1310 NE 101 St (14)Date 3/3/92 Job Address 1310 N.E. 101 St. Tax Folio /I 3206 23 ° - WOO - O
Legal Description LOT 1 BLOCK 1 Miami Shores Ba Park Estates PB 55, Page 83
Owner / Lessee / Tenant Mr.& Mrs. Ricardo Roman
Owner's Address 302 N.E. 100 Street
Contracting Co. TPr•h Bui 1r9Prs. Tnr.
Qualifier Luis B. Pasos SS# Phone 271 -0008
State 4kCGCO23808 Municipal 1? Competency # Ins.Co.
Architect /Engineer Mr. Eduardo Chamorro Address784 Woodcrest, K. Biscayne, Fl .
Bonding Company N/A
Mortgagor
WORK DESCRIPTION
Square Pt. i I gQ 4PPf & ;qg iN-
Signature of owner.and/or Condo Pres :ent
Date:
APPROVED:
PERMIT APPLICATION FOR MUNICIPALITIES OF DADE COUNTY
(OWNER TO RETAIN COPY)
b212.0n2,
Notary as to Owner and /or Condo i
My Commission Expires:
NOTARY PUBLIC, STATE OF FLORIDA
COMMISSION NO. AA 646692
** * * * * COMM cSl0N *XPIRES iARCH 27
* *
FEES: PERMIT ) 0 RADON C.C. 1 I 'b �
@v C.C. 9 Y
im,
Zoning Building
Mechanical Plumbing
Master Permit
Phone 757 -5446
•
Address 11457 S.W. 74 Terr. ,Miami,F1.
Address
Address
Permit Type(circle one): BUILDING ELECTRICAL PLUMBING MECHANICAL ROOFING PAVING FENCE SIGN
MP Tibij of `G 02 I? Una J op foie
) 2 Alex✓ AAMA4
Estimated Cos (Value) Pe A/00 7 o(1d
6iOGb'
lbaxb
WARNING TO OWNER: YOU MUST RECORD A NOTICE OF COMMENCEMENT AND YOUR FAILURE TO DO
SO 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).
Application is hereby made to obtain a permit to do work and installation as indicated above, and
on the attached addendum (if applicable). I certify that all work will be performed to meet the
standards of all laws regulating construction in this jurisdiction. I understand that separate
permits are required for ELECTRICAL, PLUMBING, SIGNS, POOLS, ROOFING and MECHANICAL WORK.
OWNER'S AFFIDAVIT: I certify that all the foregoing informati• is a ur t- and that all work will
be done in compliance with all applicable laws regulating con uct : nd oning. Furthermore, I
authorize the above -named contractor to do the work stated. 40'
Notary as to Contractor or Builder
My
Fire
Commission Expir��fA PUBLIC SATE QF FLORIDA
MY COMMISSION EXP JUNE 25 995
BONDED THRU GENERA!. INS. ' o,
* * * * **
•31,0
TOTAL DUE ),7. 1 ` /B
Other
Electrical
Engineering
5. Surety:
a Name and Address N/A
3. Lender: (name and address)
residence.
ST/1 • LORII)A
COON i Y OF BADE
I HEREBY CERTIFY that this is a t copy of the
origi filed in this office on 7 day . of
, A O 19 (� 7J
WITNESS my hand and Official Seal.
Clerk Circ it Court
By /'
: 'b. Amount of bond$
0.6
PERMIT it 32 '..3""2. Tax Folio No.
2) «/4
"45 - 7 � 7v •r -&''E � NOTICE OF COMMENCEMENT
kffcrai i Ft- 3 4 7 3
State of Florida
2ounty of Dade
2 R - t 9 2 MAR :c;
n.i�t...�`?'� :fa- ,.4'.: MAR 09 lf�. _��
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.
1. Description of property: (legal description of the property, and street address if
available) Lot 1, Block 1,Miami Shores Bay Park Estates Subdivision,
Plat Book 55, Page 83 Dade County, Florida. 1310 N.E. 101 Street,Miami Shores.
�. General description of improvement: Addition and Remodeling of single family
3. Owner information:
a . Name and. Address: Mr _ Mrs_ Ri rarr1c Rnman, M E 100 Street ,Miami Shore
b. Interest in property: 100%
c. Name and address of fee simple titleholder(if other than owner):
4. Contractor: (name and address) Tech Builc1Prs,Tnr. 11457 S.W. 74 TPrr_ Miami,F1.
33173
Persons with the State of Florida designated by Owner upon whom notices or
other documents may be served as provided by Section 713.13(1)(a)7., Florida
Statutes: (name and address)
3. In addition to himself, Owner designates of
to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(b),
Florida Statutes.
'. Expiration date of notice of commencement (the expiration date is 1 year from
the date of recording unless a different date is specified) _
` Q Pot-70‘,4-,,
Signature of Owner
:wo to and subscribed before me this / day of /r2V 2 C(1
DANIEL BINt
NOTARY PUBLIC, STATE OF FLORIDA
an- � COMMISSION NO. Ark 646692
rotary Public My Commission Expc9 ' `'iONE MARCH 27,1923
•
COMMUNITY
/25098
PANEL NO.
0093
SUFFIX
F -
DATE OF FIRM
///4/87
FIRM ZONE
"AC"
BASE FLOOD ELEV.
(In AO Zone. use depth)
9.00
COMMUNITY ESTIMATED BASE FLOOD
ELEVATION ESTABLISHED FOR'ZONE A
OR ZONE V. IF AVAILABLE
This form Is to be used for: 1) Post -FIRM constructlon only when the base flood Informston Is available tor the building site; and 2) Pre -FIRM buildings rated using Post -FIRM rules.
Instructions for completing this form can be found on the reverse side.
STREET ADDRESS
RICARDO 7. ROI?]AN ISABCLLC A. ROW'
BUILDING - OWNER'S NAME
/3/0 N.C. /0/ St/teet
Apt.- A/Unit -U Suite-S /Bldg. -B
OTHER DESCRIPTION (Block and tot numbers.. etc.)
CITY
TITLE
ADDRESS
810NA
f IAf)I S//ORES
ORLANDO GRANOAL
CERTIFIER'S NAME
LAND SURVEYOR
ELEVATION CERTIFICATE
FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM
5 •BIRO ROAD .
NO.
This form is to be completed by a land surveyor, engineer, or architect who is authorized by stale law to certify elevation information when the elevation
information for zones A1-A30, AE, AH, A(with BFE), V1 -V30, VE, and V(with BFE) is required. In the case of zone AO. the building official, the property
owner, or the owner's representative should complete the information in Section I and may also complete the certification. Community officials who are
authorized by local law or ordinance to provide floodplain management information may also complete this form.
ROUTE
SECTION 1 BUILDING ELEVATION INFORMATION
1. Using the Flood Insurance Manual or the NFIP Flood Insurance Application —Part 2 Worksheet, indicate the proper diagram number 'I
2. FIRM Zones A1-A30, AE, AH, and A (with BFE). The top of the reference level floor from the selected diagram is at an
elevation of S'. 4, feet NGVD. (or other datum -see #5)
3. FIRM Zones V1 -V30, VE, and V (with BFE). The bottom of the lowest horizontal structural member of the reference level floor from
the selected diagram is at an elevation of feet NGVD (or other datum -see #5).
4. FIRM Zone AO. The floor used as the reference level from the selected diagram is LLl feet above highest natural grade next to
the building (also enter in line 8). This value must be equal to or greater than the AO Zone flood depth number listed below. If no
flood depth number is available, is the building's lowest floor (or reference level) elevated in accordance with the community's
floodplain management ordinances?
❑ Yes ❑ No ❑ Unknown
5. Indicate the elevation datum system used in determining the above reference level elevations: EINGVD ['Other (describe on back)
6. Indicate the elevation datum system used on the FIRM for base flood elevations: ENGVD ❑ Other (describe on back)
(ATTENTION: 11 the elevation datum used in measuring the elevations is different than that used on the FIRM, then the elevations provided
must be converted to the datum system used on the FIRM.)
7. Is the reference level based on actual construction? . ® Yes ❑ No'
• A "No" answer Is only valid if the building does not have the reference level floor in place. Fill in the elevation based on construc-
tion drawings and do not complete question 88. If "No" is checked, this certification will be valid only for buildings in the course of
construction. After construction of the reference level floor is completed, a post - construction elevation certificate will be required for
continued flood insurance coverage.
8. Provide the following measurements using the natural grade next to the building (round to the nearest foot).
a. The reference level is: b. The garage floor (if applicable) is:
11,1 feet ® above ❑ below (check one) the highest grade. 1 1 J feet ❑ above ❑ below (check one) the highest grade.
LLJ feet ❑ above ❑ below (check one) the lowest grade. 1 1 I feet ❑ above ❑ below (check one) the lowest grade:
SECTION II FLOOD INSURANCE RATE MAP INFORMATION
- Provide the following from the proper FIRM (see Instructions on back -Date of FIRM) and accompanying insurance application:
Elevation reference mark used appears on FIRM ❑ Yes ❑ No (See reverse side for details)
SECTION III CERTIFICATION
POLICY NUMBER
This certification is to be signedby a land surveyor, engineer, or architect who is authorized by state law to certify elevation information when the
elevation information for zones A1,A30, AE, AH, A(wrth BFE) V1 -V30, VE, and V(with BFE) is required. In the case of zone AO, the building official. the
property owner. or the owner's representative can sign the certification. Community officials who are authorized by local law or ordinance to provide
lloodplaln management infonnatlon, may also sign the certification. I certify that the Information on this certificate represents m best efforts to interpret
the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Secflon 1001.
P.L.S.# 4297
LICENSE NUMBER (or Affix Seal)
GRANDAL GROUP, INC.
BOX NUMBER
FLORIDA B/38
STATE ZIP CODE
COMPANY NAME
:MIAMI F LOI9IOA . . 33 . 155
CITY STATE ZIP ..
7/ ( 305) 662- 9488
DATE. . '. Pt$Q118.
The I tsweaoe'sgnit should attach IM engine' dopy et the :. to tho flood ire renoe policy eppateatIon:lbeieestondeeppelsouldlie, ID w
polleyhWda end the thirst copy retained by spent. The tourth�ooptr moths local community puma Waco. pM�ed.
TIME FORM MAY BE f•R
FOR OPTIONAL COMMUNITY USE: le the reference level also the lowest floor under the community's floodplain management ordinances?
tiJ YES CI NO If NO the elevation of the lowest floor is feet NGVD.
OMU 3087 -00r
EXPIRES: JUNE 30 18
FROM: saac Sznol P.E., P.L.S.
Chief, Wa - Control Section
M E M O R A N D U M
TO: Carlos Espinosa, P.E. DATE: March 26, 1992
Assistant Director
SUBJECT: Application No. 93 -03C
for a Variance to the
Requirements of Chapter
11C -5(A) of the Metro
Dade County Code
The subject application by Ricardo Roman involves the
construction of an addition and renovation located at 1310 N.E.
101st Street, in Section 5, Township 53 South, Range 42 East,
Dade County, Florida.
This property is located in a Flood Zone AE with a required Base
Flood Elevation of +9.0 ft. The County Flood Criteria is +5.0
ft. and the Land Elevation +8.0 ft. The applicant is requesting
to allow the existing finished floor to remain at elevation +8.42
ft. instead of the required +9.0 ft. All elevations are based on
N.G.V.D.
According to the applicant's letter of intent, the addition
consists on a partial second story within the same footprint of
the existing structure and some minor renovation on the lower
floor. To elevate the structure to comply with the flood
elevation would improve somehow the flood protection of the
residence, but would consist of a substantial loss of the
existing structure. Raising the 6 inches of the structure would
create an exceptional hardship on the existing residence with a
relatively minor gain in flood protection.
Our review of this application indicates that this property is
located in a flood zone that is not subject to wind and wave
action. The difference in elevation from the requirement is only
6 1/2 inches. To force the applicant to comply with the required
base flood elevation will constitute an unnecessary hardship.
Therefore, for all the above, we hereby recommend the granting of
this variance to allow the lowest floor addition to remain as
existing elevation +8.42 ft. instead of the required +9.0 ft.
N.G.V.D. subject to the following conditions:
1. All electrical equipment that is permanently attached
to the structure, switches, outlets, receptacles,
heating tanks, generators and air conditioning units
must be at or above the required flood level.
2. By accepting this variance, the applicant will hold
Dade County harmless of any liabilities and damages in
case of flooding caused by severe storm or hurricane.
The applicant will be admonished that the granting of a variance
will not relieve the owner from the added cost of flood insurance
premium for building below the regulatory flood level.
We request permission to advertise a public notice of granting a
variance.
JB:tc
93 -03C
004147
- METROPOLITAN DADE COUNTY, FLORIDA
Ricardo Roman
302 N.E. 100th Street
Miami Shores, FL 33138
Re: Variance Number 92 -03C
Dear Mr. Roman:
April 13, 1992
Ora
■
METRO -DADE CENTER
ENVIRONMENTAL RESOURCES MANAGEMENT
SUITE 1310
111 N.W. 1st STREET
MIAMI, FLORIDA 33128 -1971
(305) 375-3376
Your application for a variance to the requirements of Chapter
11C of the Metropolitan Dade County Code, for the construction
of an addition and renovation of your property located at 1310
N.E. 101st Street, in Section 5, Township 53 South, Range 42
East, Dade County, Florida, has been reviewed by our staff.
This property is located in a Flood Zone AE with a required Base
Flood Elevation of +9.0 ft. The County Flood Criteria is +5.0
ft. and the Land Elevation +8.0 ft. You are requesting to allow
the existing finished floor to remain at elevation +8.42 ft.
instead of the required +9.0 ft. All elevations are based on
N.G.V.D.
According to your letter of intent, the addition consists of a
partial second story within the same footprint of the existing
structure and some minor renovation on the lower floor. To
elevate the structure to comply with the flood elevation would
improve somehow the flood protection of the residence, but would
consist of a substantial loss of the existing structure.
Raising the 6 inches of the structure would create an
exceptional hardship on the existing residence with a relatively
minor gain in flood protection.
Our review of this application indicates that this property is
located in a flood zone that is not subject to wind and wave
action. The difference in elevation from the requirement is
only 6 1/2 inches. To force the applicant to comply with the
required base flood elevation will constitute an unnecessary
hardship.
Therefore, for all the above, I hereby grant this variance to
allow the lowest floor addition to remain as existing elevation
+8.42 ft. instead of the required +9.0 ft. N.G.V.D. subject to
the following conditions:
1. All new electrical equipment that is permanently
attached to the structure, switches, outlets,
receptacles, heating tanks, generators and air
conditioning units must be at or above the required
flood level.
2. By accepting this variance, you will hold Dade County
harmless of any liabilities and damages in case of
flooding caused by severe storm or hurricane.
You are hereby admonished that the granting of a variance will
not relieve the owner from the added cost of flood insurance
premium for building below the regulatory flood level.
If you have any additional questions, please contact Mr. Isaac
Sznol of this office at 375 -3315.
erely,
Direct r
frow, P.E.
JB:tc
cc: Alberto Urrechaga, Dade County B & Z Dept.
92 -03C
004201
Miami Shores Village
10050 N.E. 2 Avenue
Miami Shores, Florida
Attn: Mr. Frank Lubien
Building & Zoning
Ref: 1310 N.E. 101 Street Construction
Dear Mr. Lubian:
Attached please find copy of the variance 92 -03C that
was granted by Dade County on April 13, 1992 concerning the
above described property.
As per your request, we the owners of said property are
hereby accepting such variance and we will hold Miami Shores
Village and you personally, Mr Frank Lubian, harmless of any
liabilities and damages in case of flooding caused by severe
storm or hurricane, or caused by high wind and wave action.
We trust that this complies with your request and we
will continue with the remodeling of our residence as
planned.
RICARDO ROMAN and
ISABELLE ROMAN
May 1, 1992
METROPOLITAN DADE COUNTY, FLORIDA
•
METRODADE
Ricardo Roman
302 N.E. 100th Street
Miami Shores, FL 33138
Re: Variance Number 92 -03C
Dear Mr. Roman:
April 13, 1992
4 '
ps
METRO -DADE CENTER
ENVIRONMENTAL RESOURCES MANAGEMENT
SUITE 1310
111 N.W. 1st STREET
MIAMI, FLORIDA 33128-1971
(305) 375-3378
Your application for a variance to the requirements of Chapter
11C of the Metropolitan Dade County Code, for the construction
of an addition and renovation of your property located at 1310
N.E. 101st Street, in Section 5, Township 53 South, Range 42
East, Dade County, Florida, has been reviewed by our staff.
This property is located in a Flood Zone AE with a required Base
Flood Elevation of +9.0 ft. The County Flood Criteria is +5.0
ft. and the Land Elevation +8.0 ft. You are requesting to allow
the existing finished floor to remain at elevation' +8.42 ft.
instead of the required +9.0 ft. All elevations are based on
N.G.V.D.
According to your letter of intent, the addition consists of a
partial second story within the same footprint of the existing
structure and some minor renovation on the lower floor. To
elevate the structure to comply with the flood elevation would
improve somehow the flood protection of the residence, but would
consist of a substantial loss of the existing structure.
Raising the 6 inches of the structure would create an
exceptional hardship on the existing residence with a relatively
minor gain in flood protection.
Our review of this application indicates that this property is
located in a flood zone that is not subject to wind and wave
action. The difference in elevation from the requirement is
only 6 1/2 inches. To force the applicant to comply with the
required base flood elevation will constitute an unnecessary
hardship.
Therefore, for all the above, I hereby grant this variance to
allow the lowest floor addition to remain as existing elevation
+8.42 ft. instead of the required +9.0 ft. N.G.V.D. subject to
the following conditions:
1. All new electrical equipment that is permanently
attached to the structure, switches, outlets,
receptacles, heating tanks, generators and air
conditioning units must be at or above the required
flood level.
2. By accepting this variance, you will hold Dade County
harmless of any liabilities and damages in case of
flooding caused by severe storm or hurricane.
You are hereby admonished that the granting of a variance will
not relieve the owner from the added cost of flood insurance
premium for building below the regulatory flood level.
If you have any additional questions, please contact Mr. Isaac
Sznol of this office at 375 -3315.
Direct •r
erely,
Re frow, P.E.
JB:tc
cc: Alberto Urrechaga, Dade County B & Z Dept.
