"
Wall Height =
10.667
ft
Pc =
6000
psi
Thickness =
&93
in
fy =
80000
psi
__ ... ._:Y,,Wall
' Effective:Width =
12
in
PW =
230
psf
P =
7202
Ibs
d =
4.25
in
WWF A,=
0.3675
inA2
=
0.9
4x4 W4xW4 An.,=
0.430
inA2
with (3) fl3
Ea. Side Ao =
54
inA2
(WYTHE THICKNESSES OF 2"
& 2.5")
Vertical Stress =
133.37
psi
0.06 Pc =
360
psi
Qg
po= A.M. =
0.0068
pqmm = A,.mWAp =
0.0012
2K
E� =
4415
ksi
a =
0.562
in
E. =
29000
ksi
P t =
0.75
n =
6.568
c =
0.750
in
la =
36.31
inA4
et =
0.0140
epmit =
0.005
M,,, =
39.25
k-in
WIND LOAD FACTOR = 1
M =
43.72
k-in
OMA =
122.93
k-in
QK
yt =
2.97
in
Iq =
208.53
inA4
f, =
580.95
psi
Ma =
40.86
k-in
AMA =
122.93
k-in
QE
Au =
0.621
in
O =
0.621
in
Aa =
0.076
in
A, =
1.454
in
M =
136.59
k-in
M, =
39.25
k-in
2/3"Ma =
27.24
k-in
A, =
0.205
in
A,,,,,a, =
0.853
in
QK
J
ROOF DESIGN.
a
14-
ECEIVE
FEB 2 5 2021
BY
u
N
15
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ECEIVE
FEB 2 5 2021
c
:ra.. �
nestar
Prestress
Lour P►9mm Mfg., Im—
r'984)762
16A
PROJECT: 20 FT. EAST -SPAN ROOF PANEL
1-
m
`(:.:..:..Q WIDE T-BEAM. SECTION •t• j•• j..:...j..n..
t 80 FSF Ru
YF
........... ................
•' HOIST ( TON)-.:)• •j
..:......:...;..;.. _..;.._..
I 20 :..:...:...:...
I .I. .;. .; .. �...j..;,..I..y..;..j.. �. .�... j.. y.. j.. :.... �.
.I i..... : - ... .. r-. ••.•
i .; MONORAIL BEAM::
ti'fli,..,•�'gj, ;' S12x31.8 (Wt..= 0.032 k/ft)
.Y 2 k + (10 ft)(0.032 k/ft) = 2.32 k ; ; t.
HAND OPERATED CHAIN HOIST, THEREFORE, 1 = 1.0--
2.32 k (20 ft)(12 in/ft) 139.2 in-
)
4
i - - 60 psf (5 ft)(20 ft)2(12 in/ft) _ 180 in-k
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25
:CEIVE
FEB 2 5 2021
26
DATE: 07MAM
PROORAM TO ANALVZEi BUILDING ROOF PANELB FOR RDNRE-
ULTBfATE BTRENGTM THEORY. F0.ZVW-, ROOF8LABDON
PROJECT: LPMI20f"D
DFS10N: 4A2r AVO. TH= ROOF, 80 PSF ROOF LL
FLEXURE
�(
!g P : J!D�: ,L*ANAL1f1E 1 FT WVE 8TR]POF ROOF
y � � IdMw Lis klpdn. (ULTd1A1E LOAD)
t� ROOFrdCWMSN 4A25-hL(atmftf9fSPWO
PHIMx■pWdXtj.(CKoW a■ooxlyolbxfoxb) PHI■ 0.0
PFO Ma ■ PHl�lslxfp(d - (D 8Y'Asl: fflRm'bffi
- 8AM6 ARBAIFT As {xA•YIfaVW VWMP
RJ741RAL : bmdw g 'a br aPama 11 K
PON 0.12 bl"M Abet■ A11 M2
bm 12 h fa■ 6000 pd BETA1■ 0.75
d• 1JS h i■ 60 m
r,
ROW, 0.00887 ■ 0.177 ROWMAX ROWMA)(■ 0.03771
PH) tlrt U4 KOL- 14P LIS A41L ROWM I- a -AM
SHEAR
LOAD: 1 FTIMDESTRIP
1Ai a 0A0 "
Pmvo■pmgzxoq(I'a)xbxdYtOwbJ"P PHI- 0.85
Pm*o LV VON 1010 u
27
Project: 20''SPAN ROOF
Tilton Sullivan, Lonestar Prestress April07. 2017
Nodal Displacements
Node Result Case Name DY
In
N1 DI-+ LL -0.352
N2 DL'+ LL -0.360
N3 DL+ LL -0.342
N4 DL+ LL -Oms
N5 OL+ LL -03M
NO DI.+ LL -0272
N7 DL + LL -0232
iZ DL+ LL -0.183
N9 DL+ LL - -0.127
N10 DL+ LL •0.065
N11 OL+ LL -DAM
ECEIVE
FEB 2 5 2021
BY'
Total Load (DL + LL)
- The maxmum deflectlon = 0.352 In < U180 = 20'121(180) =1.333 in (OK)
Nnfim nicnlanamants
ECEIVE
FEB 2 5 2021
BY'
Total Load (DL + LL)
- The maxmum deflectlon = 0.352 In < U180 = 20'121(180) =1.333 in (OK)
Nnfim nicnlanamants
N10
LNebsds
N11 Llfro Model -0.000
LiveLoads
The maximum deflection = 0.168 In < Lrz40 a 20'121(240) = 1.000 In (OIQ
Pao
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Prestress
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POINT E-2 CONNECTION DESIGN
T T
X
NOTE:
POINT "E-l" (NOT
SHOWN), AT BOTTOM OF
POINT D 3680 DOOR ON SIDE D, IS
SIMILAR TO POINT "E-2".
w
.p
LONESTAR PRESTRESS MFG., INC. DATE: 12I09/19
CONNECTION DESIGN PAGE
4.625" ROOF, 6.5" WALLS, 6.5" FLOOR LPMI 20x5ox10.5_SP
CAPACITY OF INSERTS
- USE PCI DESIGN HANDBOOK CHAPTER 6 FOR METHOD OF ANALYSIS. STRENGTH.