92 -03C
004201
Aft
A 11 3205 022 0020
WILLIAM J HAMPTON 8W BARBARA
1290 NE 102 STREET
MIAMI SHORES FL
11 3205 022 0030
FRED ASTOR 8W JANE
1280 NE 102 ST
Alb MIAMI SHORES FLA
33138 -2608
33138 -2618
33138 -2618
.11 3205 023 0010
JOB: J168110
PROGRAM: PTX305 -01
33138
NAME b ADDRESS
RICARDO J ROMAN 8W ISABELLE A
1310 NE 101 ST
MIAMI SHORES FL
11 3205 023 0020
DON G GERLOFF 8W MARGARET A
1350 NE 101 ST
MIAMI SHORES FLA
33138 -2611
e 11 3205 023 0030
P RAMSEY 8 D R GARELICK
1'400 NE 101 ST
MIAMI SHORES FL
33138 -2613
I .
b 15A7115
SHORES SEC 8 PB 41 -64 LAST SALE /
ALL LOT 1 8 LOT 2 LESS N133.3FT ADJ SQFT
OF W51.4FT 8 LESS N124.7FT OF E WALL CBS
48.6FT OF W1 /2 8 LESS N120.5FT OF
E1 /2 BLK 185
LOT SIZE IRREGULAR
CD
CD
5 53 42
AMD PL OF PORT OF REV PL OF MIAMI
SHORES SEC 8 PB 41 -64
N120.5FT OF E1 /2 LOT 2 BLK 185
LOT SIZE IRREGULAR
OR 13279 -1587 0587 1
CD
CD
5 53 42
AMD PL OF PORT OF REV PL OF MIAMI
SHORES SEC 8 PB 41 -64
W1 /2 LOT 2 LESS S4.2FT OF W51.4FT
b LESS S12.8FT OF E48.6FT BLK 185 STL /GD FENCE
LOT SIZE IRREGULAR POOL 6' AVG
OR 11115 -2351 0581 1
CD
PROPERTY DESCRIPTION
METRO DADE PROPERTY APPRAISER
REAL ESTATE AD- VALOREM ASSESSMENT ROLL
CD
M SHORES BAY PK ESTS PB 55 -83
LOT 1 BLK 1
LOT SIZE 92.890 X 154
OR 15117 -2849 0691 1
CD
CD
5 53 42
M SHORES BAY PK ESTS PB 55 -83
LOT 2 BLK 1
LOT SIZE 93.170 X 158
CD
CD
5 53 42
M SHORES BAY PK ESTS
LOT 3 8 W10FT LOT 4
LOT ST7F TrPFr,I, AP
PB 55 -83
BLK 1
IH
PROP ADDR 1310 NE
LU 0001 RESIDENTIAL
BDRMS 3 BATHS
LAST SALE 6/91
ADJ SQFT 3223
CENT A/C TRACT
3 LAST 1NSY 11/0b {;U451 YK 194Z
UNITS 1
4598 PRICE PER SQFT
CON/PATIO C/L FENCE 5 FT
80787 122616 203403 25000 178403 1100
PROP ADDR 1290 NE 102 ST
LU 0001 RESIDENTIAL - SIN ZN -1100 SGL FAMILY - 2301 -2500 SQFT
BDRMS 4 BATHS 4 LAST INSP 11/90 CONST YR 1960
LAST SALE 5/87 1265,000.00 UNITS 1
ADJ SQFT 4227 PRICE PER SQFT 862.00
POOL 6' BETTER SCR/ENC ALUM BRK /PATIO CENT A/C TRACT
WALL ORN/BLK CON/PATIO SCR /PATIO WOOD FENCE
81682 90513 172195 25000 147195 1100
PROP ADDR 1280 NE 102 ST
LU 0001 RESIDENTIAL - SIN ZN -1100 SGL FAMILY - 2301 -2500 SQFT
BDRMS 4 BATHS 3 LAST INSP 1/84 CONST YR 1961
LAST SALE 5/81 1213,500.00 UNITS 1
ADJ SQFT 2894 PRICE PER SQFT 873.00
CON/PATIO CENT A/C TRACT PUMP HOUSE
IH 217805 69316 287121 287121 1100
1991
PAGE: 41041
DATE: 08/02/91
LAND IMPRVMNT TOTAL EX WVD HMST NON -EX MILL
VALUE VALUE VALUE TY VAL VAL VALUE CD
220265 81546
PROP ADDR 1350 NE 101
LU 0001 RESIDENTIAL - SIN
BDRMS 3 BATHS 2
LAST SALE /
ADJ SQFT 2879
C/L FENCE 5 FT
POOL 6' AVG CON/PATIO
241661 74036
PROP ADDR 1400 NE 101
LU 0001 RESIDENTIAL - SIN
BDRMS 3 BATHS 2
LAST SALE /
rn � cn�r
101 ST
- SIN ZN -1600 SGL FAMILY - 3501 -4000 SQFT
2 LAST INSP 6/83 CONST YR 1953
8300,000.00 UNITS 1
PRICE PER SQFT 893.00
301811 25000 276811 1100
ST
ZN -1600 SGL FAMILY - 3501 -4000 SQFT
LAST INSP 11/88 CONST YR 1953
UNITS 1
PRICE PER SQFT
CENT A/C TRACT CON/PATIO
315697 500 25000 290197 1100
ST
ZN -1600 SGL FAMILY - 3501 -4000 SQFT
LAST INSP 1/85 CONST YR 1953
UNITS 1
1�
M E M O R A N D U
TO: Carlos Espinosa, P.E. DATE:
Assistant Director
FROM: saac Sznol P.E., P.L.S.
Chief, Wa Control Section
SUBJECT:
S �
(///
March 26, 1992
Application No. 93 -03C
for a Variance to the
Requirements of Chapter
11C -5(A) of the Metro
Dade County Code
The subject application by Ricardo Roman involves the
construction of an addition and renovation located at 1310 N.E.
101st Street, in Section 5, Township 53 South, Range 42 East,
Dade County, Florida.
This property is located in a Flood Zone AE with a required Base
Flood Elevation of +9.0 ft. The County Flood Criteria is +5.0
ft. and the Land Elevation +8.0 ft. The applicant is requesting
to allow the existing finished floor to remain at elevation +8.42
ft. instead of the required +9.0 ft. All elevations are based on
N.G.V.D.
According to the applicant's letter of intent, the addition
consists on a partial second story within the same footprint of
the existing structure and some minor renovation on the lower
floor. To elevate the structure to comply with the flood
elevation would improve somehow the flood protection of the
residence, but would consist of a substantial loss of the
existing structure. Raising the 6 inches of the structure would
create an exceptional hardship on the existing residence with a
relatively minor gain in flood protection.
Our review of this application indicates that this property is
located in a flood zone that is not subject to wind and wave
action. The difference in elevation from the requirement is only
6 1/2 inches. To force the applicant to comply with the required
base flood elevation will constitute an unnecessary hardship.
Therefore, for all the above, we hereby recommend the granting of
this variance to allow the lowest floor addition to remain as
existing elevation +8.42 ft. instead of the required +9.0 ft.
N.G.V.D. subject to the following conditions:
1. All electrical equipment that is permanently attached
to the structure, switches, outlets, receptacles,
heating tanks, generators and air conditioning units
must be at or above the required flood level.
2. By accepting this variance, the applicant will hold
Dade County harmless of any liabilities and damages in
case of flooding caused by severe storm or hurricane.
The applicant will be admonished that the granting of a variance
will not relieve the owner from the added cost of flood insurance
premium for building below the regulatory flood level.
We request permission to advertise a public notice of granting a
variance.
JB:tc
93 -03C
004147
Lie . 1010 �.
HJE bud Ti.t.;
‘ ) i )t' e c To 4b Coary )
Ica: 14 74 Uhlo
- 1 -- 3315
0
IP 1ooD cl Q C a r I.
�� 1-E- toil( 72 V&
4
LLn
13010. - S vc
Cad) z7 I - oco 6
0' IoI
Co gs
oWE
A N--erL 3--4 We Imo'
06 1 4 1 obi/J Tt VA17,14p
('A I( cAtl tai 7144
Metropolitan Dade County
Department of Enviromental Resources Management (DERM)
111 N.W. First Street, Suite 1310
Miami, F1 33128 -1971
Dear Gentlemen: 3/11/92
RE: VARIANCE PETITION
This letter is a petition, part of the application, that is being
presented to you in reference to the flood elevation of my
home located at 1310 N.E. 101 Street, MIAMI SHORES, Fl. 33138
NAME OF PETITIONER: Ricardo Roman
Address: 320 N.E. 100 St.
Miami Shores, F1. 33138
Phone #: (305) 757 -5446
Other to receive service
of papers: Eduardo Chamorro, arch.
Address: 784 Woodcrest Rd.
Key Biscayne, F1 33149
Phone #: 361 -7519
TYPE OF OWNER: INDIVIDUAL
TYPE OF ACTIVITY: RESIDENTIAL
STREET: 1310 N.E. 101 St.
Miami Shores, F1. 33138
PRELIMINARY REVIEW.
Mr. Eduardo Chamorro, my architect, met with Mr. J. Nick
Bustos, at Water Control, in order to describe the present
conditions of my home. The information verbally expressed by the
architect was as follows:
a. The Surveyor's Elevation Certification (see attached,
Grandal Group, Inc. 7/13/91) states that the finish floor
elevation is at 8.42'.
b. The Surveyor's Certificate also states the the house is.
built on flood zone "AE ", 9.00 flood elevation required.
Based on the verbal information sumunistrated by the architect
, and due to the nature and size of the proposed addition and
remodeling, and to the existing elevation of the structure, Mr.
Bustos expressed that we would need a variance , in spite of the
small difference (6 " +) to the required flood level elevation.
On this occassion no documentation was presented, it was
basically and informative meeting.
DESCRIPTION OF PETITION. The issuance of a variance that would
allow the addition and remodeling of my residence, at the same
existing elevation of 8.42'. (see attached survey). The required
elevation is 9' -0" NGVD.
A change of elevation would not significantly improve the
flood protection of the residence, but would consist of a
substancial loss of the existing structure. The 6" raising of the
structure would create an exceptional hardship on the existing
residence.
The granting of this variance will be in harmory with the
general appearance and character of the comunity, adjacents homes
are built at similar elevations.
The conservation of the present elevation is not detrimental
nor creates any visual impact on the adjacent residences.
The variance being requested is minimal, considering the flood
hazard, to afford relief.
Additionally, the footprint of the existing structure is not
being increased, actually it is being reduced. The addition
consists on a partial second story addition within the same
footprint of the existing _structure. Please refer to the enclosed
site plan.
The proposed addition and remodeling is making use of the
existing structural system, walls, foundations, etc., and
exterior conditions.
I am enclosing front and side photographs as part of required
information of this application. Also included are the section
map showing property and aerial photo.
As an integral part of my application I agree to hold Dade County
harmless to liabilities in case of flood damages.
I also enclose list of documents included on this application.
I look forward to the approval of my petition.
Sincerely,
Ricardo Roman, M.D.
LIST OF EXHIBITS AND DATA SUBMITTED WITH AND AS PART OF
APPLICATION
1. SURVEY and ELEVATION CERTIFICATE, BY GRANDL GROUP INC.
7/13/91
2. PETITION LETTER
3. PHOTOGRAPHS (2) OF EXISTING STRUCTURE
4. TWO (2) COPIES OF AN AERIAL PHOTO
5. ONE (1) COPY OF SECTION MAP
6. ONE COPY PLOT OR SITE PLAN
7. ONE COPY EXISTING CONDITIONS
8. ONE COPY PROPOSED GROUND FLOOR REMODELING
AND SECOND FLOOR ADDITION.
NEW CONSTRUCTION :i•.'
ADDITION rt , :�; F#
MULTIFAMILY ATTACHED'
SINGLE - FAMILY DETACHED"]
PORCM;`OVERHANG
yi LENGTH ' "- ' `
•
l z v:,..n 5
IE MUld1FAMILY NUM0ERj0
%UNITS CDVERED BY
•
.CHECK IF ,THIS SUBMITTAL ::—:
�,iEPRESENTS WORSTkCASE
CONDITION 0
.. n =._
:'ADJACENT- FRAME = .-
C ONDITIONED
FLOOR AREA
PREDOMINANT
EAVE OVERHANG
LENGTH'`'
BUILDER:
PERIdrTTl
PERMIT
NO::
•
F SINGLE " t?
'
`DOUBLE -
F1,
:444414,,,Z4.4"' yy am' V ,
NET-WALL; AREA AND INSULATION
EXTERIOR MASONRY Pfl = .;,..,EXTERIOR FRAME _ R: = ^ ;. 41; - EXTERIOR STEEL
SO: '
'FT;
1SS,AREA AND�TYI _ e
k* t y h • cn r y r .
; ILM S O!IAR' CREEN�1'
FORM 900=A -91
DUCTS
IN
UNCONDITIONED
SPACE: R -
IN CONDITIONED
• `SPACE `R
COOLING SYSTEM
CZ CENTRAL
❑ ROOM
PACKAGE TERMINAL
AIR 'CONDITIONER -•
0 NONE
S EER/E E R ` =y IDl
HEATING SYSTEM
ELECTRIC STRIP 0 HEAT
NATURAL GAS : PUMP
-ROOM UNIT-OR • OTHER'
• ❑
PACKAGE TERMINAL FUELS
HEAT PUMP .. -Q NONE
COPiHSPf
AFUE =
fl l
HVAC CREDITS
CEILING FANS
Q CROSS VENTILATION
Q ,WHOLE HOUSE FAN '
• . Q ATTIC RADIANT , : B A R R I E R R . .
MULTIZONE:
HOT WATER SYSTEM
NI
NATURAL GAS
OTHER FUELS
- N O N E. . . . . . .
EF =
HOT WATER CREDITS
SOLAR:
S
HEAT RECOVERY
, f isx�,•
II
HEAT PUMP
NUMBER OF, =.
.BEDROOMS`_
INFILTRATION
PRACTICE USED
01 � , 02 0 a
I hereby r::ertity that} / e`a:ar
Fiorida E,'e :gy Cc „re '
PREPARED BY:
FLORIDA -ENERQY, ;EFFJCIEN + + _C.ODE -
FOR: BUILDING CONSTRUCTION, •
SECTION 9 - RESIDENTIAL POINT SYSTEM METHOD
DEPARTMENT OF 'COMMUNITY AFFAIRS
TOTAL AS -BUILT POINTS
TOTAL BASE POINTS
• CALCULATED. ENERGY PERFORMANCE INDE 100 - POINTS: •`
lion cover:.. ttie calculation are in complia
9 -79
DATE:
I hereby certify That this biiild is ihcompliance ;t* the.Florida Energy Code.
OWNER AG NT:: ,.- - - DATE:
Review of plans and specifications'coveied by'this calculation indicates compliance with
the Florida Energy Code eefor construction-is completed, this building will be inspected
for compliance In aocordan section 55a.908, F.S. ' • i .
BUILDING OE IC .
DATE: �1 0'
.100
CLIMATE ZONES
SOUTH 7 0 9'
-CALCULATED E.P.I .
9A r PRESCRIPTIVE h1ASURES.(must be met or exceeded by, all residences.)
COMPONENTS.
WINDOWS
EXTERIOR &
ADJACENT DOORS
EXTERIOR JOINTS
& CRACKS
WATER HEATERS
SWIMMING POOLS
& SPAS
SHOWER HEADS
HVAC DUCT
CONSTRUCTION
INSULATION :T ,
& INSTALLATION
HVAC CONTROLS
INSULATION
SECTION .:..
904.1
904.1
904.1
904.2,'.
904.3
-
' 904.7
904.9„
'REQUIREMENTS
CHECK
.Maximum of 0.34 CFM per linear foot of operable sash crack (includes.sliding glass doors).
Maximum of 0.5 CFM per sq: ft. of door area: solid core, wood panel; insulated or glass doors only.'
To be caulked, gasketed, weatherstripped or otherwise sealed. .
. .�
< :..c
Comply with efficiency requirements in Table 9 -7A; Switch orclearlyTnarked clrcwt tireake�r(electric) >.
or cutoff (gas) must be provided. External or built -in heat trap required: s ,. ,
Spas & heated pools'must have Covers (except solar heated) :: Non =commercial pools must'have• a ' "" •
pump timer. Gas spa & pool heaters must have minimum thermal efficiency of 78 %-4 , . ;
Water flow must be restricted tofnd more than'3 gallons 'per minuteat P.SIG.
f All ducts ;fittings { mechanical equipment and plenum ch ambers shall be' mechanically,attacf) r �
sealed insulated geld installed In accordance with the crife�Ia of Salon 904:6: Ducts:in unconditioned � s
tspace and airhandters located in atUCS must be i nsulat ed fO a rpirlttgugrsA =42 (R after l/1L92) �„
"o ,:�•'.. + r t �.9 `" .f ^ •...a -ter • F^ �. t ,. s„ l a,v , . , ,u,.. .,- :?.,: ..Ma*o.:.m.r..t..,rrxti • o wu:•ac
Separate'readily accessible manual or automatic thermostat for Oach `system.
Ceilings -Min. R-19. Common Walls- Frame. R -11 or CBS R -3. - Common'Ceilirigs &FloorsR -11..
U I LDER :
�NER:
JMPONENT:
FLORIDA ENERGY EFFICIENCY CODE
FOR BUILDING CONSTRUCTION
Section 9 Compliance Program - Residential Point System Method
Version 1.0 January, 1992
Department Of Community Affairs
Printout generated by EPI92 and submitted in lieu of Form 900 -A -91
THIS COMPLIANCE FORM IS VALID IF SUBMITTED AFTER JANUARY 1, 1992
ROJECT NAME: Mr. & Mrs. R. Roman Residence
dD ADDRESS: 1310 NE 101th Street
Miami Shores, F1
DIMENSION: VALUE: RATING: VALUE: OFFICIAL CHECKLIST
kQT21IT TT r %
Mr. & Mrs. Ricardo Roman, MD
TRUCTURE TYPE:
Single- Family
REDOMINANT EVE OVERHANG Length: 2.00
ORCH OVERHANG Length: 16.00
INDOWS
Single Tint Total Area 1141.50
All Vertical Glass Total Area 1141.50
All Skylight Glass Total Area .00
AILS
Ext NormWtBlock Int Area: 3880.00 R -Val: 5.00
JORS
Ext Wood Area: 64.00
Ext Wood Area: 20.00
Ext Wood Area: 20.00
Ext Wood Area: 106.70
Ext Wood Area: 17.80
EILINGS
PITCHED Under Attic Area: 4020.00 R -Val: 30.00
LOORS
Raised Concrete Area: 3135.00 R -Val: 3.00
UCTS
Unconditioned Space Length: 50.00 R -Val: 6.00
Unconditioned Space Length: 55.00 R -Val: 6.00
DOLING
Central A/C SEER: 12.00
Multizone: Credit
Central A/C SEER: 12.00
Multizone: Credit
2ATING
Strip Heat STRIP: 1.00
Multizone: Credit
Strip Heat STRIP: 1.00
Multizone: Credit
DT WATER
Electric EF: .88
Heat Recovery with A/C
Bedrooms: 3.00
wFILTRATION
Conditioned Floor Area: 4855.00 Pract: 1
PERMITTING OFFICE:
SN: 3299
CLIMATE ZONE: 7 J 9
PERMIT NO.:
JURISDICTION NO.:
IHereby certify that the plans and
specifications covered by this 'calcu -
lation are in ;ao'• : :fiance witjl - the
Florida EnePg C 9•e ,
PREPARED B y� ,_/ A
DATE: ar k
I hereby certify that this building is
in compliance with the Florida Energy
Code.
OWNER /AGENT:
DATE:
Review of the and specifications
covered by this calculation indicates
compliance with the Florida Energy .
Code—Before construction is completed
this building will be inspected for
•compliance`in :accordance with Section
553.908 F.S.
BUILDING OFFICIAL:
DATE:
*********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
SUMMER CALCULATIONS
*********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
__= BASE ___ ; === AS -BUILT =__
-:LASS ,
RIEN AREA x BSPM = POINTS
N 220.00
AL LS
.ct 3880.0
DORS
ct 228.5
2ILINGS
.1 3180.0
COORS'
- sd 3135.0
NFILTRATION
4855.0
OTAL SUMMER POINTS
60.2 13244.0
E 196.40 127.0 24942.8
S 617.10 124.2 76643.8
W 108.00 127.0 13716.0
15 4,855.00 1,141.50
TYPE SC ORIEN AREA x SPM x SOF = POINTS
SGL TINT
SGL TINT
SGL TINT
SGL TINT
SGL TINT
SGL TINT
SGL TINT
SGL TINT
SGL TINT
SGL TINT
SGL TINT
SGL TINT
SGL TINT
SGL TINT
SGL TINT
SGL TINT
SGL TINT
SGL TINT
SGL TINT
SGL TINT
SGL TINT
SGL TINT
SGL TINT
SGL TINT
SGL TINT
SGL TINT
SGL TINT
SGL TINT
ON GLASS
AREA x BSPM = POINTS TYPE
1.6 6208.0
6.4 1462.4
.8 2544.0
-2.2 - 6771.6
14.7 71368.5
Ext Wood
Ext Wood
Ext Wood
Ext Wood
Ext Wood
44.0
44.0
44.0
44.0
44.0
44.0
44.0
22.0
11.0
11.0
11.0
53.4
144.0
22.0
22.0
88.0
100.0
11.0
64.0
53.7
33.4
79.0
44.0
25.0
11.0
11.0
11.0
6.0
65.2
65.2
65.2
65.2
65.2
133.9
133.9
133.9
133.9
133.9
133.9
133.9
132.5
132.5
132.5
132.5
132.5
132.5
132.5
132.5
132.5
132.5
133.9
133.9
133.9
133.9
133.9
133.9
15 x COND. FLOOR / TOTAL GLASS = ADJ. x GLASS = ADJ GLASS ;
AREA AREA FACTOR POINTS POINTS
.94
. 94
. 85
.85
. 85
.95
.95
.83
. 83
.83
2682.3
2682.3
2438.5
2438.5
2438.5
5577.4
5577.4
2445.0
1222.5
1222.5
.83 1222.5
.90 6459.1
.48 9158.4
.30 880.6
. 30 880.6
.94 10902.1
.78 10290.8
.78 1132.0
. 33 2785.8
.87 6221.9
.87 3869.9
.32 3370.3
.83 4890.0
.83 2778.4
.83 1222.5
.83 1222.5
.83 1222.5
.83 666.8
GLASS
POINTS
.638 128,546.62 82,009.70 97,901.58
R -VALUE AREA x SPM = POINTS
Ext NormWtBlock In 5.0 3880.0 2.00 7760.0
64.0 9.40 601.6
20.0 9.40 188.0
20.0 9.40 188.0
106.7 9.40 1003.0
17.8 9.40 167.3
Under Attic 30.0 4020.0 .80 3216.0
Raised Concrete 3.0 3135.0 -.30 -940.5
Practice #1 4855.0 18.60 90303.0
1 - 36,d4l.UU ;
TOTAL x SYSTEM = COOLING ; TOTAL x CAP x DUCT x SYSTEM x .. CREDIT = COOLING
:UM PTS MULT POINTS ; COMPON RATIO MULT MULT MULT POINTS
156,821.00 .37 58,023.77 ;200,387.98 1.00 1.070 .280 .855 51,330.98
*********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
WINTER CALCULATIONS
<*********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
__= BASE ___ __= AS -BUILT =__
LASS
)RIEN AREA x BWPM = POINTS ; TYPE SC ORIEN AREA x WPM x WOF = POINTS
N 220.00 2.2 484.0 SGL TINT N 44.0 3.7 1.03 168.0
SGL TINT N 44.0 3.7 1.03 168.0
SGL TINT N 44.0 3.7 1.07 173.7
SGL TINT N 44.0 3.7 1.07 173.7
SGL TINT N 44.0 3.7 1.07 173.7
E 196.40 -1.1 -216.0 SGL TINT E 44.0 .2 2.13 18.7
SGL TINT E 44.0 .2 2.13 18.7
SGL TINT E 22.0 .2 4.62 20.3
SGL TINT E 11.0 .2 4.62 10.2
SGL TINT E 11.0 .2 4.62 10.2
SGL TINT E 11.0 .2 4.62 10.2
SGL TINT E 53.4 .2 3.11 33.3
S 617.10 -3.1 - 1913.0 SGL TINT S 144.0 -1.8 -.34 88.1
SGL TINT S 22.0 -1.8 -1.90 75.4
SGL TINT S 22.0 -1.8 -1.90 75.4
SGL TINT S 88.0 -1.8 .94 -148.1
SGL TINT S 100.0 -1.8 .70 -125.4
SGL TINT S 11.0 -1.8 .70 -13.8
SGL TINT S 64.0 -1.8 -1.69 194.9
SGL TINT S 53.7 -1.8 .86 -82.8
SGL TINT S 33.4 -1.8 .86 -51.5
SGL TINT S 79.0 -1.8 -1.74 248.0
W 108.00 -1.1 -118.8 SGL TINT W 44.0 .2 4.62 40.7
SGL TINT W 25.0 .2 4.62 23.1
SGL TINT W 11.0 .2 4.62 10.2
SGL TINT W 11.0 .2 4.62 10.2
SGL TINT W 11.0 .2 4.62 10.2
SGL TINT W 6.0 .2 4.62 5.5
15 x COND. FLOOR / TOTAL GLASS = ADJ. x GLASS = ADJ GLASS GLASS
AREA AREA FACTOR POINTS POINTS 1 POINTS
15 4,855.00 1,141.50 .638 - 1,763.85 - 1,125.29 ; 1,338.41
40N GLASS
AREA x BWPM = POINTS ; TYPE R -VALUE AREA x WPM = POINTS
AILS
:xt 3880.0
)OORS
xt 228.5
EILINGS
A 3180.0
LOORS
sd 3135.0
NFILTRATION
4855.0
(1TMT WTMTrP P
.3 1164.0
1.8 411.3
.1 318.0
-.3 -877.8
1.2 5826.0
Ext NormWtBlock In 5.0 3880.0 .90 3492.0
Ext Wood
Ext Wood
Ext Wood
Ext Wood
Ext Wood
Under Attic
Raised Concrete
Practice #1
•
64.0 2.80 179.2
20.0 2.80 56.0
20.0 2.80 56.0
106.7 2.80 298.8
17.8 2.80 49.8
30.0 4020.0 .10 402.0
3.0 3135.0 .30 940.5
4855.0 1.90 9224.5
0, 11 0.44 1 - _ - - LU UJl .G1
TOTAL x 'SYSTEM = HEATING ; TOTAL x CAP x DUCT x SYSTEM x CREDIT = HEATING
TIN PTS MULT POINTS ; COMPON RATIO MULT MULT MULT POINTS
5,716.21 1.10 6,287.83 16,037.21 1.00 1.070 1.000 .882 15,134.96
:*********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
•
WATER HEATING
_*********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
BASE ___ === AS -BUILT =__
IUM OF x MULT = TOTAL ; TANK VOLUME EF TANK x MULT x CREDIT = TOTAL
3EDRMS 1 RATIO MULT
3 3319.0 9,957.00 ; 65 .88 1.000 3318.0 .62 6,171.48
:*********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
SUMMARY
:*********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
__= BASE === ' __= AS- BUILT =__
:OGLING HEATING HOT WATER TOTAL ; COOLING HEATING HOT WATER TOTAL
'DINTS + POINTS + POINTS = POINTS ; POINTS + POINTS + POINTS = POINTS
58023.8 6287.8 9957.0 74,268.59 ; 51331.0 15135.0 6171.5 72,637.42
* * * * * * * * * * * * * * * **
* EPI = 97.80 *
* * * * * * * * * * * * * * * **
** PRESCRIPTIVE MEASURES (Must be met or exeeded by all residences) **
JMPONENTS SECTION REQUIREMENTS
INDOWS
XTERIOR &
DJACENT DOORS
XTERIOR JOINTS 904.1 To be caulked, gasketed, weather stripped or other -
CRACKS wise sealed.
4TER HEATERS
OT WATER
I PES
VAC CONTROLS
904.1 Maximum of 0.34 CFM per linear foot of operable sash
crack.
904.1 Maximum of 0.5 CFM per sq. ft. of door area. Includes
sliding glass doors, solid core, wood panel,
insulated, or glass doors only.
904.2 Must bear label indicating compliance w /ASHRAE stand-
ard 90 or comply with efficiency and standby loss re-
quirements. Switch or clearly marked circuit breaker
(electric), or cut -off (gas) must be provided. An
external or built in heat trap must be provided.
WIMMING POOLS 904.3 Spas and heated pools must have covers (except solar
SPAS heated). Non - commercial pools must have a pump timer.
Gas spa & pool heaters must have minimum thermal
efficiency of 78
904.4 Insulation is required only for recirculating systems
In such cases, piping heat loss shall be limited to
17.5 BTU /H /Linear Ft. of pipe.
904.5 Water flow must be restricted to no more than 3 gal-
HOWER HEADS
lons per minute at 80 PSIG.
VAC DUCT 903.2 Constructed in accordance with industry standards &
ONSTRUCTION 904.6 local mechanical codes. Ducts in unconditioned space
must be insulated to minimum R -4.2 & joints must be
sealed.
904.7 Separate readily accessible manual or automatic
thermostat for each system.
NSULATION 904.9 Ceilings minimum R -19. Common Walls - Frame R -11 or
CBS R -3. Frame Common Ceilings & Floors R -11.
** INFILTRATION REDUCTION PRACTICE COMPLIANCE CHECKLIST **
JMPONENTS REQUIREMENTS
RACTICE #1 Comply with Infiltration Prescriptives in above table
From the Desk of .. .
ISABELLE A. ROMAN
a L i3.v Aic ioi
I ->q
CONSULTING ENGINL E:1:525. SHEET NO
3383 N . W . 7th STREET, ;
- CALCULATED BY
• SUITE 302,
MIAMI, FLORIDA 33125'.
TT PHONE, ( 30.5 ) 649 '9212.,. - SCALE
JOSE A. SANCHEZ 4173 r2--6-7 1 it).ek)C?E-
OF '
OAT&
PI\
• .
• . . . ' . . , .
CHECKED BY
A -
.3.
5.2-S I Z 55"
• .ApTY .Tct RAIZ,
9 /1/‘..
Og • 4x
• . :
DATE
TO (24i
PLATE OFFSETS
2 -8 -11
2 -8 -11
LOADING (PSF1
TOP 80 10
BOTT 0 5
LOADING STRESS INCREASE
LUMBER PLATE
1 1.00 1.00
= = ==zr"<ti.C.E.S Version 5
Hand cut » »: 25.55
Comp cut : 11.26
Customer : TECH -BLDRS
Project #: 2C67
Span : 15 -9
TOP CHORD BOTTOM CHORD WEBS
1- 2 = -5560 9 -10= 0
2 -3= -14346 10 -11= 14346
3 -4= -22953 11 -12= 22953
4 -5= -25823 12 -13= 22953
5 -6= -25823 13 -14= 14346
6 -7= -22953 14 -1= 0
7 -8= -14346
8 -9= -5560
2 -14= 15078
3 -14= -4623
3 -13= 9047
4 -13= -2767
4 -12= 3016
5 -12= -1839
6 -12= 3016
6 -11= -2767
7 -11= 9047
7- 10 = -4623
(X =I.EFT,Y= TOP) t[ j2= 7, 2],[ j3= 3, 2],[ j7= 8, 2],[ j8= 7, 2],[ j10= 3, 3],[ j11 =3,3.5],[j13 =8,3.5],[j14 =9,3],
LEFT HEIGHT:1 -2 -8
2 -8 -11 5 -3 -9 7 -10 -8 1 10 -5 -7 13-0-5 15 -9
2 -8 -11 2 -6 -15 2 -6 -15 2 -6 -15 2 -6 -15 2 -8 -11
.6B »» ( 017963 1 ««BEST.TRUSS » » = ==
Hand jig » » assem
: 27.16 Hand blyy» »: 20.37
Comp asssembly : 0.00
Fri May 29 06:14:30 1992
Truss ID : G4 Family # : 303
Quantity : 4 Top Pitch : /12
7x6 SPL.
W/B
1 5 -3 -9 1 7 -10 -8
2 -6 -15 2 -6 -15
MAX STRESSES
TOP 4 -5 =0.927
BOTT 11 -12 =0.961
DEFL. @12 =0.50 < L/360
STR.INC.: LUMB = 1.00 PLATE = 1.00
REPETITIVE STRESSES NOT USED
8FAN:15 -9 RISE:1 -2 -8
LOADING PANEL(PLF) / JOINTS(LBS)
TYPE
UNIFORM 2- 8= 714 9- 1= 7
REACTIONS - SIZE
8 -10= 15078 1= -5568 3.50
9= -5568 3.50'
10 -5 -7
2 -6 -15
5x6 SPL.
W/B
13-0-5
2 -6 -15
15 -9
2 -8 -11
MINIMUM GRADE OF LUMBER
TOP CHORD:2 *4 No.2 19 SP
BOT CHORD:2 *6 No.2 19 SP
WEBS :2 *4 No.3 19 SP
SPACING : 16.0 in. o. c.
NO. OF MEMBERS = 4
RIGHT HEIGHT:1 -2 -8
WEB: 1 -2. 8 -9 TO BE 2 *6 No.2 19 SP
WEB: 2 -14; 8 -10 TO BE 2 *4 No.2 19 SP
•• 4 MEMBERS BOLTED TOGETHER WITH 1/2 in. BOLTS, 24 in. o.c. IN TOP AND BOTTOM CHORDS AND NAILED TOGETHER WITH 16d NAILS 12 in. o.c. ••
** or 10d NAILS 10 in. o.c. (CHORDS AND WEBS), FROM EACH FACE •*
PLATES ARE MITER M20- 254,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN)
PLATE MUST BE INSTALLED ON BOTH FACES OF JOINTS, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS AND SSBC,TPI -91
THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINE R.
=_ .C.E.S Version 5.6B »»
Hand cut » »: 9.15 Hand jig »»:
Com cut : 4.03
Customer : TECH -BLDRS
Project #: 2C67
Span : 11 -0
TOP CHORD
1 -2= -3848
2 -3= -9294
3 -4= -12391
4 -5= -12391 10 -1= 0
5 -6 = -9294
6 -7= -3848
BOTTOM CHORD
7 -8= 0
8 -9= 9294
9 -10= 9294
2 -9 -14
2 -9 -14
4x12
2
3x4
LEFT HEIGHT:1 -2 -8
LOADING (PSI
TOP 80 10
BOTT 0 5
LOADING STRESS INCREASE
LUMBER PLATE
1 1.00 1.00
2 -9 -14
2 -9 -14
WEBS
2 -10= 9733
3 -10= -2875
3 -9= 3244
4 -9= -1911
5 -9= 3244
5 -8= -2875
6 -8= 9733
5 -6
2 -8 -2
5x6 3x4
3 4
5 -6
2 -8 -2
LOADING PANEL(PLF) / JOINTS(LBS)
TYPE
UNIFORM 2- 6= 714 7- 1= 7
Truss ID : G3
Quantity : 2
[ 017962 1 « «BEST.TRUSS » » = ==
12.16 Hand assemblyy» »: 7.30
Comp assscmbly : 0.00
Fri May #29:06:14:03 1992
Top Pitch : /12
REACTIONS - SIZE
1= -3857 3.50
7 = -3857 3.50
PLATE OFFSETS (X =LEFT,Y= TOP):( j2= 5, 21,[ j3= 3, 2],[ j5= 3, 2], (j6 =7,21,[j8= 3,2],[j9= 6,3],[j10 =9,21,
10 9
4x12 5x12
1
8 -2 -2
2 -8 -2
8 -2 -2
2 -8 -2
SFAM:11 -e RISE:1 -2 -8
MAX STRESSES
TOP 3 -4 =0.937
BOTT 8 -9 =0.295
DEFL. @9 =0.25 < L/360
11 -0
2 -9 -14
11 -0
2 -9 -14
5x6
5 4x12
6
1
8 7
4x12 3x4
RIGHT HEIGHT:1 -2 -8
MINIMUM GRADE OF LUMBER
TOP CHORD:2 *4 No.1D 19 SP
BOT CHORD:2 *6 2400f2.0E MRL SP
WEBS :2 *4 No.3 19 SP
STR.INC.: LUMB = 1.00 PLATE = 1.00
REPETITIVE STRESSES NOT USED NO. OF MEMBERS = 2
SPACING : 16.0 in. o. c.
WEB: 1 -2. 6 -7 TO BE 2 *6 No.2 19 SP
WEB: 2 -16; 6 -8 TO BE 2 *4 No.1D 19 SP
*• 2 MEMBERS NAILED TOGETHER W /16d NAILS 12 in. o.c. or 10d NAILS, 10 in. o.c. (CHORD AND WEBS)
PLATES ARE MITER M20- 258,216 MANUFACTURED FROM ASTM A 446 GAD A GALVANIZED STEEL(EXCEPT AS SHOWN)
PLATE MUST BE INSTALLED ON BOTH FACES OF JOINTS, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS AND SSBC,TPI -91
THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEEg.
• •
=== ««A.C.E.S Version 5
Hand cut » »: 25.36
Com cut : 11.17
Customer : TECH -BLDRS
Project #: 2C67
Span : 14 -11
TOP CHORD
1 -2= -6072
2 -3= -11668
3- 4= -20002
4 -5= -25003
5 -6= -26670
6 -7= -26670
7 -8= -25003
8 -9= -20002
9 -10= -11668
10 -11= -6072
4x7
2
1
3x4
LOADING (PSF]
TOP 80 10
BOTT 0 5
BOTTOM CHORD
11 -12= 0
12 -13= 11668
13 -14= 20002
14 -15= 25003
15 -16= 25003
16 -17= 20002
17 -18= 11668
18 -1= 0
PLATE OFFSETS (X= LEFT, Y= TOP)s[j2 =3,21,[j3 =3,21,[19= 7,2],[ 110= 4,2],[j12= 3,2),(j13= 3,4),(j17= 7,41,[118 =4,21,
1 1 -11 -11 1 3 -9 -10 1 5 -7 -9 1 7 -5 -8 1 9 -3 -7 1 11 -1 -6 112 -11- 5114 -11 1
1 -11 -11 1 -9 -15 1 -9 -15 1 -9 -15 1 -9 -15 1 -9 -15 1 -9 -15 1 -11 -11
6x10
MINIM 1■111
18
4x7
3
LEFT HEIGHT:1 -2 -8 SFAH:14 -11
STR.INC.: LUMB = 1.00 PLATE = 1.00
REPETITIVE STRESSES NOT USED
LOADING STRESS INCREASE LOADING
LUMBER PLATE TYPE
1 1.00 1.00 UNIFORM 2 -10= 825 11- 1= 7
•
WEBS
2 -18= 12823
3 -18= -5307
3 -17= 9159
4 -17= -3787
4 -16= 5496
5 -16= -2267
5 -15= 1832
6 -15= -1507
7 -15= 1832
7 -14= -2267
17
.6B »» I 017961 H ««BEST.TRUSS » » = ==
» » Hand assem
Hand jig : 26.95 bly » »: 20.22
Comp asssembly : 0.00
Fri May 29 06:13:38 1992
Truss ID : G2 Family # : 303
Quantity : 4 Top Pitch : /12
4x5
4
8 -14= 5496
8 -13= -3787
9 -13= 9159
9- 12 = -5307
10 -12= 12823
4x5
5
16
6x10 4x5
PANEL(PLF) / JOINTS(LBS)
7X8 SPL.
W/B
REACTIONS - SIZE
1= -6079 3.50
11= -6079 3.50
3x4
6
15
4x9
4x5
7
14
4x5
5x6 SPL.
W/B
4x5
8
13
6x10
9
12
6x10 4x7
1-11-11 1 3 -9 -10 � 5 -7 -9 1 7 -5 -8 1 9 -3 -7 X 11 -1 -6 X 12 -11- 514 -11 I
1 -11 -11 1 -9 -15 1 -9 -15 1 -9 -15 1 -9 -15 1 -9 -15 1 -9 -15 1 -11 -11
4x7
10
11
3x4
RISE:1 -2 -8 RIGHT HEIGHT:1 -2 -8
MAX STRESSES MINIMUM GRADE OF LUMBER
TOP 5 -6 =0.792 TOP CHORD:2 *4 No.2 19 SP
BOTT 14 -15 =0.394 BOT CHORD:2 *6 2400f2.0E MRL SP
DEFL. @15 =0.43 < L/360 WEBS :2 *4 No.3 19 SP
SPACING : 16.0 in. o. c.
NO. OF MEMBERS = 4
WEB: 2 -18; 10 -12 TO BE 2 *4 No.2 19 SP
++ 4 MEMBERS BOLTED TOGETHER WITH 1/2 in. BOLTS, 24 in. o.c. IN TOP AND BOTTOM CHORDS AND NAILED TOGETHER WITH 16d NAILS 12 in. o.c. ++
++ or 10d NAILS 10 in. o.c. (CHORDS AND WEBS), FROM EACH FACE ++
PLATES ARE MITER M20- 258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN)
PLATE MUST BE INSTALLED ON BOTH FACES OF JOINTS, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NOS DESIGN SPECS AND SSBC,TPI -91
THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER.
=== « «A.C.E.S Version 5.6B »»
Hand cut » »: 13.16 Hand jig » »:
Comp cut : 5.80
Customer : TECH -BLDRS
Project #: 2C67
Span : 17 -0
TOP CHORD
1 -2= -3244
2 -3= -6907
3 -4= -10934
4 -5= -12083
5 -6= -12083
6 -7= -10352
7 -8= -5741
8 -9= -3247
PLATE OFFSETS
1
■
1
3x4
LEFT HEIGHT:1 -6
LOADING L (PSq
TOP 80 10
BOTT 0 5
LOADING STRESS INCREASE
LUMBER PLATE
1 1.00 1.00
BOTTOM CHORD WEBS
9 -10= 0 2 -14= 7414
10 -11= 5741 3 -14= -2667
11 -12= 10352 3 -13= 4324
12 -13= 10934 4- 13 = -1543
13 -14= 6907 4 -12= 1233
14 -1= 0 5 -12= -1095
6 -12= 1858
6 -11= -1771
7 -11= 4949
7 -10= -2784
[ 017960
17.48
Truss ID : G5A
Quantity : 2
REACTIONS - SIZE
8 -10= 6392 1= -3258 3.50
9 = -3258 3.50
(X= LEFT, Y= TOP) t( j3= 3, 2],( j7= 7, 2],[ j10= 3, 2],[j11 =3,4],[j13.5,3],(j14 =5,3],
3 -0 -5 5 -10 -15 8 -9 -8 11 -8 -1
3 -0 -5 2 -10 -9 2 -10 -9 2 -10 -9
3 -0 -5
3 -0 -5
LOADING
TYPE
UNIFORM
3
14
5x8
1
5 -10 -15
2 -10 -9
4
13
5x8
STR.INC.: LUMB = 1.00 PLATE = 1.00
REPETITIVE STRESSES NOT USED
PANEL(PLF) / JOINTS(LBS)
2- 8= 380 9- 1= 10
7x6 SPL.