REDUCTION FACTORS WILL BE MODIFIED TO BE CONSISTENT WITH ACI 318-14.
- ULTIMATE STRENGTH DESIGN THEORY WILL BE USED IN ANALYSIS.
- ASSUME CONCRETE STRENGTH CONTROLS THE DESIGN, THEN CHECK BOLTS
AND ANGLES.
USE 3/4" DIA. A304 STAINLESS STEEL COIL BOLTS WITH DAYTON/RICHMOND
F-63 A304 STAINLESS STEEL COIL INSERTS.
TENSILE CAPACITY
SINGLE INSERT:
4)Pc = 0Ao(2.8)(2)4 —fc )(C„) Pc = 6000 psi
m = 0.75 (SUPPLEMENTARY REINFORCEMENT WILL BE INSTALLED)
Ao =1 T (i.p)(I.+de) Is = 2.25 + 0.75 = 3 in.
Ao= 61.65 in.'
X = 1.0 (FOR NORMAL WT. CONCRETE)
C.. = d. / I,
0.75"
Pc = 13370 psi x Cm
2.25" h
1.625"
11
35
EG E1V1E
FEB 2 5 2021
BY:
LONESTAR PRESTRESS MFG, INC.
CONNECTION DESIGN
4.625" ROOF, 6.5" WALLS, 6.5"'FLOOR
TENSILE CAPACITY CONTINUED
WALL INSERT 1 d, = 2.25 In., TWO EDGES
C.= r 235] [2.2531 = 0.563
Pcl = 7521 Ibs J m = 0.75
OPcl = 5640 Ibs
WALL INSERT 2 d, = 2.25 in., ONE EDGE
C„=r225]
3 -
I`
PC20 10028 Ibs
mPc2 = 7521 Ibs
ROOF, FLOOR AND WALL
DATE: 12imig
PAGE
2.25
I 2.25
0.750
m = 0.75 =2.25
El
d, >= 8.76 In., ONE EDGE
d, >= I, C„ = 1.0
Pc3 = 13370 Ibs
m = 0.75 8.75
MPc3 = 10028 IbS
CHECK TENSILE CAPACITY OF 3/4" DIA. A304 STAINLESS STEEL COIL BOLT
mPs = mAbfy
Ps = 19880 Ibs
mPs = 14910 Ibs
m = 0.75 fy = 45000 psi
9
Ab = 0.442 In•2
m = 0.75
CONCRETE STRENGTH CONTROLS TENSION
36
•I N
37
LONESTAR PRESTRESS MFG., INC.
CONNECTION DESIGN
4.625" ROOF, 6.5" WALLS, 6.5" FLOOR
SHEAR CAPACITY
DATE: 12/mig
PAGE
4)VC = mVC'CWCTCC m = 0.75 Vc' = 12.5(d,)"' fc
fc = 6000 psi CW = 1.0 FOR SINGLE INSERT
CT = h/(1.3d,) <= 1.0 Cc = 0.4+0.7(d jd,) <= 1.0 r
WALL INSERT, d, - 2.25 in., d, = 2.25 in., h = 6.6 in.
CT = 1.000 Cc = 1.000 2.25
Vc, = 3268 Ibs 4DVc, = 2451 Ibs
ROOF INSERT, d,= 2.25 in., d, = 12.75 In., h = 4.625 in.
a
CT =' 1.000 CC = 1.000
Vc2 = 3268 Ibs mVC2 = 2461 Ibs
FLOOR INSERT, d,= 7.26 in., d,: 8.76 In., h = 6.6' in.
CT = 0.690
CC= 1.600
VC3 = 13035 Ibs mVC3 = 9777 Ibs
CHECK SHEAR CAPACITY OF 3/4" DIA. A304 STAINLESS STEEL COIL BOLT
Ovs = OApfy m = 0.75 fy = 24000 psi Ae = 0.442 in•2
(FOR SHEAR)
Va = 10603 Ibs
OVa = 7952 Ibs
ECE11✓:E
FEB 2 5 2021
BY•
LONESTAR PRESTRESS MFG, INC.
CONNECTION DESIGN
4.625" ROOF, 6.5"
WALLS, 6.5" FLOOR
SUMMARY
(DPc1 = 5.640
kips
Pc1 =
7.521
kips
OPC2 = 7.521
kips
PC2 =
10.028
kips
(DPC3=-10.028
kips
PC3 =
13.370
kips
(DPg = 14.910
kips
Ps =
19.880
kips
(DVc1 = 2.461
kips
Vc, = 3.268
kips
(DV$ = 7.952
kips
V$ = 10.603
e.
-kips
(DVC2 = 2.451
kips
VC2 = 3.268
kips
(DVC3 = 9.777
kips
VC3 = 13.035
kips
v 1 -:3
DATE: 12mig
PAGE
WALL, d. = 2.25", 2 EDGES
WALL, d. - 2.25", 1 EDGE
ALL, d.> 2.25"
BOLT
WALL -
BOLT
ROOF
FLOOR
I
It
LONESTAR PRESTRESS MFG., INC.
BUILDING: LPMI 20x50x10.5 SP
CONNECTION LOADS '
POINT A - ROOF TO WALL CONNECTION
WALL LENGTH = 50.00
FT. PF4"
WALL HEIGHT - 10.667
FT.
NO. OF SPACES =' 17
_
WALL THICK = 6.50
IN. Pfp�y
INSERT EDGE DISTANCE - 2:25
IN.
WALL TRIBUTARY WIDTH - 2.855
FT.�
DATE: 12/10/19
PAGE
ROOF WIDTH=,. 20.667 FT. Pq -(-0.9PoL+1.OPwfo)
ROOF TRIB. AREA = 29.506• FT? q, - 47.35 PSF '
GCp GCp (GCp) - (GCO) , P.56, POS 1,293, NEG ZONE 2 OVER WHOLE ROOF
-1.47 0.18 -1.65 p , = 47.35 x -1.65 = .78.18 PSF
-1.47 -0.18 -1.29 (NEGATIVE ACTS AWAY FROM SURFACE)
ROOF WIND LOAD = 78.18 PSF
ROOF THICK. _ .6.63 IN. ROOF DL -
(Equhrelent Thickness) l
Proof = I (-0.9 x 0.070 ) + (1.0 x 0.078 )J x
70.40 PSF 1
29.506 = Mu au
WALL TRIG. AREA = 15.229 FT!
0.9(GCp) GCp (GCp)-(GCO (ZONE 5, P.55)
-1.20 0.18 -1.38 Ro:o = 47.35 x -1.38 -65.43 PSF
-1.20 -0.18 -1.02 (NEGATIVE ACTS AWAY FROM SURFACE)
WALL WIND LOAD = 65.43 PSF ,
Pw.,, = 0.065 KSF x ' 15.229 FT' x 1.0 -
0.996 I=
ECEIVE
FEB 2 5 2021
BY•
.5
39
m
LONESTAR PRESTRESS MFG.. INC.
BUILDING: LPMI 20x5Oxl4 SP
DATE: 12/10/2019
CONNECTION LOADS
PAGE
POINT A-1 - ROOF TO WALL CONNECTION
WALL LENGTH = 20
FT. PRooF
WALL HEIGHT = 10.667
FT.
NO. OF SPACES = 6
WALL THICK = 6.50
IN. PWALL
INSERT EDGE DISTANCE = 2:25
IN.
INSERT SPACING = 3.090
FT.
ROOF WIDTH = 20.667
FT. PROOF = (-0.9Pa + 1.OPWM)
ROOF TRIG. AREA = 31.933 FT.`
qh = 47.0 PSF
GC" GC« (GCp) - (GCp)
P.58, POS 1,20; NEG ZONE 2 OVER WHOLE ROOF
-1.45 0.18 -1.63 pNEO =
47.35 x -1.63 = -77.04 PSF
-1.45 -0.18-1.27'-
(NEGATIVE ACTS AWAY FROM SURFACE)
ROOF WIND LOAD = 77.04 PSF
ROOF THICK. = 5.63 IN.
ROOF DL = 70.40 PSF
PROOF =
I (-0.9 x 0.070 ) + (1:0 x
0.077 )d
t
x 31.933 = 0.437 J$�$
WALL TRIB. AREA = 16.481 FT.2
4 9(GC") GC~ (GC,,) - (GCyj
(ZONE 5, P.57)
-1.19 0.18 -1.37 PNEO =
47.35 x -1.37 = -64.92 PSF
-1.19 -0.18 -1.01
(NEGATIVE ACTS AWAY FROM SURFACE)
WALL WIND LOAD = 64.92 PSF
PW,uL = 0.065 KSF x 16.481 FT` x 1.0 = 1.070 En
� "3 v
r
Ell
LONESTAR PRESTRESS MFG, INC. DATE: 12/10/19
BUILDING: ILPMI 20x50x10.5 SIP PAGE -
CONNECTION LOADS, CONTINUED
POINT B -TOP CORNER
CONNECTION
Pip
LONG WALL:
WALL LENGTH =
60 FT.
NO. OF SPACES -
17
PLM,
INSERT SPACING =
2.855 FT.
TRIB.AREA =
1.615 x
5.3333
8.614 FT.= Pam,„
0.9(GCp) GCp
(GCp)-(GCp)
(ZONE 5; P.55)
-1.26 0.18
-1.44 pa =
47.35 Ix
A." = -68.18 PSF
-126 1-0.18
-1.08
(NEGATIVE ACTS AWAY FROM SURFACE)
WALL WIND LOAD -
66.18 PSF
PLw=: 0.088
kSF x 8.614
FT' x 1.0 = 0.587 jam$
SHORT WALL:
WALL LENGTH -
'20 FT.
NO. OF SPACES =
8
INSERT SPACING -
3.090 FT.
TRIB.AREA=
2.274 x
5.3333 = 12.130 FT?
0.9(G4;) GCp
(GC,) -'(GCp)
(ZONE 5, P.55)
-1.23 0.18
-1.41 pie =
47.35 x -1.41 _
-1.23 4.18
-1.05
(NEGATIVE ACTS AWAY. FROM SURFACE)
WALL WIND LOAD =.
.68.92 PSF.
Pm- 0.067
KSF x 12.130
FTt x 1.0 0.812 W$
ROOF: TRIB. AREA - 0.494
FT? ROOF OVERHANG= 4
GCp GCp
(GCp) - (GCO)
P.56 NEG ZONE 2 OVER WHOLE ROOF
-1.80 0.18
-1.98 Prcea.'
47.35 x -1.98 =
-1.80 -0.18
-1.62
(NEGATIVE ACTS AWAY FROM SURFACE).
ROOF WIND LOAD =
93.75 -PSF
ROOF THICK. _
5.63 IN.
' ROOF DL - 70.40 PSF
(Equivalent Thickness)
1
Pp =
10.9 x
0.070 ) * (1.0 x
0.094 )J
x 0.494 =
-68.92 PSF
IN.
-93.75 PSF
Ilm En I
ECEIUE
FEB 2 5 2021
BY:
•
42
LONESTAR PRESTRESS MFG, INC.