W/B
8 -9 -8
2 -10 -9
3x4
5
12
4x9
MAX STRESSES
TOP 4 -5 =0.983
BOTT 12 -13 =0.921
DEFL. @12 =0.41 < L/360
Aand
Comp
5x6 SPL.
W/B
14 -6 -11 1 17 -0
2 -10 -9 2 -5 -5
4x9 5x8 4x5 4x7
2 8
11 -8 -1
2 -10 -9
MN
SPAM:17 -8 RISE:1 -6
4x5
6
11
6x10
14 -6 -11 17 -0
2 -10 -9 2 -5 -5
MINIMUM GRADE
TOP CHORD:2 *4
WEBS :2 *4
SPACING : 24.0
NO. OF MEMBERS
« «BEST . TRUSS » » = ==
assembl » »: 10.49
as F May #29:06:13:08 1992
Top Pitch : /12
6x10
7
10
4x7
OF LUMBER
No.2 19 SP
No.2 19 SP
No.3 19 SP
i n. o. c.
= 2
■
9
3x4
RIGHT HEIGHT:1 -6
WEB: 1 -2. 8 -9 TO BE 2 *6 No.2 19 SP
WEB: 2 -14; 8 -10 TO BE 2 *4 No.2 19 SP
•• 2 MEMBERS NAILED TOGETHER W /16d NAILS 12 in. o.c. or 10d NAILS, 10 in. o.c. (CHORD AND WEBS) ••
PLATES ARE MITER M20- 258,216 MANUFACTURED FROM ASTM A 446 GAD A GALVANIZED STEEL(EXCEPT AS SHOWN)
PLATE MUST BE INSTALLED bN BOTH FACES OF JOINTS, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS AND SSBC,TPI -91
THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINE
= = = L.C.E.S Version 5.6B »»
Hand cut » »: 3.32 Hand jig » »:
Com cut • 1.16
Customer : TECH -BLDRS
Project #: 2C67 Truss ID : G7
Span : 6 -0 Quantity : 1
TOP CHORD
1 -2= -1540
2 -3= -2263
3 -4 = -2263
4 -5= -2263
5 -6= -1540
3x8
3 T
LEFT HEIGHT:1 -6
LOADING (PSF)
TOP 80 10
BOTT 0 5
LOADING STRESS INCREASE
LUMBER PLATE
1 1.00 1.00
BOTTOM CHORD
6 -7= 0
7 -8= 2263
8 -1= 0
2 -0
2 -0
2 -0
2 -0
WEBS
2 -8= 2647
3 -8= -347
3 -7= 0
4 -7= -347
5 -7= 2647
8
4x7
3x4
3
STR.INC.: LUMB = 1.00 PLATE = 1.00
LOADING PANEL(PLF) / JOINTS(LBS)
TYPE
UNIFORM 2- 5= 180 6- 1= 533
WEB: 1 -2; 5 -6 TO BE 2 *6 No.2 19 SP
WEB: 2 -8; 5 -7 TO BE 2 *4 No.2 19 SP
4-8
2 -0
4 -0
2 -0
[
. 0 1 7959
REACTIONS - SIZE
1= -2034 3.50
6= -2034 3.50
SPAN:6 -e RISE:1 -6
MAX STRESSES
TOP 2 -3 =0.247
BOTT 7 -8 =0.662
DEFL. @7 =0.03 < L/360
Aand
Comp
2x4
7
4x9
4
««BEST . TRUSS » » = ==
assembly » »: 2.09
asssembly : 0.00
Fr May # 06:12 :44 1992
Top Pitch : /12
6 -0
2 -0
6 -0
2 -0
MINIMUM GRADE OF LUMBER
TOP.CHORD:2 *4 No.2 19 SP
BOT CHORD:2 *6 . 19 SP
WEBS :2 *4 No.3 19 SP
REPETITIVE STRESSES NOT USED SPACING : 24.0 in. o. c.
NO. OF MEMBERS = 1
3x8
6
3x4
RIGHT HEIGHT:1 -6
PLATES ARE MITER M20- 258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN)
PLATE MUST BE INSTALLED ON BOTH FACES OF JOINTS, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS AND SSBC,TPI -91
THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER.
1
LEFT HEIGHT:1 -6
LOADING (PSFj
TOP 80 10
BOTT 0 5
LOADING STRESS INCREASE
LUMBER PLATE
1 1.00 1.00
3 -3 -6
3 -3 -6
=== « «A.C.E.S Version 5.6B »»
Hand cut » »: 23.45 Hand jig » »:
Com cut : 10.33
Customer : TECH -BLDRS
Project #: 2C67 Truss ID : G1
Span : 15 -1 -8 Quantity : 4
REACTIONS - SIZE
2= -1861 3.50
8= -3301 3.50
PLATE OFFSETS (X= LEFT, Y= T0P):[j7 =2.5,2),(j8 =5,2.5J,[j14 =5,3],
1 0 1 r4 3 -3 -6 6 -6 -12 8 -6 -12 10 -9
3 -3 -6 3 -3 -6 2 -0 2 -2 -4
6x10 4x5
3
2x4 14 13 12 11 10 9
5x8 4x5 4x5
6 -6 -12
3 -3 -6
5x6 SPL.
STR.INC.: LUMB = 1.00 PLATE = 1.00
REPETITIVE STRESSES NOT USED
SPAN:15 -1 -8 RISE:1 -6
MAX STRESSES
TOP 3 -4 =0.378
BOTT 11 -12 =0.931
DEFL. @12 =0.20 < L/360
LOADING PANEL(PLF) / JOINTS(LBS)
TYPE
UNIFORM 2- 8= 180 9- 1= 10
CONCENTRATED 10= 2034
r 017958
24.93
3x4 3x4
4 5
Hand
Comp
4x5 4x7
6
««BEST . TRUSS » » = ==
assemblyy» »: 18.70
asssmbly : 0.00
Fri May 29 06:12:20 1992
Family # : special
Top Pitch : /12
12 -11 15 -1 -8 1 0 -4
2 -2 2 -2 -8
5x6 SPL.
W/B
7 8
4x5 4x7 2x4
8 -6 -12 1 10 -9 12-11 15-1-8
2 -0 2 -2 -4 2 -2 2 -2 -8
RIGHT HEIGHT:1 -6
MINIMUM GRADE OF LUMBER
TOP CH0RD:2 *4 No.2 19 SP
BOT CH0RD:2 *6 No.2 19 SP
WEBS :2 *4 No.3 19 SP
SPACING : 24.0 in. o. c.
NO. OF MEMBERS = 2
5x8
WEB: 7 -10 TO BE 2 *6 No.2 19 SP
WEB: 8 -10 TO BE 2 *4 No.2 19 SP
•• 2 MEMBERS NAILED TOGETHER W /16d NAILS 12 in. o.c. or 10d NAILS, 10 in. o.c. (CHORD AND WEBS) **
PLATES ARE MITER M20- 258;216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN)
PLATE MUST BE INSTALLED ON BOTH FACES OF JOINTS, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS AND SSBC,NDS -91
THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGIRISER.
=== ««A.C.E.S Version 5.6B »»
Hand cut »» : 13.73 Hand jig »» :
Customer : TECH -BLDRS
Project #: 2C67 Truss ID : G5
Span : 17 -7 Quantity : 2
TOP CHORD
1 -2= -2666
2 -3= -5722
3 -4= -9155
4 -5= -10299
5 -6= -10299
6 -7= -9155
7 -8= -5722
8 -9= -2666
PLATE OFFSETS
LEFT HEIGHT:1 -6
LOADING (PSF) 0
TOP 80 10
BOTT 0 5
LOADING STRESS INCREASE
LUMBER PLATE
1 1.00 1.00
BOTTOM CHORD WEBS
9 -10= 0 2 -14= 6142
10 -11= 5722 3 -14= -2205
11 -12= 9155 3 -13= 3685
12 -13= 9155 4- 13 = -1311
13 -14= 5722 4 -12= 1228
14 -1= 0 5 -12= -865
6 -12= 1228
6 -11= -1311
7 -11= 3685
7 -10= -2205
REACTIONS - SIZE
8 -10= 6142 1= -2680 3.50
9= -2680 3.50
(X =LEFT,Y= TOP) t( j 3= 3, 21,( j 7= 5, 21, j 10 = 3 , 3 1,(j 13 = =4.21.
3 -0 -5 ( 5 -10 -15 8 -9 -8 11 -8 -1
3 -0 -5 2 -10 -9 2 -10 -9 2 -10 -9
1 3 -0 -5
3 -0 -5
5-10-15 8-9-8
2 -10 -9 2 -10 -9
SPAN:17 -7
STR.INC.: LUMB = 1.00 PLATE = 1.00
REPETITIVE STRESSES NOT USED
LOADING PANEL(PLF) / JOINTS(LBS)
TYPE
UNIFORM 2- 8= 300 9- 1= 10
5x6 SPL.
[ 017957
18.24
MAX STRESSES
TOP 4 -5 =0.733
BOTT 12 -13 =0.772
DEFL. @12 =0.38 < L/360
Hand
Comp
14 -6 -11 17 -7
2 -10 -9 3 -0 -5
3x6 SPL.
11 -8 -1 14-6-11 17 -7
2 -10 -9 2 -10 -9 3 -0 -5
RISE:1 -6 RIGHT HEIGHT:1 -6
MINIMUM GRADE
TOP CHORD:2 *4
BOT WEBSCHORD:2 *4
*
SPACING : 24.0
NO. OF MEMBERS
««BEST . TRUSS » » = ==
assembl »» : 10.94
as
Fri May # 06:11 :47 1992
Top Pitch : /12
OF LUMBER
No.2 19 SP
No.2 19 SP
No.3 19 SP
in. o. c.
= 2
WEB: 1 -2. 8 -9 TO BE 2 *6 No.2 19 SP
WEB: 2 -14; 8 -10 TO BE 2 *4 No.2 19 SP
** 2 MEMBERS NAILED TOGETHER W /16d NAILS 12 in. o.c. or 10d NAILS, 10 in. o.c. (CHORD AND WEBS)
PLATES ARE MITER M20- 258,216 MANUFACTURED FROM ASV.' A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN)
PLATE MUST BE INSTALLED Oti BOTH FACES OP JOINTS, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS AND SSBC,TPI -91
THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEE
**
=== ««A.C.E.S Version 5.6B »»
Hand cut » »: 5.43 Hand jig » »:
Com cut • 2.39
Customer : TECH -BLDRS
Project #: 2C67
Span : 6 -5 -12
TOP CHORD
1 -2= -2757
2 -3= -4567
3- 4 = -4567
4 -5= -4567
5 -6= -2757
PLATE OFFSETS (X= LEFT,Y= TOP):( j2 =7,2),(j5 =7,2),(j7 =5,3.51,[j8 =7,4],
6X14
LEFT HEIGHT:1 -2 -8
LOADING (PSF1
TOP 80 10
BOTT 0 5
BOTTOM CHORD
6 -7= 0
7 -8= 4567
8 -1= 0
2 -2 -8
2 -2 -8
2 -2 -8
2 -2 -8
LOADING STRESS INCREASE LOADING
LUMBER PLATE TYPE
1 1.00 1.00 UNIFORM
WEBS
2 -8= 4925
3 -8= -1824
3 -7. 0
4 -7= -1824
5 -7= 4925
8
6x10
4x5
PANEL(PLF) / JOINTS(LBS)
2- 5= 885 6- 1= 10
Truss ID : G6
Quantity : 2
3
REACTIONS - SIZE
1= -2768 3.50
6= -2768 3.50
4 -3 -4
2 -0 -12
4 -3 -4
2 -0 -12
SPAN:6 -5 -12 RISE:1 -2 -8
MAX STRESSES
TOP 2 -3 =0.566
BOTT 7 -8 =0.385
DEFL. @7 =0.05 < L/360
r 017956 1
7.22 and
« «BEST . TRUSS » » = ==
assembly » »: 4.33
Comp asssembly : 0.00
Fri May #29:06:11:23 1992
Top Pitch : /12
{
3x4
4
7
5.5X13
6 -5 -12
2 -2 -8
6 -5 -12
2 -2 -8
RIGHT HEIGHT:1 -2 -8
MINIMUM GRADE OF LUMBER
TOP CHORD:2 *4 No.2 19 SP No.2 19 SP
BOT WEBS No.3 19 SP
STR.INC.: LUMB = 1.00 PLATE = 1.00
REPETITIVE STRESSES NOT USED NO. OF MEMBERS = 2
SPACING : 24.0 in. o. c.
6X14
5_
6
3x4
WEB: 1 -2; 5 -6 TO BE 2 *6 No.2 19 SP
2 MEMBERS NAILED TOGETHER W /16d NAILS 12 in. o.c. or 10d NAILS, 10 in. o.c. (CHORD AND WEBS)
PLATES ARE MITER M20- 258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN)
PLATE MUST BE INSTALLED ON BOTH FACES OF JOINTS, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS AND SSBC,TPI -91
THIS DESIGN I8 FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER.
_= = «<svetsion 3.3 »»
Customer : TECH -BLDRS
Project #: 2C67
P
TOP CHORD BOTTOM CHORD
1 -2 = -59 12 -13= 737
2 -3= 0 13 -14= 1816
3 -4= -1282 14 -15= 2464
4 -5= -2146 15 -16= 2639
5 -6= -2624 16 -17= 2464
6 -7= -2639 17 -18= 1816
7 -8= -2624 18 -1= 737
8 -9= -2146
9 -10= -1282
10 -11= 0
11- 12 = -59
Top chord eplicee:8 -9 =3X6 F.P.
Bott. chord eplicee:17 -18 =3X6 F.P.
PLATE OFFSETS (X =LEFT) :(j15 =3],(j16 =2],
3X3
1.5X3
2 3
•
1
4X6
I- 8 -1A -8
LEFT BEARING:3.5
LOADING (PSF) 5
TOP
BOTT 80 10
5
18
3X3
STR.INC.: LUMB = 1.00 PLATE = 1.00
REPETITIVE STRESSES USED
DOUBLE WEBS: 6- 16,7 -15
WEBS
3 -1= -1067
3 -18= 811
4 -18= -794
4 -17= 490
5 -17= -473
5 -16= 237
6 -16= -164
6 -15= 0
7 -15= -164
8 -15= 237
3X3
3X3 3X3
4 5 6
17
3X3
[ 017955
Truss ID : FF3
8 -14= -473
9 -14= 490
9 -13= -794
10 -13= 811
10 -12= -1067
16
3X5
REACTIONS - SIZE
1= -837 3.50
12= -837 3.50
3X3
3X3
7 8
STANDARD PANEL 15 Inches
OPENING $t 1 IS 24 Inches
MB / II IR
15
3X5
HEIGHT:1B SPAN:17 -9
14
3X3
MAX STRESSES MINIMUM GRADE
TOP 5 -6 =0.486 TOP CHORD:4X2
BOTT 15 -16 =0.622 BOT CHORD:4X2
DEFL. @15 =0.21< L/360 WEBS :4X2
« «BEST . TRUSS » » = ==
Fri May 29 05:31:52 1992
Height Y : 3
3X3
9
13
3X3
1.5X3
3X3
10 11
■
12
4X6
RIGHT BEARING:3.5
OF LUMBER
No.2 19 SP
No.2 19 SP
No.3 19 SP
SPACING : 12.0 in. o. c.
NO. OF MEMBERS = 1
PLATES ARE MITER -M20 HOLDING - 258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN)
PLATES MUST BE INSTALLED ON BOTH FACES OF JOINTS,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS AND SSBC -PCT 80
BRACING:THIS DSGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT S. TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER
PROVIDE CONTINUOUS HORIZONTAL BRIDGING AT SPACINGS NOT TO EXCEED 10 O.C. USING 2X6 STRONG BACKS ATTACHED TO EACH TRUSS W/ 3 10d NAILS
AND RESTRAINED AT EACH END.
___« ' V rsion 3.3 »»
Customer : TECH -BLDRS
Project #: 2C67 Truss ID
Span : Top 12 -9 -8 , Hot 12 -1 -8
TOP CHORD BOTTOM CHORD
1 -2= 7 8 -9= 0
2 -3= -929 9 -10= 1717
3 -4= -2108 10 -11= 2424
4 -5= -2426 11 -12= 2476
5 -6= -2135 12 -13= 2476
6 -7= -929 13 -14= 1717
7 -8= 7 14 -1= 0
ODD WEBS : 4 - 13 = 14.75 Inches
5 - 10 = 10.75 Inches
3X4
5X6
2
LEFT BEARING:4
LOADING (PSF1
BOTT 8 0 1 5
1 14
1.5X3
3.5X5
F
WEBS
2 -14= 1284
3 -14= -1172
3 -13= 581
4 -13= -551
4 -12= 17
4- 11 = -60
5 -11= 47
5 -10= -528
6 -10= 622
6 -9= -1172
3X3
3
[ 017968 ]
REACTIONS — SIZE
7 -9= 1284 2= -1152 4.00
7= -1152 4.00
3X3
4
LAIL/ \./Al\,„4
13 12
3X3
1.5X3
: FF2C
3X3
5
11. 10
1.5X3
3X3
HEIGHT:18 SPAN:12 -1 -8
««BEST . TRUSS » » = ==
Fri May 29 06:19:15 1992
Quantity : 8
Height : 1 -6
STANDARD PANEL 15 Inches
OPENING 0 1 IS 24 Inches
3X3
6
STR.INC.: LUMB = 1.00 PLATE = 1.00
REPETITIVE STRESSES USED NO. OF MEMBERS = 1
5X6
7
3X4
9 8
3.5X5
1.5X3
RIGHT BEARING:4
MAX STRESSES MINIMUM GRADE OF LUMBER
TOP 3 -4 =0.871 TOP CHORD:4X2 No.2 19 SP
BOTT 11 -12 =0.670 BOT CHORD:4X2 No.2 19 SP
DEFL. @12 =0.10< L/360 WEBS :4X2 No.3 19 SP
SPACING : 24.0 in. o. c.
PLATES ARE MITER —M20 HOLDING - 258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN)
PLATES MUST BE INSTALLED ON BOTH FACES OF JOINTS,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS AND SSBC —PCT 80
BRACINGsTHIS DSGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT 6 TEMPORARY BRACING(WHICH I8 ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER
PROVIDE CONTINUOUS HORIZONTAL BRIDGING AT SPACINGS NOT TO EXCEED 10' O.C. USING 2X6 STRONG BACKS ATTACHED TO EACH TRUSS W/ 3 10d NAILS
AND RESTRAINED AT EACH END.
[ 017951 ]
Customer : TECH-BLDRS
Project #: 2C67 Truss ID : FF2B
Span : Top 13-1-8 , Bot 12-9-8
===<<ZZV'ersion 3.3>>>>
TOP CHORD BOTTOM CHORD WEBS
1-2- 3 9-10= 515 2-15= 683
2-3--494 10-11= 1172 3-15=-624
3-4=-1135 11-12= 1365 3-14= 329
4-5=-1365 12-13= 1345 4-14=-314
5-6=-1328 13-14= 1344 4-13= 9
6-7=-849 14-15= 913 4-12= 24
7-8= 0 15-1= 0 5-12=-7
8-9=-59 5-11=-169
6-11= 233
6-10=-480
ODD WEBS : 4 - 14 = 14.75 Inches
5 - 11 = 3.75 Inches
3X4
5X6
2
LOADING (PSF1
TOP 80 10
BOTT 0 5
1 15
1.5X3 3X3
F
LEFT BEARING:4
3X3
3
3X3
7-10= 497
7-9=-745
HEIGHT:18
3X3
4
14 13
1.5X3
STR.INC.: LUMB = 1.00 PLATE = 1.00
REPETITIVE STRESSES USED
REACTIONS - SIZE
2=-605 4.00
9=-605 3.50
3X3
5
12L1
3X3
1.5X3
SPAN:12-9-8
3X3
6
PLATES ARE MITEE-M20 HOLDING-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN)
PLATES MUST BE INSTALLED ON BOTH FACES OF JOINTS,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN
BRACING3THIS DSGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT & TEMPORARY BRACING(WEICH IS ALWAYS REQD)CONSULT
<<<<BEST.TRUSS>>>>===
Fri May 29 05:30:49 1992
Quantity : 6
Height : 1-6
STANDARD PANEL 15 Inches
OPENING A 1 IS 24 Inches
3X3
1.5X3
'LAIL/ Ilia\A\,.