BUILDING: LPMI 20x50x10.5 SP
CONNECTION LOADS, CONTINUED
POINT C - INTERMEDIATE CORNER CONNECTION
DATE: 12/10/19
PAGE
THE VERTICAL INTERMEDIATE CORNER CONNECTIONS ARE INSTALLED TO REDUCE THERMAL
BOWING DUE TO THE THERMAL GRADIENTS WHICH MAY EXIST DURING DIFFERENT SEASONS.
THE CONNECTIONS HAVE PERFORMED ADEQUATELY IN THE PAST AND WILL BE DEEMED
ADEQUATE IN THIS CONFIGURATION.
- ANALYSIS OF WIND ON ENTIRE STRUCTURE (SEE ATTACHED ANALYSIS) SHOWS THE WINDWARD
BOTTOM CORNER WILL BE SUBJECTED TO UPLIFT.
- IF APPLICABLE SEE ANALYSIS FOR UPLIFT LOAD.
- THE CONNECTION IS SUBJECTED TO THE SAME HORIZONTAL LOADS AS THE TOP CORNER
CONNECTION.
Pu
P� = 2.020 (�P$
PLn - 0.587 >slis Pew
Pm- 0.812 jye$
Psw
POINT E - FLOOR TO WALL ADJACENT TO DOOR.
3070 DOOR
TRIO. AREA - 3.899 x 5.333 20.796 FT.'
0.9(GCp) GCp (GCp)-(GCO) (ZONE 5. P.55)
-1.18 0.18 -1.34 Pico = 47.35 A -1.34 = -63.40 PSF
-1.16 -0.18 -0.98 (NEGATIVE ACTS AWAY FROM SURFACE)
WALL WIND LOAD = 63.40 PSF
P. - 0.083 KSF x 20.796 FT' x 1.0 = 1.318 $
Pow= 0.658 An P
P
rill
k ~I�i:t S N7� iri.
— ---... _:Y9
43
LONESTAR PRESTRESS MFG., INC. DATE: 12/10/19
BUILDING: LPMI 20x50x70.5 SP PAGE
CONNECTION LOADS. CONTINUED
POINT E-1 - FLOOR TO WALL ADJACENT TO DOOR
3680 DOOR
TRIB. AREA 3.649 x 5.333 = 19.463 FT.=
0.9(GCo) GCy (GC,) -.(GCO) (ZONE 5, P.55) _
-1.17 0.18 -1.35 px o = 47.35 x -1.35 -63.83 PSF
-1.17 -0.18 -0.99 (NEGATIVE ACTS AWAY FROM SURFACE).
WALL WIND LOAD = 63.83 PSF
Poona - 0.064 KSF x 19.463 FT2 x 1.0 = 1.242 !S
P� = 1.190 JyeO P�
Poona
PIKE-2 - FLOOR TO WALL ADJACENT TO DOOR
10*-nW-4' ROLLUP DOOR
TRIG. AREA = 5.167 x 5.333 27.5W FT.2
0.9(GCp) GCq (GCa - (GCO) (ZONE 5; P.55)
-1.12 0.18 -1.30 p+xo = 47.35 x -1.30 = -61.56 PSF
-1.12 -0.18 -0.94 (NEGATIVE ACTS AWAY FROM SURFACE)
WALL WIND LOAD = 61.56 PSF '
Poona - 0.062 KSF x 27.556 FT= x 1.6 2.714 MM
Pow= 0.749 p
� S
Poona
ECENV E
FEB 2 5 2021
BY:--_
L
M
JOB: 0
WIND ON COMPONENT
CONNECTION ANALYSIS
CONN. FACTOR = 1
TOP
ROOF TO WALL -
POINT A
ULTIMATE LOADS
0.437 K
0.996 4—
WALL CONNECTION
SHEAR
Vu- 0.437 K < 4)Vc= 2.451 K
TENSION
g= 2.25 In. el= 1.458 In.
L- 4 In.
Pu = Nu 1+ g Pu- 2.534 K < Oft - 7.621 K
el
COMBINED SHEAR AND TENSION
m Vuc]2 } I( P l (�= 1.0 Pc= 10.028 K
1.333 (0.064 + 0.018) = 0.109 < 1.0 (OK)
DATE: 12/10/19
PAGE
TOTAL ULTIMATE LOADS
(W/ ADD. CONN. FACTOR)
0.437 K t
ROOF
0.996 K
WALL
el = 5 (L-g)
6
m = 0.75
L4x4xt
Vu= 0.996 K <
mVc = 2.451 K
Vc=
3.268
K
6
Pu- 1.112 K <
(DPc - 10.028 K
Pc=
13.370
K Nu= 0.437 K
SHEAR AND TENSION:
1.333 0.007 + 0.093) =
0.133
< 1.0
(OK)
ANGLE THICKNE33
L4x4xt
Nu,max= 0.996 K
bn -
2.500
in.
t = 4(Nu,max)(g)
0.9(Fy)(bn)
bolt = 0.75 In.
Fy=
36
KSI
_ j�
n
-`l dad A � •'� � �
7
, gle length = 3.5 In.
t =
0.333
In. < 0.50 In. (OK)
JOB: 0
WIND ON COMPONENT
CONNECTION ANALYSIS
CONN. FACTOR = 1
WALL CONNECTION
SHEAR
Vu- OA37 K <
TENSION
9= 2.25 in.
L- 4In.
Pu=Nu rl+g 1
l ei J
�-Vi
[-ppucl 2+ [VVcu
, 21
1.333 ( 0.074 + 0.018
ROOF CONNECTION
Vu- 1.070 K <
Pu- 1.111 K <
SHEAR AND TENSION:
ANGLE THICKNESS
t I4(Nu,tnexx9)
0.9(Fyxbn)
TOP
ROOF TO SHORT WALL
POINT A-1
ULTIMATE LOADS
0.437 K
DATE: 12/10119
PAGE
TOTAL ULTIMATE LOADS
(WI ADD. CONN. FACTOR)
0.437 K t
ROOF
1.070 1.070 K I \ 2
WALL
QVc - 2.451 K
el= 1.458 In. Nu= 1.070 K
el - 5 (L-g)
Ptw 2.721 K < mPc a 7.521 K 5
<=1.0 Vc= 3.268 K m = 0.76
Pc- 10.028 K
= 0.122 < 1.0. (OK)
L4x4xt
(DV - 2.451 K Vs= 3.268 K
mPc a 10.028 K Pc-- 13.370 K Nu= 0.437 K
1.333 ( 0.007 +0.107) = 0.152 < 1.0 (OK)
L4x4xt
Nu,max- 1.070 K bn - 2.500 In.
bolt - 0.75 In. Fy- 36 KSI
angle length - 3.5 In, t = 0.345 In. < 0.50" (OK)
V�mv&v s.- (1.0)•(31393)=31393.#
1 INSERTS: 31393/1/411000=.7.849 K
Vu- (1.070p2+(1.121 r2 1.550 K < 2.451 K (OK)
1.333((1.111/10.028Y2+(1.550/3.268Y2) = 0.316 < 1.00 (OK)
ECEIV E
FEB 2 5 2021
BY•
45
a
46
JOB: 0 TOP CORNER
WIND ON COMPONENT POINT B
CONNECTION ANALYSIS
ULTIMATE LOADS
0.197 K
CONN. FACTOR = 1.0
0.587
WALL 1 CONNECTION
SHEAR 0.812 K
Vu= (Vu1)2+(Vu2)2 Vul= 0.099 K Vu2= 0.406 K
Vu- 0.418 K < OVc - 2.451 K
TENSION
DATE: 12/10/19
PAGE
TOTAL ULTIMATE LOADS
(WI ADD. CONN. FACTOR)
0.197 K t
ROOF
WALL 1
0.567 F
g= 2.25 In.
el= 1.25
in.
Nu=
0.587
K
,
f
Ldzdxt
Pu=Null+9,
Pu= 1.645 K <
4WC-
7.521
K
ll eJJ
COMBINED SHEAR AND
TENSION
'
1 Vu
Pu 2
2 <= 1.0
VG
3.268
K
m = 0.75
0 ( Pc, + Vc
Pc=
10.028
K
1.333 (0.027 + 0.016)
0.058 <1.0
(OK)
WALL 2 CONNECTION
Vul= 0.099 K
Vu2= 0.294
K
Vu- 0.310 K
< OVC - 2.451
K
VG
3.268
K
Pun 2.273 K
< mPc= 5.640
K
PC=
7.521
K
Nu- 0.812 K
SHEAR AND TENSION:
1.333 (0.091
+ 0.009) =
0.134
< 1.0
(OK)
ROOF CONNECTION
Vul= 0.294 K
Vu2= 0.406
K
Vu- 0.501 K
< OVc - 2.451
K
VC=
3.268
K
f :;Pun 40.5533 K
< OPc - 10.028
K
Pon
13.370
K
Nu= 0.20 K
i SHEAR AND TEN41ON:
1.333 (0.002
+ 0.024) =
0.034
< 1.0
(OK)
1.,. ANGLE THICKNESS,
L4x4xt
a v
Nu,max= 0.406
K
bn =
2.563
In.
--- - I= -4(Nu:max)(g)'-
0.9(Fy)(bn)
bo0o = 0.75
In.
Fy=
36
KSI,
angle length = 3.5
In.
t -
0.210
In. <
0.601n. (OK)
JOB: 0
WIND ON COMPONENT
CONNECTION ANALYSIS
CONN. FACTOR = 1.0
BOTTOM CORNER
POINT D
ULTIMATE LOAD$
2.020 K
0.587 �_j
DATE: 12/10/19
PAGE
TOTAL ULTIMATE LOADS
(W1 ADD. CONN. FACTOR)
1.010 K
WALL 1
0.587 K
WALL 1 CONNECTION r
SHEAR 0.812 K
Vu= (Vu1)2+(Vu2)2 Vu1= 1.010 K Vu2= 0.406 K
L4x4xt
Vu= 1.088 K < mVe - 2.451 K
TENSION
g- 2.25 In., el= 1.25 In. Nu- 0.587 K
Pu = Nu r+ g 1 Pu- 1.6415 K < mPC - 7.521 K
l eI J
COMBINIrED SIIHEAR AND
TENSION
m{I PcJ 2+ �VC <=1.0 Pa 0028 K
1.333 0.027 + 0.111) = 0.184 < 1.0 (OK)
m = 0.75
1.010 K
•
0.612 K
FLOOR
47
Vu1= 1.010 K
Vu2= 0.294 K
Vu- 1.052 K
< OVc- 2.451 K
Vc=
3.268
K
Pu= 2.273 K
< 4'Pc= 5.640 K
Pc=
7.521
K
Nu= 0.812 K
SHEAR AND TENSION:
1.333 (0.091 +
0.104) =
0.260
< 1.0
(OK)
FLOOR CONNECTION
Vu= (Vu1)2+(Vu2)2
Vu1= 0.294 K
Vu2=
0.406
K
Vu- 0.501 K
< OVC- 9.777 K
Vr
13.035
K
Pu- 5.656 K
< OPc - 10.028 K
Pc=
13.370
K
Nu= 2.020 K
SHEAR AND TENSION:
1.333 (0.179 +
0.001) =
0.241
< 1.0
(OK)
`'
E C E I `�I E
ANGLE THICKNESS
L4x4xt
Nu,max- 1.010 K
bn=
2.563
In.
FEB 2 5 2021
t= 4(Nu,max)(g)
0.9(Fy)(bn)
bolt 0.75 In.