18
3X3
9
4X6
RIGHT BEARING:3.5
MAX STRESSES MINIMUM GRADE OF LUMBER
TOP 3-4=0.445 TOP CHORD:4X2 No.2 19 SP
BOTT 12-13=0.352 BOT CHORD:4X2 No.2 19 SP
DEFL.@12=0.06< L/360 WEBS :4X2 No.3 19 SP
SPACING : 12.0 in. o. c.
NO. OF MEMBERS = 1
SPECS AND SSBC-PCT 80
BLDG ARCHITECT OR ENGINEER
PROVIDE CONTINUOUS HORIZONTAL BRIDGING AT SPACINGS NOT TO EXCEED 10' O.C. USING 2X6 STRONG BACKS ATTACHED TO EACH TRUSS W/ 3 10d NAILS
AND RESTRAINED AT EACH END.
===<4'KKVFision 3.3>>>> [ 017967 ]
Customer : TECH-BLDRS
Project #: 2C67 Truss ID : FF2A
Span : Top 13-1-8 , Hot 12-5-8
TOP CHORD BOTTOM CHORD
1-2= 7 8-9= 0
2-3=-961 9-10= 1778
3-4=-2197 10-11= 2593
4-5=-2594 11-12= 2594
5-6=-2197 12-13= 2593 •
6-7=-961 13-14= 1778
7-8= 7 14-1= 0
3X4
5X6
2
F
LEFT BEARING:4
LOADING (PSF
TOP 80 10
BOTT 0 5
1 14
1.5X3
3.5X5
WEBS
2-14= 1329
3-14=-1214
3-13= 624
4-13=-594
4-12= 17
4-11= 0
5-11= 17
5-10=-594
6-10= 624
6-9=-1214
ODD WEBS 4 - 13 = 14.75 Inches
5 - 10 = 14.75 Inches
3X3
3
7-9= 1329
HEIGHT:18
3X3
4
LAIL/ \4ILA
STR.INC.: LUMB = 1.00 PLATE = 1.00
REPETITIVE STRESSES USED
1.5X3
REACTIONS - SIZE
2=-1184 4.00
7=-1184 4.00
3X3
5
13 12 11 10
3X3 1.5X3
3X3
SPAN:12-5-8
3X3
6
5X6
7
MAX STRESSES MINIMUM GRADE OF LUMBER
TOP 3-4=0.881 TOP CHORD:4X2 No.2 19 SP
BOTT 12-13=0.619 BOT CHORD:4X2 No.2 19 SP
DEFL.@12=0.11< L/360 WEBS :4X2 No.3 19 SP
SPACING : 24.0 in. o. c.
NO. OF MEMBERS = 1
PLATES ARE MITEK-M20 HOLDING-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN)
PLATES MUST BE INSTALLED ON BOTH FACES OF JOINTS,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN
BRACINGiTHIS DSGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT 6, TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT
<<<<BEST.TRUSS>>>>===
Fri May 29 06:18:35 1992
Quantity : 6
Height : 1-6
STANDARD PANEL 15 Inches
OPENING 0 1 IS 24 Inches
3X4
9
3.5X5
1.5X3
RIGHT BEARING:4
SPECS AND SSBC-PCT 80
BLDG ARCHITECT OR ENGINEER
PROVIDE CONTINUOUS HORIZONTAL BRIDGING AT SPACINGS NOT TO EXCEED 10' 0.C. USING 2X6 STRONG BACKS ATTACHED TO EACH TRUSS W/ 3 10d NAILS
AND RESTRAINED AT EACH END.
= == ««Version 3.3 »»
[ 017950 ]
Customer : TECH -BLDRS
Project #: 2C67 Truss ID : FF2
Span : Top 12 -11 , Hot 12 -3
TOP CHORD BOTTOM CHORD
1 -2= 3 8 -9= 0
2 -3= -471 9 -10= 870
3 -4= -1071 10 -11= 1244
4 -5= -1244 11 -12= 1260
5 -6= -1079 12 -13= 1260
6 -7= -471 13 -14= 870
7 -8= 3 14 -1= 0
ODD WEBS : 4 - 13 = 14.75 Inches
5 - 10 = 12.25 Inches
3X4
5X6
2
LOADING (PSF1
BOTT 8 0 1 5
1 14
1.5X3
3X3
I - 6 -2 -12
LEFT BEARING:4
WEBS
2 -14= 650
3- 14 = -594
3 -13= 299
4 -13= -284
4 -12= 9
4- 11 = -19
5 -11= 18
5 -10= -276
6 -10= 311
6- 9 = -594
3X3
3
REACTIONS - SIZE
7 -9= 650 2= -582 4.00
7= -582 4.00
3X3
4
13 12
3X3
STR.INC.: LUMB = 1.00 PLATE = 1.00
REPETITIVE STRESSES USED
1.5X3
3X3
5
11 10
1.5X3
3X3
HEIGHT:1B SFAN:12 -3
MAX STRESSES MINIMUM GRADE
TOP 3 -4 =0.437 TOP CHORD:4X2
BOTT 11 -12 =0.324 BOT CHORD:4X2
DEFL. @12 =0.05< L/360 WEBS :4X2
•
««BEST. TRUSS » » = ==
Fri May 29 05:30:35 1992
Quantity : 3
Height : 1 -6
STANDARD PANEL 15 Inches
OPENING # 1 IS 24 Inches
5X6
6 7
3X4
9 8
3X3
1.5X3
3 X3
RIGHT BEARING:4
OF LUMBER
No.2 19 SP
No.2 19 SP
No.3 19 SP
SPACING : 12.0 in. o. c.
NO. OF MEMBERS = 1
PLATES ARE MITER -M20 HOLDING - 258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN)
PLATES MUST BE INSTALLED ON BOTH FACES OF JOINTS,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS AND SSBC -PCT 80
BRACINGtTHIS DSGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT & TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER
PROVIDE CONTINUOUS HORIZONTAL BRIDGING AT SPACINGS NOT TO EXCEED 10' O.C. USING 2X6 STRONG BACKS ATTACHED TO EACH TRUSS W/ 3 10d NAILS
AND RESTRAINED AT EACH END.
3X4
5X6
2
LEFT BEARING:4
LOADING (PSF1
TOP 80 10
BOTT 0 5
= = =< «Version 3.3 »» [ 017952 ]
Customer : TECH -BLDRS
Project #: 2C67 Truss ID : FF1C
Span : Top 15 -5 -8 , Bot 15 -1 -8
TOP CHORD BOTTOM CHORD
1 -2= 5 10 -11= 827
2 -3= -810 11 -12= 1972
3 -4= -1929 12 -13= 2536
4 -5= -2538 13 -14= 2557
5 -6= -2539 14 -15= 2342
6 -7= -2267 15 -16= 1500
7 -8= -1407 16 -1= 0
8 -9= 0
9- 10 = -79
Top chord epliceet7 -8 =3X6 F.P.
Bott. chord epliceet15 -16 =3X6 P.P.
PLATE OFFSETS (X =LEFT)1(j6 =3),(j14 =2),
ODD WEBS : 4 - 14 = 14.25 Inches
6 - 12 = 14.25 Inches
1 16
1.5X3
3.5X4
F 7 -6 -12
3X3
3
WEBS
2 -16= 1119
3 -16= -1027
3 -15= 637
4 -15= -615
4 -14= 299
5 -14= -211
5- 13 = -21
6 -13= 23
6 -12= -412
7 -12= 439
15
3X3
7- 11 = -839
8 -11= 862
8 -10= -1198
3X3
4
STR.INC.: LUMB = 1.00 PLATE = 1.00
REPETITIVE STRESSES USED
DOUBLE WEBS: 5- 14,6 -13
3X3
5
14
3X5
REACTIONS - SIZE
2= -954 4.00
10 = -954 3.50
3X5
6
13 12
3X3
3X3
HEIGHT:18 SPAN:15 -1 -8
STANDARD PANEL 15 Inches
OPENING # 1 IS 24 Inches
3X3
7
MAX STRESSES MINIMUM GRADE
TOP 3 -4 =0.644 TOP CHORD:4X2
BOTT 13 -14 =0.636 BOT CHORD:4X2
DEFL. @13 =0.16< L/360 WEBS :4X2
« «BEST . TRUSS » » = ==
Fri May 29 05:31:05 1992
Quantity : 5
Height : 1 -6
11
3X4
1.5X3
3.5X3
8 9
•
10
4X6
BIGHT BEARING:3.5
OF LUMBER
No.2 19 SP
No.2 19 SP
No.3 19 SP
SPACING : 16.0 in. o. c.
NO. OF MEMBERS = 1
PLATES ARE MITER -M20 HOLDING - 258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN)
PLATES MUST BE INSTALLED ON BOTH FACES OF JOINTS,SYMMETRICALLY(EXCEPT AS SBOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS AND SSBC -PCT 80
BRACINGtTHIS DSGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT 6 TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER
PROVIDE CONTINUOUS HORIZONTAL BRIDGING AT SPACINGS NOT TO EXCEED 10 O.C. USING 2X6 STRONG BACKS ATTACHED TO EACH TRUSS W/ 3 10d NAILS
AND RESTRAINED AT EACH END. /
•
3X4
5X6
2
LEFT BEARING:4
LOADING (PSF1
TOP 80 10
BOTT 0 5
= = =« «Version 3.3»» [ 017954 ]
Customer : TECH -BLDRS
Project #: 2C67 Truss ID : FF1B
Span Top 13 -7 -8 , Bot 12 -11 -8
TOP CHORD BOTTOM CHORD
1 -2= 5 9 -10= 0
2 -3= -673 10 -11= 1246
3 -4= -1553 11 -12= 1709
4 -5= -1926 12 -13= 1933
5 -6= -1716 13 -14= 1846
6 -7= -1600 14 -15= 1246
7 -8= -673 15 -1= 0
8 -9= 5
PLATE OFFSETS (X =LEFT)t(j13 =2],
ODD WEBS : 4 - 13 = 14.25 Inches
6 - 11 = 4.75 Inches
1 15
1.5X3 3X4
F -6 -12
WEBS
2 -15= 931
3 -15= -851
3 -14= 457
4 -14= -435
4 -13= 123
5- 13 = -77
5 -12= -257
6 -12= 146
6 -11= -395
7 -11= 526
3X3
3
14
3X3
7 -10= -851
8 -10= 931
HEIGHT:18
3X3
4
STR.INC.: LUMB = 1.00 PLATE = 1.00
REPETITIVE STRESSES USED
DOUBLE WEBS: 5 -13
REACTIONS - SIZE
2= -821 4.00
8= -821 4.00
3X3
5
13
3X5
3X3
6
1211
3X3
1.5X3
SFAN:12 -11 -8
««BEST . TRUSS » » = ==
Fri May 29 05:31:36 1992
H Quantity : 3
eight : 1 -6
STANDARD PANEL 15 Inches
OPENING # 1 IS 24 Inches
3X3
7
3X4
5X6
MAX STRESSES MINIMUM GRADE OF LUMBER
TOP 5 -6 =0.756 TOP CHORD:4X2 No.2 19 SP
BOTT 12 -13 =0.821 BOT CHORD:4X2 No.2 19 SP
DEFL. @13 =0.09< L/360 WEBS :4X2 No.3 19 SP
SPACING : 16.0 in. o. c.
NO. OF MEMBERS = 1
8
UILA
3X4
10 9
1.5X3
RIGHT BEARING:4
PLATES ARE MITER -M20 HOLDING - 258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN)
PLATES MUST BE INSTALLED ON BOTH FACES OF JOINTS,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS AND SSBC -PCT 80
BRACING:THIS DSGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT 6•TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER
PROVIDE CONTINUOUS HORIZONTAL BRIDGING AT SPACINGS NOT TO EXCEED 10. O.C. USING 2X6 STRONG BACKS ATTACHED TO EACH TRUSS W/ 3 10d NAILS
AND RESTRAINED AT EACH END.
= = =< tsrsion 3.3 »» [ 017964 ]
Customer : TECH -BLDRS
Project #: 2C67 Truss ID : FF1A
Span : Top 15 -5 -8 , Bot 14 -9 -8
TOP CHORD
1 -2= 5
2 -3= -792
3 -4= -1880
4 -5= -2459
5 -6= -2449
6 -7= -2440
7- 8 = -1880
8 -9= -792
9 -10= 5
3X4
5X6
2
BOTTOM CHORD
10 -11= 0
11 -12= 1467
12 -13= 2279
13 -14= 2476
14 -15= 2278
15 -16= 1467
16 -1= 0
Top chord 6plicest7 -8 =3X6 F.P.
Bott. chord eplicee,15 -16 =3X6 P.P.
PLATE OFFSETS (X =LEFT)i(j14 =2),
ODD WEBS : 4 - 14 = 14.25 Inches
7 - 13 = 11.75 Inches
1 16
1.5X3
3.5X4
-6 -12
WEBS
2 -16= 1095
3 -16= -1004
3 -15= 614
4 -15= -592
4 -14= 276
5 -14= -194
5- 13 = -32
6 -13= -194
7 -13= 277
7 -12= -593
3X3
3
8 -12= 614
8 -11= -1004
9 -11= 1095
3X3
4
LEFT BEARING:4 HEIGHT:18
LOADING (PSF)
L D
BOTT 80
T 0 1 5
STR.INC.: LUMB = 1.00 PLATE = 1.00
REPETITIVE STRESSES USED
DOUBLE WEBS: 5 -14
3X3
5
REACTIONS - SIZE
2= -937 4.00
9= -937 4.00
3X3
1.5X3
6 7
« «BEST . TRUSS » » = ==
Fri May 29 06:15:37 1992
H Quantity : 5
eight : 1 -6
STANDARD PANEL 15 Inches
OPENING 0 1 IS 24 Inches
3X3
8
5X6
9
3X4
15 14 13 12 11 18
3X3 3X3 3.5X4
3X5 3X3 1.5X3
SPAN:14 -9 -8 RIGHT BEARING:4
MAX STRESSES MINIMUM GRADE OF LUMBER
TOP 7 -8 =0.639 TOP CHORD:4X2 No.2 19 SP
BOTT 13 -14 =0.633 BOT CHORD:4X2,No.2 19 SP
DEFL. @14 =0.15< L/360 WEBS :4X2 No.3 19 SP
SPACING : 16.0 in. o. c.
NO. OF MEMBERS = 1
PLATES ARE MITER -M20 HOLDING - 258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN)
PLATES MUST BE INSTALLED ON BOTH FACES OF JOINTS,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH /IDS DESIGN SPECS AND SSBC -PCT 80
BRACING:THIS DSGN I8 FOR TRUSS FABRICATION ONLY.FOR PERMANENT 6 TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER
PROVIDE CONTINUOUS HORIZONTAL BRIDGING AT SPACINGS NOT TO EXCEED 10 O.C. USING 2X6 STRONG BACKS ATTACHED TO EACH TRUSS W/ 3 10d NAILS
AND RESTRAINED AT EACH END.
•
= = = ««Version 3.3 »»
Customer : TECH -BLDRS
Project #: 2C67
Truss ID : FF1
Span : Top 15 -1 -8 , Bot 14 -5 -8
TOP CHORD BOTTOM CHORD
1 -2= 5 10 -11= 0
2 -3= -771 11 -12= 1427
3 -4= -1821 12 -13= 2201
4 -5= -2362 13 -14= 2378
5 -6= -2315 14 -15= 2200
6 -7= -2307 15 -16= 1427
7 -8= -1821 16 -1= 0
8 -9= -770
9 -10= 5
Top chord epliceee7 -8 =3X6 P.P.
Bott. chord epliceesl5 -16 =3X6 F.P.
PLATE OFFSETS (X =LEFT)s(j14 =2],
ODD WEBS : 4 - 14 = 14.25 Inches
7 - 13 = 7.75 Inches
3X4
5X6
2
LOADING (PSF1
TOP
BOTT 80 10
5
1 16
1.5X3
3.5X4
F 7 -6 -12
WEBS
2 -16= 1065
3 -16= -976
3 -15= 585
4 -15= -563
4 -14= 248
5 -14= -173
5- 13 = -73
6 -13= -174
7 -13= 250
7 -12= -566
3X3
3
8 -12= 585
8- 11 = -976
9 -11= 1065
3X3
4
LEFT BEARING:4 HEIGHT:18
STR.INC.: LUMB = 1.00 PLATE = 1.00
REPETITIVE STRESSES USED
DOUBLE WEBS: 5 -14
[ 0 ]
3X3
5
REACTIONS - SIZE
2= -916 4.00
9= -916 4.00
3X3
1.5X3
6 7
« «BEST . TRUSS » » = ==
Fri May 29 06:17:53 1992
Height y : 1-6
4
STANDARD PANEL 15 Inches
OPENING # 1 IS 24 Inches
3X3
8
\.711r\ F\117\ 7
15 14 13 12 11 10
3X3 3X3 3.5X4
3X5 3X3 1.5X3
SPAN:14 -5 -8 RIGHT BEARING:4
MAX STRESSES MINIMUM GRADE OF LUMBER
TOP 3 -4 =0.632 TOP CHORD:4X2 No.2 19 SP
BOTT 13 -14 =0.668 BOT CHORD:4X2 No.2 19 SP
DEFL. @14 =0.14< L/360 WEBS :4X2 No.3 19 SP
SPACING : 16.0 in. o. c.
NO. OF MEMBERS = 1
5X6
9
3X4
PLATES ARE MITER -M20 HOLDING - 258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN)
PLATES MUST BE INSTALLED ON BOTH FACES OF JOINTS,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS AND SSBC -PCT 80
BRACINGtTBIS DSGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT & TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER
PROVIDE CONTINUOUS HORIZONTAL BRIDGING AT SPACINGS NOT TO EXCEED 10 O.C. USING 2X6 STRONG BACKS ATTACHED TO EACH TRUSS W/ 3 l0d NAILS
AND RESTRAINED AT EACH END.
=== « «A:C.E.S Version 5.6B »»
Hand cut » »: 9.29 Hand jig » »:
Com cut • 3.23
Customer : TECH -BLDRS
Project #: 2C67A Truss ID : H7A
Span : 19 -0 Quantity : 1
TOP CHORD
1 -2= -7214
2- 3 = -6456
3 -4= -6634
4 -5= -6634
5 -6= -6456
6 -7= -7214
-0 3 -6
1
3 -6
TWO-3x8
1
LOADING STRESS INCREASE
LUMBER PLATE
1 1.10 1.10
BOTTOM CHORD
7 -8= 7009
8 -9= 7009
9 -10= 6261
10 -11= 6261
11 -12= 7009
12 -1= 7009
L. HL TO PH:7 -2 -9
LEFT HEIGHT:0 -3 -14
LOADING (PSq
TOP 15
L
BOTT 20 10
WEBS
2 -12= 69
2 -11= -768
3 -11= 1001
3 -10= 451
4 -10= -394
5 -10= 451
5 -9= 1001
6- 9 = -768
6 -8= 69
7 -0
3 -6
STR.INC.: LUMB = 1.10 PLATE = 1.10
REPETITIVE STRESSES NOT USED
12
3 -6 7 -0
3 -6 3 -6
3x4 3 4 5 3x4
2 6
2x4 4x5 4x9 4x5 2x4
1 12 -0 1 15 -6 1 19 -0 1
2 -6 3 -6 3 -6
H. HL TO PH :7 -2 -9
SPAN:19 -0 HISE:2 -0 -14 RIGHT HEIGHT:0 -3 -14
MAX STRESSES MINIMUM GRADE OF LUMBER
TOP 6 -7 =0.861 TOP CHORD:2 *4 No.2 19 SP
BOTT 11 -12 =0.418 BOT CHORD:2 *6 2400f2.0E MRL SP
DEFL. @10 =0.29 < L/360 WEBS :2 *4 No.3 19 SP
LOADING PANEL(PLF) / JOINTS(LBS)
TYPE
UNIFORM
CONCENTRATED
1- 3= 70
9= 735
r 017983
13.65
11
,9 -6
2 -6
REACTIONS - SIZE
.1= -2038 3.50
7= -2038 3.50
19 -6 1 -0 1 15 -6
2 -6 2 -6 3 -6
4x9 2x4 4x9
A « «BEST . TRUSS » » = ==
Hand assemblyy»» : 5.85
Comp asssgmbly : 0.00
Fri May #29:03:18:42 1992 14
Top Pitch : 3./12
10 9 8
7X8 SPL.