Fy=
36
KSI
angle length = 3.5 In.
t-
0.331
In. <
0.50 In. (OK)BY
m
JOB: 0
WIND ON COMPONENT
CONNECTION ANALYSIS
CONN. FACTOR = 1.000
WALL CONNECTION
SHEAR
. Vu- 0.869 K <
TENSION
BOTTOM -DOOR DATE: 12/10/19
WALL TO FLOOR ADJACENT TO DOOR
POINT E 3070 DOOR PAGE
ULTIMATE LOADS TOTAL ULTIMATE LOADS
(W/ ADD. CONN. FACTOR)
0.859 K 0.859 K
1.318 .4_j 1.318
We - 2.451 K
L4x4xt
g= 2.25 in.
ei=
1.458
in.
Nu-
1.318
K
L= 4 in.
FLOOR
ei = 5 (L-g)
Pu = Nu
r1+ g
1
Pu= 3.363
K <
mPc =
7.521
K
e
l aiJ
COMBINED SHEAR AND
TENSION
2+
VC
21
l <= 1.0
0.75
Pr-
0 0 8
K
1.333 ( 0.112 + 0.069)
= 0.241
< 1.0
(OK)
FLOOR CONNECTION
Vu= 1.318 K
< Q,Vc -
9.777
K
Vp
13.035
K
Pu- 2.184 K
< (bPc -
10.028
K
Pc=
13.370
K Nu= 0.859 K
SHEAR AND TENSION:
1.333
(0.027 + 0.010) =
0.049
< 1.0
(OK)
ANGLE THICKNESS
L4x4xt
Nu,max=
1.318
K
bn=
3.750
In.
t= 4(Nu,max)(g)
0.9(Fy)(bn)
bolt =
0.75
In.
Fy=
36
KSI
angle length =
4.75
In.
t -
0.313
In. < 0.50 In. (OK)
;i
�; 11l1 fit. 83� ;w
- - N8
.y
m
JOB: 0
WIND ON COMPONENT,
CONNECTION ANALYSIS
(ROLLUP DOOR)
CONN. FACTOR = 1.0
BOTTOM -DOOR DATE: 12/10/19
WALL TO FLOOR ADJACENT TO DOOR
POINTE4 3680 DOOR PAGE
ULTIMATE LOADS TOTAL ULTIMATE LOADS
(W/ADD. CONN.FACTOR)
1.190 K 1.190 K
1.242 JL_ 1.242
WALL CONNECTION
SHEAR
Vu= 1.190 K < 4VVc= 2.451 K
L4x4xt
TENSION
g= 2.25 in.
ei=
1.458
In. Nu=
1.242 K
L= 4 In.
FLOOR
ei = 5 (L-g)
Pu = Nu(1+ g
Pu= 3.159
K <
OPC -
7.621
K
8
el
COMBINED SHEAR AND TENSION
2+
I 121
<= 1.0
0' 0.75
Pc,
4111
Vc
P�
10.028
K
1.333 0.099 + 0.133)
= 0.3D9
< 1.0
(OK)
FLOOR CONNECTION
Vu= 1.242 K
< We =
9.777
K
Vp
13.035
K
Pu- 3.026 K
< mPC =
10.028
K
Pc=
13.370
K Nu= 1.190 K
SHEAR AND TENSION:
1.333
(0.051 + 0.009) =
0.0W
< 1.0
(OK)
ANGLE THICKNESS
L4x4xt
Nu,max=
1.242
K
bn =
2.500
In.
l= 4(Nu,max)(g)
0.9(Fy)(bn)
bolt =
0.75
In.
Fy=
36
KSI
angle length =
3.5
in.
t -
0.372
in. < 0.50 In. (OK)
r
CEIV:EEB 2 5 2021
BY•
171
JOB: 0
WIND ON COMPONENT
CONNECTION ANALYSIS
CONN. FACTOR = 1.0
WALL CONNECTION
SHEAR
Vu- 0.749 K <
TENSION
50
BOTTOM -WINDOW DATE: 12/10/19
WALL TO FLOOR ADJACENT TO DOOR
POINT E-2 10'-0"x8'4" DOOR PAGE
ULTIMATE LOADS
0.749 K
2.714 2.714
mVc = 2.451 K
L4x4xt
g= 2.25 in. ei= 1.458 in. Nu=
L=f 4in.
Pu = Nu 11+ g I Pu= 6.901 K < OPC - 7.521 K
l ei )
COMBINED SHEAR
AND TENSION _
J[ I;]2+ l <= 1.0 Pc= 0 028 K
1.333 (0.474+F 0.0533) = 0.702 < 1.0 (OK)
TOTAL ULTIMATE LOADS
(W/ ADD. CONN. FACTOR)
0.749 K
Z.714 K
FLOOR
el = 5 (L-g)
6 a
m= 0.75
FLOOR CONNECTION
Vu= 2.714 K
< OVc = 9.777 K
Vc=
13.035
K
Pu= 1.905 K
< OPc =, 10.028 K
Pc=
13.370
K Nu= 0.749 K
SHEAR AND TENSION:
1.333 0.020 0.043) =
0.085
< 1.0
(OK)
ANGLE THICKNESS
L4x4xt
Nu,max= 2.714 K
bn =
2.500
in.
t =V4(Nu,max)(g)
0.9(Fy)(bn)
bolto = 0.75 in.
Fy=
36
KSI
angle length = 3.5 in.
In
0.649
In. > 0.50 In. (NG)•
'ADD ONE INSERT TO EACH SIDE OF DOOR.
LPMI 20x50x10.5_SPMWFRS 160 MPH
LONESTAR PRESTR_ESS, Tifton Sullivan
Aug CT 2019, 11:50 AM
IES Vis lAnalysis 12.00.0020
(n
•
►.J
Project: LPMI 20x50x10.5_SP_MWFRS 160 MPH
Tilton Sullivan, LONESTAR PRESTRESS August 07, 2019
K:VnIton16316%iW F-. ROt-'�... �.')
Statics Check'
Result Case Name"
L. FX
L. FY
L. FZ
L. MX
L. MY
R. FX
R. FY
R. FZ
R. MX
R. MY
R. MZ
I i} j
K
K
K
K-ft
K-ft
K
K
K
K-ft
K-ft
K-ft
0.9D+1.OWPLW+1.OWii
28.80
-82.34
-0.00
2145.76
719.99
-28.80
82.34
0.00
-2145.74
-720.00
1005.17
0.9D+1.0WPSW+I.0WU
0.00
-82.33
9.81
2198.09
-98.13
0.00
82.34
-9.81
-2198.08
98.13
851.57
1.2D+0.5WPLW+0.5Wu
14.40
-151.67
-0.00
3908.11
360.00
-14.40
151.67
0.00
-3908.10
-360.00
1631.06
1.2D+0.5WPSW+0.5Wu
0.00
-151.66
4.91
3934.28
-49.07
-0.00
151.67
-4.91
-3934.27
49.07
1554.26
1.2D+0.75 LW+WP.SW 1.0Wu
21.60
-126.53
7.36
3319.10
466.40
-21.60
126.53
-7.36
-3319.09
-466.40
1418.16
Deadloads
0.00
-147.33
0.00
3780.31
0.00
-0.00
147.33
0.00
-3780.31
-0.00
1504.64
WPLW
28.80
-0.00
0.00
0.01
720.00
-28.80
-0.00
-0.00
0.00
-720.00
153.60
WPSW
0.00
0.00
9.81
52.34
-98.13
0.00
-0.00
-9.81
-52.34
98.13
--0.00
Wu
-0.00
50.26
0.00
-1256.53
-0.00
0.00
-50.26
-0.00
1256.53
0.00
502.61
OPENINGS
Ao, = 72.00 fte (3070 Doors &Windows) A02 = 12.21 fte (Louver & Pipe Penetrations)
Ao4 = 28.00 fie (3680 Door) ATOTAL = 197.00 ftz
Ao3 = 84.33.00 fte (OH Door & Louver)
LOADS
DL = -[(20.667"50.667"(5.632"/12"f)'0.15 kcf] + [((2'20'10.667') +(2'50"10.667'))'(4.5"/12"P)'0.15 kcf)] - [197'(4.5"/12"f)'0.15 kcf] +
+ (197'(2"/12"f)'O.6225 kcf]
-73.72 kips - 84 kips + 11.08 kips - 0.74 kips
_-147.37 kips
WIND UP = [20.66T'50.66T'(48 psf /1000 #/k)]
= 50.26 kips
WPLW = [50"10.667"(21 psf + 33 psfy1000 #/k]
= 28.80 kips
WPSW = [W 10.667"(33 psf + 13 psf)u1000 #/k]
= 9.81 kips
•
•
LPM120x50x10.5 SP MWFRS 160 MPH
LONESTAR PRESTRESS, Tifton Sullivan
Dec 09, 2019: 11 45 AM
Load CaseWPLW
IES VisualAnatysis 12.00.0020
psf •
psf
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LONESTAR PRESTRESS, Tifton Sullivan
Dec 09, 2019; 11:45 AM
Load Case: WPSW
IES VivALA Nsis 12.00.0020
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LONESTAR PRESTRESS, Tifton Sullivan
Dec 09. 2019, 11:46 AM
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IES VisualAna"is 12.00.0020
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Doe 09, 2019 1148 AM
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LONESTAR PRESTRESS, T@ae SLam
Dec 09. 2019. 11:49 AM
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LONESTAR PRCSTIFESS, T@on Sulban
Doe 09, 2019; 11:49'AM,
Rest Case: 1.2D-iO.T5(WPLW+WPSW)+1.OWup
IES VbuaPxafysb 12.00.0020
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Doe 09, 2019: 11:49 AM
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Dec 09, 2019; 11:50 AM "%
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SEISMIC ANALYSIS DATE
BUILDINO TYPE: LPM120x50x10.5 SP PAGE
- ANALYSIS PERFORMED USING EQUIVALENT LATERAL FORCE PROCEDURE AS SET FORTH
IN SECTION 12.8 OF ASCE 7-10 (P.71)
- SEISMIC SITE CLASS'D' (STIFF SOIL) (TABLE 20.3.1) (P. 152)
- COMPONENT WEIGHTS, RESISTING MOMENTS AND RESISTING FORCES CAN BE FOUND
UNDER THE ANALYSIS FOR THE MAIN WIND FORCE RESISTING SYSTEM.
BASESHEAR
BUILDING RISK CATEGORY: III (Table 1.5-1) (p.2)
IMPORTANCE FACTOR 1 = 1.25 (Table 1.5-2) (p.4) Ss = 0.072 g (Figure,22-1)
Sos = (2/3)Sms Sirs= F. S. (P.55)
Sol = (2/3)Sui SMi= F Sr (p.55)
F.= 1.6 (Table 11.4-1) (p.55)
(SEISMIC SITE CLASS'D')
SEISMIC DESIGN CATEGORY
V = CsW (P.71) Cs' Sos. I / R"
Cs= 0.032
Sj = 0.039 g (Figure 22-2)
Srrs = 0.115 g Swr = 0.094 g
61
1219/19
Sos = 0.077 g F,.= 2.4 (Table 11.4-2) (p.55)
Sol = 0.062 g (SEISMIC SITE CLASS'D')
A (P.56) (Based on both Short Period & 1 Second Period)
(Tables 11.6-1 & 11.6-2)
R = 3 (p.80) (Ordinary precast shearwalls)
(Table 12.14-1)"
W = THE WEIGHT TRIBUTARY TO THE LATERAL FORCE RESISTING SHEAR WALLS
= ROOF DL PLUS UPPER HALF OF WALL DL
73720 lbs. + 36472 lbs. = 110192 lbs.