W/B
SPACING : 24.0 in. o. c.
NO. OF MEMBERS = 1
3- 5= 158 5- 7= 70 7- 9= 20 9 -11= 45 11- 1= 20
11= 735
19 -0 1 2 -0
3 -6
TWO-3x8
7
PLATES ARE MITER M20- 258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN)
PLATE MUST BE INSTALLED ON BOTH FACES OF JOINTS, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS AND SSBC,TPI -91
THIS DESIGN I8 FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER.
= _ =<<vvA E.E.S Version 5
Hand cut » »: 7.72
Com cut • 2.69
Customer : TECH -BLDRS
Project #: 2C67A
Span : 19 -0
TOP CHORD
1 -2= -2529
2 -3= -1776
3 -4= -1722
4 -5= -1776
5 -6= -2529
BOTTOM CHORD
6 -7= 2445
7 -8= 2445
8 -9= 1722
9 -10= 2445
10 -1= 2445
12 -0 1 4 -6
L. HL TO PH:9 -3 -5
LEFT HEIGHT:0 -3 -14
LOADING (PSF)
TOP 20 15
BOTT 0 10
4 -6
1 4 -6
4 -6
WEBS
2 -10= 89
2- 9 = -746
3 -9= 240
3 -8= 0
4 -8= 240
5 -8= -746
5 -7= 89
.6B »» [ 017982 11 ««BEST.TRUSS » » = ==
Hand jig » »: 11.35 Hand assemblyy» »: 4.86
Comp asssgmbly : 0.00
Fri Truss ED : H9A Familyy #29:03148.13 1992
Quantity : 1 Top Pitch : 3./12
3x4
2 5
3x6 3x6
1
10
2x4
1
9 -0
4 -6
SPAN:19 -O
STR.INC.: LUMB = 1.10 PLATE = 1.10
REPETITIVE STRESSES USED
REACTIONS - SIZE
1= -1022 3.50
6= -1022 3.50
9 -0 10 -0 14 -6
4 -6 1 -0 4 -6
4x5
4x9
3 4
9 8
3x8
3x4
10 -0 1 14 -6
1 -0 4 -6
MAX STRESSES
TOP 5 -6 =0.345
BOTT 9 -10 =0.610
DEFL. @9 =0.11 < L/360
3x6 SPL.
1
3x4
7
2x4
1
19 -0 1 2 -0 1
4-6
19 -0 1
4 -6
H. HL TO PH :9 -3 -5
BISE:2 -6 -14 HIGHT HEIGHT:@ -3 -14
MINIMUM GRADE OF LUMBER
TOP CHORD:2 *4 No.2 19 SP
BOT CHORD:2 *4 No.2 19 SP
WEBS :2 *4 No.3 19 SP
SPACING : 24.0 in. o. c.
NO. OF MEMBERS = 1
PLATES ARE MITER M20- 258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN)
PLATE MUST BE INSTALLED ON BOTH FACES OF JOINTS, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS AND SSBC,TPI -91
THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER.
=== ««A.C.E.S Version 5.6B »»
Hand cut » »: 16.30 Hand jig » »:
Com cut : 7.18
Customer : TECH -BLDRS
Project #: 2C67A Truss ID
Span : 19 -0
TOP CHORD BOTTOM CHORD
1 -2= -2251 5 -6= 2177
2 -3= -1691 6 -1= 2177
3 -4= -1691
4- 5 = -2251
) 2 -8
L. HL TO PHI : 9 -9 -8
LEFT HEIGHT:0 -3 -14
LOADING (PSF)
TOP 2 15
BOTT 0 10
WEBS
2 -6= -562
3 -6= 521
4 -6= -562
5-2-18
5 -2 -10
9 -6
9 -6
2x4
: T2
Quantity : 3
9 -6
4 -3 -6
SPAM:19 -0
STR.INC.: LUMB = 1.10 PLATE = 1.10
REPETITIVE STRESSES USED
REACTIONS - SIZE
1= -1022 3.50
5= -1022 3.50
4x5
3
6
3x8
MAX STRESSES
TOP 4 -5 =0.358
BOTT 6 -1 =0.891
DEFL. @6 =0.10 < L/360
017981 1 « «BEST.TRUSS » » = ==
8.70 Hand assembly » »: 13.00
Comp asssembly : 0.00
Fr May #29 07:17 :48 1992
Top Pitch : 3./12
13 -9 -6
4 -3 -6
2x4
3x6 SPL.
19 -0
9 -6
19 -0 f 2 -0
5 -2 -10
R ..HL TO PH :9 -9 -8
RISE:2 -8 -6 RIGHT HEIGHT:0 -3 -14
MINIMUM GRADE OF LUMBER
TOP CHORD:2 *4 No.2 19 SP
BOT CHORD:2 *4 No.2 19 SP
WEBS :2 *4 No.3 19 SP
SPACING : 24.0 in. o. c.
NO. OF MEMBERS = 1
PLATES ARE MITEK M20- 258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN)
PLATE MUST BE INSTALLED ON BOTH FACES OF JOINTS, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS AND SSBC,TPI -91
THIS DESIGN IS FOR TRUES FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICB IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER.
___ «<A - 3.E.S Version 5.6B »»
Hand cut » »: 61.39 Hand jig » »:
Comp cut • 27.05
Customer : TECH -BLDRS
Project #: 2C67A Truss ID : H7
Span : 36 -0 Quantity : 4
TOP CHORD BOTTOM CHORD WEBS
1- 2 = -14487 12 -13= 14076 2 -22= 69
2 -3= -13658 13 -14= 14076 2- 21 = -847
3 -4= -17725 14 -15= 13250 3 -21= 1036
4 -5= -20135 15 -16= 17720 3 -20= 5040
5 -6= -21342 16 -17= 20135 4 -20= -2186
6 -7= -21342 17 -18= 21342 4 -19= 2722
7 -8= -21342 18 -19= 20135 5 -19= -1116
8- 9 = -20135 19 -20= 17720 5 -18= 1361
9 -10= -17725 20 -21= 13250 6- 18 = -488
10 -11= -13658 21 -22= 14076 6 -17= 0
11- 12 = -14487 22 -1= 14076
PLATE OFFSETS (X= LEFT, Y= TOP) t[ j3= 6, 4] ,(j10 =6,4],[j15 =3,3],[j20 =5,3],
2 -0 3 -6
I 4 -6
TWO -3x8
1
3 -6
6 -6
LOADING (PSF)
TOP 20 15
BOTT 0 10
LOADING STRESS INCREASE
LUMBER PLATE
1 1.10 1.10
L 7 -0 1 10 -2 -15 1 16 -5 -6 22-7-13 29-0 32 -6
3 -6 3 -2 -15 1 J 3 1 33 1- 33- 1- 33- 1- 3 -2 -1d
3 -1 -3 3 -6
4x5
2
22 21 20 19 18 17 16 15 14
3x4 4x5 5x8 4x5 4x5 4x9 4x5 5x8 4x5
7 -0
6 -6
L. HL TO PH : 7 -2 -9
LEFT HEIGHT:0 -3 -14
7 -17= -488
8 -17= 1361
8 -16= -1116
9 -16= 2722
9 -15= -2186
10 -15= 5040
10 -14= 1036
11- 14 = -847
11 -13= 69
STR.INC.: LUMB = 1.10 PLATE = 1.10
REPETITIVE STRESSES NOT USED
7X12 4x5 4x5 4x5 3x4 4x5 4x5
3 4 5 6 7 8 9
7x10 SPL.(18 GA) 7x10 SPL.(18 GA)
W/B W/B
13 -4 -3 19 -6 -10 25 -9 -1
10-2-15 116 -5 -611 22-7-13 29-0 32 -6 L 36 -0
-2 -15 3 1 33- 1- 33- 1- 3A -1 -3 3 -2 -15 J 3 -6
R. HL TO PI( :7-2-9
SPAN:36 -0 RISE:2 -0 -14 HIGHT HEIGHT:0 -3 -14
MAX STRESSES
TOP 11 -12 =0.771
BOTT 17 -18 =0.627
DEFL. @17 =0.83 < L/360
LOADING • PANEL(PLF) / JOINTS(LBS)
TYPE
UNIFORM
CONCENTRATED 14= 735 21= 735
r 017980 1 « «BEST.TRUSS » » = ==
65.26 Hand assemblyy» »: 48.94
Comp assscmbly : 0.00
Fri May 29 07:17:20 1992
Family # : 314
Top Pitch : 3./12
REACTIONS - SIZE
1= -3759 3.50
12= -3759 3.50
7x6 SPL.
W/B
7X12
1 0
1- 3= 70 3 -10= 158 10 -12= 70 12 -14= 20 14 -21= 45 21- 1= 20
36 -0
6 -6
2-0
4x5
11 TWO -3x8
12
13
3x4
MINIMUM GRADE OF LUMBER
TOP CHORD:2 *4 No.2 19 SP
BOT CHORD:2 *6 2400f2.0E MRL SP
WEBS :2 *4 No.3 19 SP
SPACING : 24.0 in. o. c.
NO. OF MEMBERS = 2
CHORD: 3 -4; 4 -5; 5 -6; 6 -7; 7 -8; 8 -9; 9 -10 TO BE 2 *6 No.2 19 SP
++ 2 MEMBERS NAILED TOGETHER W /16d NAILS 12 in. o.c. or 10d NAILS, 10 in. o.c. (CHORD AND WEBS) ++
PLATES ARE MITER M20- 258;216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN)
PLATE MUST BE INSTALLED ON BOTH FACES OF JOINTS, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS AND SSBC,TPI -91
THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER
=== « «A.�.E . S Version 5.6B>>>>
Hand cut »» : 24.41 Hand jig »» :
Comp cut : 10.75
Customer : TECH -BLDRS
Project #: 2C67A Truss ID : H9
Span : 36 -0 Quantity : 2
TOP CHORD
1 -2= -5524
2 -3= -4839
3- 4 = -5604
4 -5= -6120
5 -6= -6292
6 -7= -6292
7 -8= -6120
8 -9= -5604
9 -10= -4839
10 -11= -5524
4x12
1
LOADING (PSF) 5
TOP 20 15
BOTT 0 10
BOTTOM CHORD
11 -12= 5341
12 -13= 5341
13 -14= 4693
14 -15= 5604
15 -16= 6120
16 -17= 6120
17 -18= 5604
18 -19= 4693
19 -20= 5341
20 -1= 5341
2
1 4 -6 1 9 -0
4 -6 4 -6
L. HL TO PH : 9 -3 -5
LEFT HEIGHT:0 -3 -14
WEBS
2 -20= 89 7 -15= -339
2- 19 = -668 8 -15= 652
3 -19= 241 8 -14= -610
3 -18= 1131 9 -14= 1131
4 -18= -610 9 -13= 241
4 -17= 652 10- 13 = -668
5 -17= -339 10 -12= 89
5 -16= 217
6 -16= -207
7 -16= 217
STR.INC.: LUMB = 1.10 PLATE = 1.10
REPETITIVE STRESSES USED
NOTE: PROVIDE FOR 0.28 IN. HORIZONTAL DISPLACEMENT AT ONE BEARING
32017
REACTIONS - SIZE
1 = -1787 3.50
11= -1787 3:50
MAX STRESSES
TOP 10 -11 =0.758
BOTT 16 -17 =0.997
DEFL. @16 =0.63 < L/360
Hand
Comp
4 -6 9 -0 1 12 -1 -3 18 -0 20-11-7 27-0 31 -6
12-01 + 4 -6 3 -1 -3 A -11 -7 A -11 -7 I 4 -6
2 -11 -7 2 -11 -7 3 -1 -3
5x6 SPL.
W/B
5x8 3x4 3x4 2x4 3x4 3x4 5x8
3x4 3 4 5 6 7 8 9
20 19 18 17 16 15. 14 13
2x4 3x4 3x4 3x4 3x8 3x4 3x4 3x4
5x12 SPL. 5x12 SPL.
W/B W/B
15 -0 -9 23 -10 -13
1 12 -1 -3 18 -0 20 -11 -7 1 27 -0
3 -1 3 A -11 -7 1 A -11 -7
SPAM:36 -9 RISE:2 -6 -14
« «BEST . TRUSS » » = ==
assembly » »: 19.46
asssembly : 0.00
Fri May # 29 . 03:16:43 1992
Top Pitch : 3./12
I 36 -0 I 2 -0
4 -6
3x4
12
2x4
, 31 -6 I 36 -0 {
4 -6 4 -6
R. HL TO PH :9 -3 -5
RIGHT HEIGHT:0 -3 -14
SPACING : 24.0 in. o. c.
NO. OF MEMBERS = 1
MINIMUM GRADE OF LUMBER
TOP CHORD:2 *4 No.2 19 SP
BOT CHORD:2 *4 No.1D 19 SP
WEBS :2 *4 No.3 19 SP
PLATES ARE MITER M20- 258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN)
PLATE MUST BE INSTALLED ON BOTH FACES OF JOINTS, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS AND SSBC,TPI -91
THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER.
=== «GGA.t.E.S Version 5
Hand cut » »: 14.36
Com cut • 5.00
Customer : TECH -BLDRS
Project #: 2C67A
Span : 36 -0
TOP CHORD
1 -2= -5398
2 -3= -4502
3 -4= -5076
4 -5= -5076
5 -6= -5076
6 -7= -4502
7 -8= -5398
BOTTOM CHORD
8 -9= 5223
9 -10= 5223
10 -11= 4367
11 -12= 5076
12 -13= 4367
13 -14= 5223
14 -1= 5223
i 2 -0I 5 -6
5 -6
4x12
1
L. HL TO PX:11 -4 -1
LEFT HEIGHT:0 -3 -14
LOADING (PSF)
TOP 2 15
BOTT 0 10
WEBS
2 -14= 109
2 -13= -883
3 -13 =' 320
3 -12 823
4- 12 = -325
4 -11= 0
5 -11= -325
6 -11= 823
6 -10= 320
7 -10= -883
11-0
5 -6
3 x4
2
14
.6B »» 017978 l
Hand jig » »: 2 1 . 10 Hand
Comp
REACTIONS - SIZE
7 -9= 109 1 = -1787 3.50
8= -1607 3.50
15 -8 -9 1 20 -3 -7 25 -0 30 -6
4 -8 -9 4 -6 -13 4 -8 -9 5 -6
5x8
3
13
5x8 SPL.
W/B
STR.INC.: LUMB = 1.10 PLATE = 1.10
REPETITIVE STRESSES USED
NOTE: PROVIDE FOR 0.25 IN. HORIZONTAL DISPLACEMENT AT ONE BEARING
Truss ID : H11A
Quantity : 1
3x4 2x4 5x8
4
12
5
11 �
2x4 3x4 3x4 3x8
5 -6 11 -0 15-8-9 1 20 -3 -7 1 25 -0
5 -6 5 -6 4 -8 -9 4 -6 -13 4 -8 -9
SPAN:36 -6 RISE:3 -0 -14
MAX STRESSES
TOP 1 -2 =0.786
BOTT 14 -1 =0.932
DEFL. @11 =0.50 < L/360
« «BEST . TRUSS » » = ==
assembly » »: 9.04
as Fri May 2907:16:11 1992
Top : 3
6
10
3x4
5x8 SPL.
W/B
36 -0
5 -6
3x4
7 4x12
8
9
2x4
30 -6 36 -0
5 -6 5 -6
R. HL TO PH :11 -4 -1
RIGHT HEIGHT:0 -3 -14
MINIMUM GRADE OF LUMBER
TOP CHORD:2 *4 No.1D 19 SP
BOT CHORD:2 *4 No.1D 19 SP
WEBS :2 *4 No.3 19 SP
SPACING : 24.0 in. o. c.
NO. OF MEMBERS = 1
PLATES ARE MITER M20- 258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN)
PLATE MUST BE INSTALLED ON BOTH FACES OF JOINTS, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS AND SSBC,TPI -91
THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCRITECT OR ENGINEER.
TOP CHORD
1 -2= -5398
2 -3= -4502
3 -4= -5076
4 -5= -5076
5 -6= -5076
6 -7= -4502
7 -8= -5398
=== « «A.C.E.S Version 5.6B »»
Hand cut » »: 14.60 Hand jig » »:
Com cut : 5.08
Customer : TECH -BLDRS
Project #: 2C67A
Span : 36 -0
4x12
1
LOADING (PSq
TOP 20 15
BOTT 0 10
BOTTOM CHORD
8 -9= 5223
9 -10= 5223
10 -11= 4367
11 -12= 5076
12 -13= 4367
13 -14= 5223
14 -1= 5223
I 2 -0 5 -6
5 -6
L. HL TO PH:11 -4 -1
LEFT HEIGHT:0 -3 -14
WEBS
2 -14= 109
2 -13= -883
3 -13= 320
3 -12= 823
4 -12= -325
4 -11= 0
5 -11= -325
6 -11= 823
6 -10= 320
7 -10= -883
11-0
5 -6
5x8 3x4 2x4
3x4 3 4 5
2
5-6 11 -0
5 -6 5 -6
14 13 12 11
2x4 3x4 3x4 3x8
5x8 SPL.
W/B
MAX STRESSES
TOP 1 -2 =0.786
BOTT 14 -1 =0.932
DEFL. @11 =0.50 < L/360
STR.INC.: LUMB = 1.10 PLATE = 1.10
REPETITIVE STRESSES USED
NOTE: PROVIDE FOR 0.25 IN. HORIZONTAL DISPLACEMENT AT ONE BEARING
r 017977
21.46
Truss ID : H11
Quantity : 1
REACTIONS - SIZE
7 -9= 109 1= -1787 3.50
8= -1787 3.50
1 15 -8 -9 1 20 -3 -7 1 25 -0
4 -8 -9 1 4 4-8-9
Rand
Comp
+ 15 -8 -9 20 -3 -7 1 25 -0 30 -6
4 -8 -9 4 -6 -13 4 -8 -9 5 -6
SPAN:36 -0 RISE:3 -0 -14
5x8
6 3x4
10 9
3x4 2x4
5x8 SPL.
W/B
« «BEST . TRUSS » » = ==
assembly » »: 9.20
asssembly : 0.00
Fri May #29 07:15:40 1992
Top Pitch : 3./12
36 -0
1
5 -6
30 -6 36-0
5 -6 5 -6
R. HL TO PH :11 -4 -1
RIGHT HEIGHT:0 -3 -14
MINIMUM GRADE OF LUMBER
TOP CHORD:2 *4 No.1D 19 SP
BOT CHORD:2 *4 No.1D 19 SP
WEBS :2 *4 ,No.3 19 SP
SPACING : 24.0 in. o. c.
NO. OF MEMBERS = 1
4x12
. 8
.PLATES ARE MITER M20- 258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN)
PLATE MUST BE INSTALLED ON BOTH FACES OF JOINTS, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS AND SSBC,TPI -91
THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER.
=== « «A.C.E.S Version 5.6B »»
Hand cut » »: 14.84 Hand jig » »:
Com cut : 5.17
Customer : TECH -BLDRS
Project #: 2C67A Truss ID : H13A
Span : 36 -0 Quantity : 1
TOP CHORD
1 -2= -5542
2 -3= -4902
3 -4= -4156
4 -5= -4374
5 -6= -4374
6 -7= -4156
7 -8= -4902
8 -9= -5542
1 2-0 1 4-4
4-4
4x12
1
LOADING (PSF)
L D
TOP 15
BOTT 20 10
BOTTOM CHORD WEBS
9 -10= 5358 2 -16= 85
10 -11= 5358 2 -15= -621
11 -12= 4756 3 -15= 241
12 -13= 4031 3 -14= -813
13 -14= 4031 4 -14= 460
14 -15= 4756 4 -13= 410
15 -16= 5358 5 -13= -350
16 -1= 5358 6 -13= 410
6 -12= 460
7 -12= -813
1 -8 113 -0
4 -4 4 -4
3x4
2
16
4 -4 8 -8
4 -4 I 4-4
3x6 SPL.
3x4
3
15
7 -11= 241
8 -11= -621
8 -10= 85
5x8
4
L. HL TO PH:13 -4 -13
LEFT HEIGHT:0 -3 -14 SPAN:36 -H
14
2x4 3x4 3x4
5x8 SPL.
WfB
1 13 -0 1 18 -0
4 -4 5 -0
STR.INC.: LUMB = 1.10 PLATE = 1.10
REPETITIVE STRESSES USED
21017
REACTIONS - SIZE
1= -1787 3.50
9= -1607 3.50
1 18 -0 1
5 -0 5 -0
2x4
5
13
Hand
Comp
23 -0 1 27 -4 1 31 -8 1 36 -0
4 -4 4 -4 4 -4
5x8
6
12
« «BEST. TRUSS » » = ==
assemblyy»» : 9.35
as Fri. May 29 07:15:09 1992
Top : 3
5x8 SPL.
W/B
3x4
7 3x4
8 4x12
9
11
10
3x8 3x4 3x4 2x4
1 23 -0 1 27 -4 1 31 -8 1 36 -0
5 -0 4 -4 4 -4 4 -4
1
1
R. HL TO PH :13 -4 -13
RISE:3 -6 -14 RIGHT HEIGHT:0 -3 -14
MAX STRESSES MINIMUM GRADE OF LUMBER
TOP 4 -5 =0.937 TOP CHORD:2 *4 No.2 19 SP
BOTT 10 -11 =0.916 BOT CHORD:2 *4 No.1D 19 SP
DEFL. @13 =0.45 < L/360 WEBS :2 *4 No.3 19 SP
SPACING : 24.0 in. o. c.
NO. OF MEMBERS = 1
PLATES ARE MITER M20- 258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN)
PLATE MUST BE INSTALLED ON BOTH FACES OF JOINTS, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS AND SSBC,TPI -91
THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH I8 ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER.
= = = «ZZA. C E . S Version 5.
Hand cut » »: 15.08
Com cut : 5.25
Customer : TECH -BLDRS
Project #: 2C67A
Span : 36 -0
TOP CHORD
1- 2 = -5542
2- 3 = -4902
3 -4= -4156
4 -5= -4374
5 -6= -4374
6 -7= -4156
7 -8= -4902
8 -9= -5542
BOTTOM CHORD
9 -10= 5358
10 -11= 5358
11 -12= 4756
12 -13= 4031
13 -14= 4031
14 -15= 4756
15 -16= 5358
16 -1= 5358
2
1 -0 -4 I 8 -8 I 13 -0 1 18 -0 I 23 -0 I 27 -4 I 31 -0 I36 -0 1 21 4 -4 4 -4 4 -4 5 -0 5 -0 4 -4 4 -4 4 -4
LOADING (PSq
TOP 20 15
BOTT 0 10
3x4
2
16
2x4
I 4 -4 �8 -8
4 -4 4 -4
L. HL TO PH:13 -4 -13
LEFT HEIGHT:8 -3 -14
WEBS
2 -16= 85
2 -15= -621
3 -15= 241
3 -14= -813
4 -14= 460
4 -13= 410
5 -13= -350
6 -13= 410
6 -12= 460
7 -12= -813
6B »» r 017975 1 ««BEST.TRUSS » » = ==
Hand jig » »: 22.17 Hand assembly »» : 9.50
Comp asssembly : 0.00
Fri May 29 07:14:38 1992
Truss ID : H13 Family # : 314
Quantity : 1 Top Pitch : 3./12
3x6 SPL.
3x4
3
7 -11= 241
8 -11= -621
8 -10= 85
5x8
15
4
14
3x4 3x4
5x8 SPL.
W/B
REACTIONS - SIZE
1 = -1787 3.50
9 = -1787 3.50
2x4
5
13
SPAN:36 -8 RISE:3 -6 -14
MAX STRESSES
TOP 4 -5 =0.937
BOTT 10 -11 =0.916
DEFL. @13 =0.45 < L/360
STR.INC.: LUMB = 1.10 PLATE = 1.10
REPETITIVE STRESSES USED
5x8
6
12
5x8 SPL.
W/B
3x6 SPL.
3x4
7 3x4
8
11
10
3x8 3x4 3x4 2x4
13 -0 18 -0 23 -0 27 -4 31 -8 36 -0
+ 4 -4 ' 5 -0 1 5 -0 1 4 -4 1 1 4 -4 4 -4
4x12
9
R. HL TO PH :13 -4 -13
RIGHT HEIGHT:8 -3 -14
MINIMUM GRADE OF LUMBER
TOP CHORD:2 *4 No.2 19 SP
BOT CHORD:2 *4 No.1D 19 SP
WEBS :2 *4 No.3 19 SP
SPACING : 24.0 in. o. c.
NO. OF MEMBERS = 1
PLATES ARE MITER M20- 258,216 MANUFACTURED FROM ASTH A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN)
PLATE MUST BE INSTALLED ON BOTH FACES OF JOINTS, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS AND SSBC,TPI -91
THIS DESIGN IB FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER.
= = =< <TA:C.E.S Version 5
Hand cut » »: 24.79
Com cut : 10.92
Customer : TECH -BLDRS
Project #: 2C67A
P
TOP CHORD
1 -2= -5464
2 -3= -4680
3- 4 = -3802
4 -5= -3795
5 -6= -3795
6 -7= -3802
7 -8= -4680
8 -9= -5464
BOTTOM CHORD
9 -10= 5285
10 -11= 5285
11 -12= 4540
12 -13= 3688
13 -14= 3688
14 -15= 4540
15 -16= 5285
16 -1= 5285
1 2 -0 5 -0
5 -0
L. HL TO Pl(:15 -5 -9
LEFT HEIGHT:@ -3 -14
LOADING (PSq
TOP 20 15
BOTT 0 10
2x4
WEBS
2 -16= 99
2 -15= -769
3 -15= 290
3- 14 = -954
4 -14= 510
4 -13= 172
5 -13= -210
6 -13= 172
6 -12= 510
7 -12= -954
5 -0 10 -0
1 5 -0 1 5 -0
3x6 SPL.
3x4
3x 4
7 -11= 290
8 -11= -769
8 -10= 99
5x8 SPL.
(MB
STR.INC.:•LUMB = 1.10 PLATE = 1.10
.6B »» r 017974 1 « «BEST.TRUSS » » = ==
Hand jig » »: 32.93 Hand assembly » »: 19.76
Comp asssembly : 0.00
Fri May 29 07:14:05 1992
Truss ID : H15 Family # : 314
Quantity : 2 Top Pitch : 3./12
REACTIONS - SIZE
1= -1787 3.50
9= -1607 3.50
10 -0 15 -0 1 18 -0 21-0 I 26 -0
5 -0 5 -0 3 -0 3 -0 5 -0
5x8 2x4 5x8
4 5 6
3x4 3 7 3x4
4x12 2 8 4x12
1 9
16 15 14 13 12
3x4 3x8 3x4
15 -0 18-0 21-0
5 -0 3 -0 3 -0
SPAN:36 -0 HISE:4 -H -14
3x6 SPL.
3x4
11
3x4
5x8 SPL.
W/B
I 31 -0 I 36 -0
5 -0 5 -0
10
2x4
26 -0 31 -0 36 -0
5 -0 5 -0 5 -0
H. HL TO P}( :15 -5 -9
RIGHT HEIGHT:t -3 -14
MAX STRESSES MINIMUM GRADE OF LUMBER
TOP 1 -2 =0.738 TOP CHORD:2 *4 No.1D 19 SP
BOTT 10 -11 =0.929 BOT CHORD:2 *4 No.1D 19 SP
DEFL. @13 =0.42 < L/360 WEBS :2 *4 No.3 19 SP
SPACING : 24.0 in. o. c.
REPETITIVE STRESSES USED NO. OF MEMBERS = 1
PLATES ARE MITER M20- 258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN)
PLATE MUST BE INSTALLED ON BOTH FACES OF JOINTS, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS AND SSBC,TPI -91
THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER.
= = =< C.E.S Version 5.6B »»
Hand cut » »: 24.60 Hand jig » »:
Com cut : 10.84
Customer : TECH -BLDRS
Project #: 2C67A Truss ID : H17
Span : 36 -0 Quantity : 2
TOP CHORD
1 -2= -5496
2 -3= -5261
3- 4 = -4401
4 -5= -3445
5- 6 = -3341
6- 7 = -3445
7- 8 = -4401
8 -9= -5261
9 -10= -5496
LOADING (PSI
TOP 20 15
BOTT 0 10
BOTTOM CHORD
10 -11= 5312
11 -12= 4745
12 -13= 4060
13 -14= 3341
14 -15= 4060
15 -16= 4745
16 -1= 5312
1 2-0 1 4-3
4 -3
5x8 5x6
3x4 5 6 3x4
3x4 3 4 -- - 7 3 8 2x4
2x4 �_
4x12
--1411111111111111" 4 - -7
10
4x12 2 r� \ \
1 5 -8
5 -8
L. HL TO PH :17-6-4
LEFT HEIGHT:0 -3 -14
WEBS
2 -16= -263
3 -16= 450
3 -15= -597
4 -15= 518
4 -14= -901
5 -14= 620
5 -13= 0
6 -13= 620
7 -13= -901
7 -12= 518
1 8 -6 1 12 -9
4 -3 4 -3
16
3x4
1
3x6 SPL.
8 -12= -597
8 -11= 450
9 -11= -263
15
3x4
REACTIONS - SIZE
1 = -1787 3.50
10= -1607 3.50
1 17 -0 19- 0 -3
4 -3 2 4 -3
5x6 SPL.
W/B
11 -4 17 -0 19 -0
5 -8 1 5 -8 2 I
SPAN:36 -0 BISE:4 -6 -14
r 017973 1 « «BEST.TRUSS » » = ==
32.68 Hand assembly » »: 19.61
Comp assscmbly : 0.00
Fri May 29 07:13:34 1992
Family # : special
Top Pitch : 3./12
14 13
3x43x8
MAX STRESSES
TOP 2 -3 =0.801
BOTT 10 -11 =0.953
DEFL. @14 =0.42 < L/360
1 27 -6 131-9 136 -0 1
4 -3 4 -3 4 -3
12
3x4
5x6 SPL.
W/B
3x6 SPL.
11
3x4
24 -8 30 -4 36 -0
5 -8 1 5 -8 1 5 -8
1
B. HL TO PH :17 -6 -4
BIGHT HEIGHT:0 -3 -14
MINIMUM GRADE OF LUMBER
TOP CHORD:2 *4 No.2 19 SP
BOT CHORD:2 *4 No.1D 19 SP
WEBS :2 *4 No.3 19 SP
STR.INC.: LUMB = 1.10 PLATE = 1.10 SPACING : 24.0 in. o. c.
REPETITIVE STRESSES USED NO. OF MEMBERS = 1
PLATES ARE MITER M20- 258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN)
PLATE MUST BE INSTALLED ON BOTH FACES OF JOINTS, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS AND SSBC,TPI -91
THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER.
=== ««A.C.E.S Version 5.6B »»
Hand cut » »: 67.03 Hand jig » »:
Comp cut : 31.75
Customer : TECH -BLDRS
Project #: 2C67A Truss ID : T1
Span : 36 -0 Quantity : 6
TOP CHORD BOTTOM CHORD WEBS
1 -2= -5400 9 -10= 5223 2 -15= -262
2 -3= -5274 10 -11= 4597 3 -15= 624
3- 4 = -4503 11 -12= 3888 3 -14= -509
4 -5= -3661 12 -13= 3157 4 -14= 731
5 -6= -3661 13 -14= 3888 4 -13= -726
6 -7= -4503 14 -15= 4597 5 -13= 839
7 -8= -5274 15 -1= 5223 5 -12= 839
8 -9= -5400 6 -12= -726
6 -11= 731
7- 11 = -509
4x12
1
5 -11 10-9
5 -11 4 -10
L. HL TO PR :18 -6 -10
LEFT HEIGHT:0 -3 -14
LOADING (PSF) 0 15
BOTT 2 0 10
2x4
2
15
3x4
3x6 SPL.
7 -10= 624
8 -10= -262
3x4
3x4 4
3
14
3x4
13
3x4
5x6 SPL.
W/B
15-7 20 -5
4 -10 4 -10
70.56
REACTIONS - SIZE
1= -1787 3.50
9= -1607 3.50
5x6
5
Land
Comp
1 2 -0 5 -3 -12 1 9 -6 -8 13 -9 -4 18 -0 22 -2 -12 26 -5 -8 30 -8 -4
5 -3 -12 4 I 4 I 4-2-12 I 4-2-12 4 1 4-2-12
3x4
6
« «BEST . TRUSS » » = ==
assembly » »: 57.46
asssembly : 0.00
Fri May #29:07:13:04 1992
Top Pitch : 3./12
12
3x4
SPAN:36 -0 RISE:4 -9 -14
11
3x4
5x6 SPL.
W/B
3x6 SPL.
10
3x4
36 -0
5 -3 -12
3x4
7 2x4
8 4x12
9
25-3 I 30 -1 36 -0
4 -10 4 -10 5 -11
R. HL TO PH :18 -6 -10
RIGHT HEIGHT:0 -3 -14
MAX STRESSES MINIMUM GRADE OF LUMBER
TOP 1 -2 =0.917 TOP CHORD:2 *4 No.2 19 SP
BOTT 15 -1 =0.927 BOT CHORD:2 *4 No.1D 19 SP
DEFL. @13 =0.42 < L/360 WEBS :2 *4 No.3 19 SP
STR.INC.: LUMB = 1.10 PLATE = 1.10
REPETITIVE STRESSES USED NO. OF MEMBERS = 1
SPACING : 24.0 in. o. c.
PLATES ARE NITER M20- 258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN)
PLATE MUST BE INSTALLED ON BOTH FACES OF JOINTS, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS AND SSBC,TPI -91
THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER.
t •
,: :Summary Sheet
COMMENTARY and RECOMMENDATIONS for
HANDLING, INSTALLING & BRACING METAL
PLATE CONNECTED WOOD TRUSSES°
..;:: It Is the responsibility . of the buildeebuildinq contractor, licensed contractor,
• erector or erection contractor to properly handle and Install metal plate connected
••• wood trusses to protect life and property. The installer must exercise the same high
7.;
• degree of safety awareness as with any other structural material. TPI does not •
Intend these recommendations to be interpreted as; superior to the project
Architect's or Engineer's design specification for handling, installing and bracing
• wood trusses for a particular roof or floor. These recommendations are based upon
the collective experience of leading technical personnel in the wood truss industry,
,UTIO
97=CtIc
/ • ,
•
.
.iiiI t'? t • ;
(;) ...1.4ji11 .1 f
• •
Y j e J11• . , Itli.IL:rol;; ; 11[0].ii: 110 ' 19 ,
1. , I. ‘ 1Z.:1. 1. I
4Ar.,1 ' I I (t I q
Trusses stored horizontally should be
supported on blocking. •
, 49-;
L.
riZ I tit
1 TRUSSSTORAGE
.t-
'Ail' .1,1 114
I t
TRUSS FILATEINSTITU
583 D'Ohotrio Di 206''?
'
Madison, WIscorisln 537195 ?.'
;(608) 833-590O. 1j
• but must, due to the nature of ra"sPoneibilftlealnvoliied,:be
for the use of a qualified
the Truss Plate Institute, Inc. expressly
arising from the user aPplicatian
information contained herein by buildirigtdealinetiabisilde
others. Copyright 0 by Truie,Plate Instfte,InC.AIEdg
document or any part th6reof rust not beiepitiduceirtkaiiir
written permission of the `publielier:' Printriclin the United'
•,
;.1
Frame 1
• • , .-,.'k " ; 1 i.. ., ... ....., .
,
/7\ ......I. • . -1.1t....r. .1..
41 , , •iif- :i •Itrif,-1;•, , %Ii
1 1, 7- 77 - 7 . ■ ; , : i2J-1 .....t •1,(l'ii■If (.... (t1,- tio
1
• • •.' • .
a 4 • aa, a " .77 '
Trusses itOreili : be
,..
.,,, , 4 , 4 .... '. '
braced to topp
. prevent lino
g rltipIng
p
c14 ,:
.
L/ .._,..„
-,,,,„-,-”,..„.„,;,,,,-.„.-..,v,,,,,,-..,,,,„:„.„,
V N 4.1 " 1 • . V ° t• I t i °.- •
° ' ' " alt •
[ '' .1 .1
0)• •
• ,
aaa
. 1; 1
j0;atr”,lt
al"
•
•
:Toe in
Ground brace
vertical (GBv)
4 ••—•—•4
?" ''
'h 441 •
;fuss length • •••
3 ;
Truss spans less
r
- - •
•;•• +
r . • "
• . . - - /:,
.: 44 to . 45 truss lenotti
Approximately
%truss length
• .1.
than 30'. • •
iLesps thamortequal .to BO,: •••: •
••• • :4,, '1. •
i•
1 .1
if
.Toe In
• •, t.
;Approxmately:
• 1lla to Wiiuss length -
Less than or ,equal .10 60'
!GROUND BRACING BUILDING INTERIOR
let truss of braced
group of trusses
•
Ground brace
vertical (GBV)
MECHANICAL
INSTALLATION
•
Frame 2
Ground brace
diagonals (GBD)
Ground brace
vertical (GBV)
Strongback/
SpreaderBar
10'
'
Strongback/
Spreader Bar
.• • • :
At or above 1----- _ , - .....--101A111.11Elar,-11111
mid-height i ■i'lt..11L.,
Approximately
Vito 3/4 truss length
Greater than 60'
Typical vertical
attachment
.1 :•":•‘
— r1.. 4 1, 1 _/-...", •
' •
/•• N N‹
-•••••' •
Strut
(sr)
Typical horizontal tie member with
multiple stakes (HT)
ARNINGA)
5e1A-it4444.-
keteP
•
10'
10'
;r4 ri7 ^111;1 ("in
I t-
• " iftr
tti
riMlarM
• ialfft
be • I. e stal
• -
pktimmitiota.iyo.44tgioaorigy,..ki.p9a§tblo,
GROUND BRACING: BUILDING EXTERIOR
ig\.11 Si% 1 PA7 1
Approximately'
Y3 10 Y4 truss length
Greater than 60'.
•
Ground, \ .
IstbraeCer,alkEi'DO'.• A \ ::, 1 e t r u e a of braced
duzgroup of trusties
• : ': End brace (EB)
.
Continuous Top Chord
Lateral Brace
Required
10' or Greater
..."114 «._ .•:::.....:.::.:„. ,...,,,..
01110118101111110111111. 1 1, 11 1 11 1 1:1 1 1 1 1 1 111:111:11liliiiii11:1191111i11:1111111i I9f :',.....',..-
MI NIM ii i411 TOPtifORD11!11:1111111011: DIAGONALBRACt:ill
PITCH LATERAL BRACE SPACING v :.
RIFF ENCE SPACING(LBS) ii1:01!1:i1[0iiiiieS11111:1::;!!!1:i!
' 91;:i!I!, 'illildiniPleilIWOMIlilli111: SP/DF iiii' ii'SPF/HF
-, •
17 12
3.0 4 6' 9 6 ''' .1 '
,...; , ..
3.0 i,..— . 5' 5 3
■,'' '
See a registered professional engineer ,..,.....
Continuous Top Chord
Lateral Brace
Required
10' or Greater
- 3
•
Up to 32'
Over 32' - 48'
Over 48' - 60'
Over 60'
4/12
4/12
4/12
TOP CHORD
SPACING(L65)
8'
6'
5'
TOP CHORD
DIAGONAL BRACE •
SPACING (DBO,
[# trusses]
SP/DF
20
10
6
SPF/HF
15
7
4
See a registered professional engineer
DF - Douglas Fir-Larch
SP - Southern Pine
'HF - Hem-Fir. ' . - Spruce-Pine-Fir
All lateral braces
lapped at least 2
trusses:
.. •
ti,1 TRUSS 1
SCISSORS TRUSS
'A* • ' .:••• • •
• •
• .9 ,
t't • 4`s
Biitioni,chordAlagonal DrACII1g
eachlnd , t 9 u , 9g;,. .