V = 3600 lbs.
CHECK OVERTURNING
MOT= BASE SHEAR x VERT. ARM = 3600 16S. x 12 ft.
MOT= 43201.8 lb.-ft.
Mplesrse 2068013 Ib: ft.
0.6Mms,,,r = 40.83 > 1.0 O.K., WIND CONTROLS OVERTURNING
0.7MoT.TOTw
CHECK SLIDING
Fams= CsW
Fsume= 6693 lbs.
FREspT= 83666 lbs.
ECEIVE
W= TOTAL BUILDING WT. = 209164 lbs. FEB 2 5 2021
(TOTAL BLDG. WT. x COEFF. OF FRICTION) (COEFF. OF FRICTION = 0.4�Y
0.6FResm _ 10.71 > 1.0 O.K., WIND CONTROLS SLIDING
0.7Fsuee
•
SEISMIC ANALYSIS (CONT D1
CHECK ROOF TO WALL CONNECTION
- A 5% ECCENTRICITY MUST BE APPLIED TO THE SEISMIC FORCE
DUE TO ACCIDENTAL TORSIONAL MOMENTS. (p.73)
L
I t
Ri.n
ROOF PLAN
SHEAR AT TOP CONNECTION
Rep, = 0.55V = 1784
NUMBER CONN'S =
AT TOP OF WALL
SHEAR PER CONN. _
Vu-1.OxSHEAR PER CONN.
Ibs:
.8
238 Ibs.
0.238 kips
+Vc- 2.451 kips
TENSION ON CONNECTION
Pu = MAX OF: 0.1 W, (p.76)
OR 0.4Scsk.I.Wp (p.76)
—CONN. SPA = 3.090 ft.
L_i i `" 0.1 X 0.927 k =
l 0.4 x 0.077 x 1.0 x 1.25
_:YH
62
DATE: 12/9/19
PAGE
0
ELEVATION
V = CsW (p. 71)
W= ROOF PLUS UPPER HALF OF
FRONT AND BACK WALLS.
W= 27632 + 73720
= 101352 Ibs.
V = 3243 Ibs.
O.K.
k. = 1.0 (FOR RIGID DIAPHRAGM)
WALL HT. = 10.667 ft.
WALL THICK = 4.6 in.
0.093 kips
x 0.927 kips = 0.036 kips
Pu = 0.093 kips < . 1 Pc = 5.640 kips O.K.
THEREFORE, WIND CONTROLS CONNECTION DESIGN.
h
SEISMIC ANALYSIS ICONTDI DATE: 1219119
PAGE
CHECK MOMENT AND SHEAR IN WALL PANELS
Seismic Pressure = wall thick. x concrete density x C.
0.376 ft. x 150 pd x 0.032 = 1.80 psf
Design Wind Pressure for Well Panels = 60.00 psf
THEREFORE, WIND CONTROLS DESIGN OF WALL PANELS.
063
ECEIVE
FEB 2 5 2021
BY•
BACKFLO W PREVENTION ASSEMBLY TEST AND MAINTENANCE REPORT
The
tested an8 maintained as
—I I ----- -- """.""'--"' Reduced Pressure Principle-Detector(RPBA-D) TypelI�❑ J
Double Check Valve (DCVA) Jq I Double Check -Detector (DCVA-D) Tvoe 11
Manufacturer- Main: ' Bytioull
I Size:
I Main:'i B i
Model Number. Main: A (AT Bypassjj
I BPA Location:
I �'
Serial Number: I Main: Zee, 7 3 a, Bypassil
I BPA Serves:
WA
Reason for test:
New
Existing
IQ I Replacement Old McdeVSerial #• i
Is the 'assembly installed in accordance with manufacturer recommendations and/or local codes?
I 15flYes
Is the assembly installed on a non -potable water supply (auxiliary)?
110
es
I IN;'No
TEST RESULT Type B
Reduced Pressure Principle Assembly (RPBA) Assembly j PVB & SVB
PASS DCVA
t Relief Valve Bypass Check, Air Inlet Check Valve
FAIL1 ❑ 1" Check 2ed Check***
Initial Test Held at J sid Held at � id etted atU Held at l sid Opened at psid
Held at .z• `Date
f/u Closed Tight ❑(I Claud Tight ❑ Tight r❑ Did not open • I�paid
�❑
DtdClosed
(I'10;
Tiinoy1�y1Leaked ❑ I Leaked 1 i; (caked ❑Did It fujiy npleat�i
caked
(Yes I I/No14
Repairs and Main;
Materials
lBypass:��
Used"
Test After Openedatj_j
Heldal L—,ppsidEl
Repair ed Tight l Closed Tight Id, psid
Closed
Le0IdatL_JpsidjHeldat"'psid
Date: 1
Tight jd
Time: 1 f
••• 2m check: numeric reading for DCVA o 1
Differential pressure gauge used:
I Potable:
Non -Potable:
I❑
Make/Mode1:
SN:
Date tested for accuracy:
11 0114a l
.Remarks:
I
I
Company Name:
-. al►1 e"
$o/vNaS LL
Licensed Tester Name
•n
�iiiq. •fly
Company Address:
ID
gpois
Licensed Tester Name (Signa
{�
t�
Company Phone #
Zig t qq4 1 BPAT License #
License Ex iratioa Datc:
--'-- '
OD / b
3 O z02
&--u .uuwu ". i micu to pe true nt the time or testing.
o TEST RECORDS MUST BE KEPT FOR AT LEAST THREE YEARS t30 TAC §290.46(13)1
•� USE -ONLY MANUFACTURER'S REPLACEMENT PARTS
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