.•• t .
-1441
1 ‘ 9 .■
• 10
, I •
Flame 4
Up to 32'
Over 32' - 48'
Over 48' - 60'
Over 60'
M I N I M U M ,'.!•,"
PITCH
4/12
4/12
4/12
:i
'
SPACiNG(LI3S)
15'
15'
15'
BOTTOM CHORD
DIAGONAL BRACE
SPACING (DBs)
[# trusses]
SP/DF
20
10
6
SPF/HF
15
7
4
See a registered professional engineer
•
• DF - Douglas Fir-Larch
I-IF - Hem-Fir
•
•
. •
BOTTOM CHORD PLANE
;10 lv&t : 1-0 `
rf".
' <11 /tiff, ' • • 1, ,
hestr ' 9mrnglatickat 10,yes9Itin
tvor,
9999 01990,4
ttl""1
4
• ;,
SP - Southern Pine
SPF - Spruce-Pine-Fir
All lateral braces
lapped at least 2
trusses.
4.
3., ` I -
, •
• ; :).:! Cross bracing repeated
each end of the'r •r: ,
building and at 20'
•
Intervals.
SPAN
MINIMUM
DEPTH
TOP CHORD
LATERAL BRACE
, SPACING(LB s )
TOP CHORD
DIAGONAL BRACE
SPACING(DB
[# trusses]
SP /DF :.
SPF /HF
Up to 32'
30"
8'
16
10
Over 32' - 48'
42"
6'
6
4
Over 48' - 60'
48"
5'
4
2
Over 60'
See a registered professional engineer
DF - Douglas Fir -Larch . SP - Southern Pine
HF - Hem -Fir SPF - Spruce- Pine -Fir
:The end
diagonal brace
for.cantilevered
trusses must be
'placed on vertical
webs. Inline with
'the support.
All lateral.:
Braces lapped
atieast two
,trusses.
i,ARNING Failure o ffolio►ni these recomev endatiorls could result in
se4tie;personai injury or to trusses or buildings: f
4x2 PARALLEL CHORD TRUSS :TOP CHORD
End diagonals are essential for, .
stability and must be duplicated on
both ends of the truss system.
End diagonals are esgsen Iailfor
stability and must be dupiik'ated on
both ends of the truss system. –
Frame 5
2x4/2x6 PARALLEL
CHORD TRUSS
3 ma s)
Continuous
Top Chord
Required
Lateral Brace
10" or Greater �
Attachment
Required —�
20 y
S PF/HF z o •c.
30" or
,v. greater
?1 /
Continuous
Top Chord ��
Lateral Brace r"t7,:1
Required — i - - - 1 – �
10" or Greater NN
I N N
N
Attachment
Required
• 31°
Trusses s have lum-
ber oriented in the hori-
zontal direction to use
this brace spacing.
SPAN
MINIMUM
PITCH
TOP CHORD
LATERAL BRACE
SPACING(LBs)
TOP CHORD
DIAGONAL BRACE
SPACING (DIEls)
[# trusses]
SP/DF
SPF/HF
Up to 24'
3/12
8'
17
12
Over 24' - 42'
3/12
7'
10
6
Over 42' - 54'
3/12
•6'
6
4
Over 54'
See a registered professional engineer
D(in)
D/50
D(ft)
12"
1/4"
1'
24"
1/2"
2'
36"
3/4"
3'
48"
1"
4'
60"
1-1/4"
5'
72"
1-1/2"
6'
84"
1-3/4"
7'
96"
2"
8'
108"
2"
9'
L(In) 1/200 L(ft)
200"
1"
16.7'
250"
1-1/4"
20.8'
300"
1-1/2"
25.0'
L(in) L/200 L(ft)
50"
1/4"
4.2'
100"
1/2"
8.3'
150"
3/4"
12.5'
DF - Douglas Fir-Larch
HF - Hem-Fir
MONO TRUSS •
Diagonal brace
also required on
end verticals.
SP - Southern Pine
SPF - Spruce-Pine-Fir
WARNING: Failure to followthese recommendations could result in
severe personal injury or damage to trusses or buildings.
PLUMB
Truss
Depth
D(in)
±1/4
Maximum
Misplacement
Lesser of
D/50 or 2"
Plumb
Une
OUT-OF-PLUMB INSTALLATION TOLERANCES.
• ,
" I j ("t" •.• ..
' • ,
•
eee el ........ ..ersee. — r e e e =reel e,1,4 7 . ”-e=••••7e.eeelee■
INSTALLATION TOLERANCES
T
Frame 6
.............................
................................
.............
L(in)
.......................
........ •
Length
L(in)
All lateral braces
lapped at least 2
trusses.
Continuous Top Chord
Lateral Brace
Required
t Lesser of
L/200 or 2"
t
L(In)
BOW
Lesser of
1/200 or 2"
OUT-OF-PLANE INSTALLATION TOLERANCES.
:•• 11.":Cin • e .
RowaBAci< DETA
2X4 _ Fwo2TF-0 s`r5ATI-1 /,UstAGGA-DoN
CP ea
asi
L
ivcr-s)
•
uafi� : ‹c' NN t cf otioB cic
U1/AL ( Asa. WIN` "26 As
lam ' to D /SL®DQE 7
Gcvo6c 'F () six)* 2
! d GON NAILS iic,eAJC4JJ.
cLjPs q8 -44 units oR. Z AyLJACL
.scicco's
BEST
TRUS
COMPANY, INC.
iensigns
Fasteners
4 " De &gn Loads (Ibs)'h'
='t H (•
: Al''*
' Heade0
" r" joist'' • '"
Normal
"Max :
Uplift'
5 -1/4"
3 -1/2"
20 -16D
10- 10dX1 -1/2"
2400
3000
Uplift
7 -1/4"
3 -1/2"
28 -16d
14- 10dX1 -1/2"
3360
4200
1438
7 -1/4"
3 -1/2"
28 -HN20A
14 -HN20A
4173
4557
2013
2296
9 -1/4"
3 -1/2"
32 -16d
16- 10dX1 -1/2"
3840
4725
3 -10d
9 -1/4"
3 -1/2"
32 -HN20A
16 -HN20A
4400
4832
2301
2628
5 -3/8"
3 -1/2"
22 -16d
11 -10d
2640
3300
1716
5 -3/8"
3 -1/2"
22 -HN20A
11 -HN20A
3403
4253
2541
7 -3/8"
3 -1/2"
32 -16d
14 -10d
3840
4000
1 JHA
JHA413
JHA
7 -3/8"
3 -1/2"
32 -HN20A
14 -HN20A
4949
4 -1/2"
2000
9 -3/8"
3 -1/2"
40 -16d
16 -10d
4800
6187
6000
3234
2496
9 -3/8"
3 -1/2"
40 -HN20A
16 -HN20A
6187
7733
3240
5 -1/8"
3 -1/2"
22 -16d
11 -10d
2640
3300
3696
1716
5 -1/8"
3 -1/2"
22 -HN20A
11 -HN20A
3403
4253
2541
7 -1/8"
3 -1/2"
32 -16d
14 -10d
3840
4800
2184
7 -1/8"
3 -1/2"
32 -HN20A
14 -HN20a
4949
6187
3234
9 -1/8"
3 -1/2"
40 -16d
16 -10d
4800
6000
9 -1/8"
3 -1/2"
40 -HN20A
16 -HN20A
6187
7448
2496
3696
MANUFACTURING INC.
EXTRA HEAVY CONNECTORS
• Hughes EHUH Series connectors are designed to support
heavily loaded 2X, double 2X & 4X lumber plated trusses
• 14 gauge Hot Dipped Galvanized Steel
• Full 3 -1/2" seat depth allows exceptionally high design loads
• Suffix "N" hangers require the use of Annular Ring Nails
:. .. , Box
EHUH 28 -N E.H. Conn. 2X8
EHUH 26 E.H. Conn. 2X6
EHUH 28
E.H. Conn. 2X8
EHUH 210 E.H. Conn. 2X10
EHUH 210 -N E.H. Conn. 2X10
EHUH 26 -2 E.H. Conn. 2 - 2X6
EHUH 26 -2 -N
EHUH 28 -2
EHUH 28 -2 -N
EHUH 210 -2
EHUH 210 -2 -N
EHUH 46
EHUH 46 -N
EHUH 48
EHUH 48 -N
EHUH 410
EHUH 410 -N
E.H. Conn. 2 - 2X6
E.H. Conn. 2 - 2X8
E.H. Conn. 2 - 2X8
E.H. Conn. 2 - 2X10
E.H. Conn. 2 - 2X10
E.H. Conn. 4X6
E.H. Conn. 4X6
E.H. Conn. 4X8
E.H. Conn. 4X8
E.H. Conn. 4X10
E.H. Conn. 4X10
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
DI
1 -5/8"
1 -5/8"
1 -5/8"
1 -5/8"
1 -5/8"
3 -1/8"
3 -1/8"
3 -1/8"
3 -1/8"
3 -1/8"
3 -1/8"
3- 9/16"
3-9/16"
3- 9/16"
3 -9/16"
3- 9/16"
3- 9/16"
JOIST/TRUSS HANGERS, ADJUSTABLE
• 16 & 18 gauge Hot Dipped Galvanized Steel (see table)
• Extra long straps allow maximum number of nails for
maximum strength
• Can be field formed for top flange hanger convenience
• A few sizes satisfies all your hanger requirements
• No bolts required
• A full 2 -1/2" seat bearing depth
V rodda
1;
- -
Matet'181
Qty/
Box
' .Wgt/.
Box
`Dimensions ,'-
Fasteners
'. Design Loads (Ibs)
W
4'. H
:. A.
Header
Joist'`
Normal
Max
Uplift
IJ '.Code,
HA 213''
18 oa
50
40
1 -5/8"
13 -1/2"
5 -1/2"
18 -16d
3 -10d
2430
2854
861
JHA 218
16 pa
30
41
1 -5/8"
17 -1/4"
5 -1/2"
24 -16d
3 -10d
2767
2929
861
JHA 2 -213
18 ga
50
40
3 -1/8"
12 -1/2"
4 -7/8"
18 -16d
6 -10d
2430
2854
938
2 -218
16 qa
30
41
3 -1/8"
16 -1/2"
4 -7/8"
24 -16d
6 -10d
3240
3250
938
1 JHA
JHA413
JHA
18ga
50
40
3 -5/8"
12 -1/4"
4 -1/2"
18 -16d
6 -10d
2430
2854
9381
418
16 ga
30
41
3 -5/8"
16 -1/4"
4 -1/2"
24 -16d
6 -10d
3240
3250
938
MANUFACTURING INC.
EXTRA HEAVY CONNECTORS
• Hughes EHUH Series connectors are designed to support
heavily loaded 2X, double 2X & 4X lumber plated trusses
• 14 gauge Hot Dipped Galvanized Steel
• Full 3 -1/2" seat depth allows exceptionally high design loads
• Suffix "N" hangers require the use of Annular Ring Nails
:. .. , Box
EHUH 28 -N E.H. Conn. 2X8
EHUH 26 E.H. Conn. 2X6
EHUH 28
E.H. Conn. 2X8
EHUH 210 E.H. Conn. 2X10
EHUH 210 -N E.H. Conn. 2X10
EHUH 26 -2 E.H. Conn. 2 - 2X6
EHUH 26 -2 -N
EHUH 28 -2
EHUH 28 -2 -N
EHUH 210 -2
EHUH 210 -2 -N
EHUH 46
EHUH 46 -N
EHUH 48
EHUH 48 -N
EHUH 410
EHUH 410 -N
E.H. Conn. 2 - 2X6
E.H. Conn. 2 - 2X8
E.H. Conn. 2 - 2X8
E.H. Conn. 2 - 2X10
E.H. Conn. 2 - 2X10
E.H. Conn. 4X6
E.H. Conn. 4X6
E.H. Conn. 4X8
E.H. Conn. 4X8
E.H. Conn. 4X10
E.H. Conn. 4X10
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
DI
1 -5/8"
1 -5/8"
1 -5/8"
1 -5/8"
1 -5/8"
3 -1/8"
3 -1/8"
3 -1/8"
3 -1/8"
3 -1/8"
3 -1/8"
3- 9/16"
3-9/16"
3- 9/16"
3 -9/16"
3- 9/16"
3- 9/16"
JOIST/TRUSS HANGERS, ADJUSTABLE
• 16 & 18 gauge Hot Dipped Galvanized Steel (see table)
• Extra long straps allow maximum number of nails for
maximum strength
• Can be field formed for top flange hanger convenience
• A few sizes satisfies all your hanger requirements
• No bolts required
• A full 2 -1/2" seat bearing depth
1
TOP CHORD CONNECTION:
5'0' JACKS - 5,8 -D NAILS
3'0' & 1'0' JACKS - 2,8-D NAILS
12
MIN. P - 2.5
P - 10
s-
1
BOTTOM CHORD CONNECTION:
2,8 -D NAILS
3X4
1
}
MINIMUM GRADE OF LUMBER
T.C. 2X9 No.2 19 SP
B.C. 2X4 No.2 19 SP
Webs 2X4 No.3 19 SP
LOADING (PSI=
L
TOP 30 15
BOTTOM 0 10
SPACING : 21' O.C.
COMMON JACKS
REACTION - SIZE
1 --503 35
1--920 1.5
3 --105 1.5
16.97
P
5 -5 -6
TPI -92 Crit.
SSBC -91
STR. ]NCR.: 33
DRAWN BY : TAN
CHECKED BY : JAI
REP. STRESS: NO
7'0" CORNER SET
2
3
9 -10 -12
3X4
2X3.
5
4 -5 -6
CORNER JACK
NOTE, THIS DESIGN HAS BEEN CFC-CKED WITH 120 t1 °H V1ID LOAD. WALL HC-3 T 10 FT r.R(
PROV1D FD1 JPL1FT AT BEARING WALL CONNECTIC►tS 150 LES AT COKMON JACKS L 250 LBS
0 0
MlTek Industries Inc.
CORNER JACK --�
COMMON JACK
1TYP)
2 OPTIONAL 2X3
VERT. — ..
PARTIAL ROOF LAYOUT
1s•IT ,- DOUBLE BEVEL CUT
AT THE END OF TOP
AND BOTTOM CHORDS.
3X1
1
.1
1
5,16-D NAILS
f ti [kV 1. .2&tt
AT CORNER
r , ; C ck - r 1 F)c ) 1
. 13658
ri
im p.
Approved 11 � tr ies Inc.
•
MAXIMUM OVERHANGS.
PREP.R BY rtiAN 0- 10E
.■101
i
•
-t
_ri
I
�
CP T]ONAL
RETURN
j CV"tR- .: LEDGER EOLTED 70
1-- i_- -HAM 1=i LD .1
OVERHANG WITHOUT RETURN OVERHANG WITH RETURN
GRADE OF
LUMBER
l0 PSF SOFFIT
2 PSF SOFFIT
2X4
2X6
2X1
2X6
No.2ND 19 SP
3-1-12
4 -5 -12
3-6-1
5 -1 -4
No.2 19 SP
3 -3 -13
1-9-2
3-8-8
5 -3 -14
No.2D 19 SP
3 -6 -6
5 -1 -8
3 -11-5
5 -8 -12
No.IND 19 SP
3 -6 -6
5 -2 -9
3 -11 -6
5 -9 -15
No.1 19 SP
3 -8 -3
5 -5 -10
4 -1 -7
6-3-6
• No.1D 19 SP
3 -9-15
5 -7 -9
4 -3 -6
6 -3 -9
NDSS 19 SP
9 -1-7
6 -5 -11
4 -8 -10
7 -3 -9
SS 19 SP
1-2-7
6 -7 -3
1-9-11
7 -6 -10
DSS 19 SP
1-3-5
6 -8 -10
4 -10 -12
7-8-1
MINIMUM GRADE OF LUMBER
T.C. 2X1 No 2ND 19 SP
B.C. ' 2X1 , No:2ND 19 SP
Webs 2X1 No.3 19 SP
TPI -92 Crlt,
SSBC -91
o o
_=t I` .: ,
. <'
h�' T ,- - ti •
r - C,-- 4 .. � �1
F ;`P,
lo. I3658 • ( '
� �f� ' � � J1,�( v . d .
1
0 0
LOADING L (PSF D
TOP
BOTTOM 20 10
SPACING: 21 Inch O.C.
STR. INCR. t 15 %
DRAWN BY 1 U.A.
CHECKED BY : JAI
REP. STRESS: YES
ro
1 0
-)
ji
f p S� ?'E eF o, Q. �
11 e.0',....,4 0P1 `,r
Approve Jr • • ar1es Inc.
M1Tek ]ndusirles Inc.
► r{Inilo{ GL'AD OF LUMBER
i Tor' -
BOTTO a -
WEBS
t.16.1tJFt -PJ , pvdC
(1) T1-1 I n:71 IL I s v.4 Li orJ uy F0l2 0911 eur(l - t ou `f Y't,t - r
OF A C- kooF pt2oEr1,4irn ? AS
Art-) 1 �JTr►;f� ETAT\ c;F Cor.fri rJ LIoUJ L - T - t =i2 rL t lu�1 r
For?._ CO 1 7 ESSIO►j
LOADING (PSFY
TOP LIVE:
TOP oLrD —
Pa"r Pia /43 : —
T nTn L
1
• I rot dT.S..G2_.YLFJTs eDze611
.Y .t J r MI✓M. 1�iL
2N 3 0R.
SCALE i
SPACING.— ' O.C.
TPI CS OSGN CnIT
A I_LONAf)LE STRESS .
OF IrJ& MF-n'1. -I<SLL
E COFJ iJ .Q TO 4 1 x -cD
r2t ErI IC pot LIT
2- Ioct , t.l.4-+�s - ro Ti E cant?
:bJEe
ccJnduaus 1..ATE L
�,
c>=
SGFIF -tom 1�(,G.C.S
MI� �
• LrJErTF A a:3 —
O 8 L ( L1,IErn -1 of JEe
J es ;,
/. • mi. 136 Cp
MITEK (NPLJ TZIE INC. -
.�T�I .t LA`(E 126L -• bAA E ;c
to
`, �., on , , t/ r
LET/- col? t. . I "I' E -1`
1
r oftc M
SAME LM> .
r, (2I AK) t) EADe
JEt3 1•1N( Pr) TO
.1..1/.02.1ROvc/ PAGE.
- oF LASE, w/o d
rJ,-i Ls o .0
orTlc7Jd!NL T e:Az4c.E.
Go�1T U s l AT�r�
r oT e O- 1 avo
NECKED BY
r,ATE 10 /l i / ?1.
ONG . #
SIOP.7t 1 Ur
1R'USSES
"II
Supporting Truss
MINIMUM GRADE OF LUMBER
T.C. 2X9 No. 2ND 19 SP
B.C. 2X1 No. 2ND 19 SP
Webs 2X1 No.3 19 SP
LOADING L (PSF)
TOP 30 7
BOTTOM 0 10
SPACING: 21 Inch O.C.
STANDARD ROOF VALLEY DETAIL
• \ \
PARTIAL ROOF LAYOUT
STR. INCR.: 33
DRAWN BY : P.G.
CHECKED BY :
REP. STRESS: YES
lw
vA:.LE1 ',5_A
Valley trusses at 2-0' o.c. max.
6' wedge nailed to truss w /2 -8d toe nails
or bevel cut bottom chord of valley truss.
TPI -92 Crlt.
SSBC -91
MITek Industries Inc.
2x3 (typ) See nova 1a) —
PRE r ..FLM e: n:tii1 0;*1:E..
9x9
5x6 spl. (typ)
3x6 spl. (typ)
Supporting trusses et 2' -0' o.c. max
NOTES:
�) Frovice cor.t :n..:ous Dr�c.nc on ver :ca :s
over -3'. Connect bracing to verticals
w /2 -8d nails and bracing must be tied
to a fixed point at each end.
(b). On spans over 24' -0', add verticals
at 6' -e• o.c. max.
Common Trusses
,.-1 \.:.;./11
,
•
l 13658 •
J '
•
Approved for filTek Industries Inc.